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HomeMy WebLinkAbout436 Rocky Grove Ln09-••.. JM j' 1 1-tFno CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ a '/ FlX7T Job Address: Y36 /0D0- w G O(/ jj/E- Historic District: Yes No Parcel [D: o"AftKE OW7 -0- /? AAW S Residential q Commercial Type of Work: New Eg Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: . Email: Property Owner Information Name 1A ZOK /M/k/Soy Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 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. 1 understand that a separate pertnil must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, links, and air conditioners, e1c. FBC 105. 3 Shull be inscribed with the dale of appliculion and the code in effect as of Thal date:.5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Applicr aion I 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 tee at the tithe 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 efTect 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 construch n-and zoning t'M Signature of owner/Agent Date Signature ofContra t r/Agent t6te Print Owner/Agent's Name Signature of Notary -Slate of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID IONY //i1t W/Y vSANrriy/ Print Cont or/Agent' Name ' INN OTAR Jti EXPIRES Signature of Notary -State of Florida Date = GEORGIA JUNE 8.2020 C-' 9 Q'°U6'LIG I tLttCOJ` Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures. Fire Sprinkler Permit: Yes No of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 3r, 2013 Permit Application FIRE INSPECTIONS CITY OF SANFORD IL 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 10 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . 17-00001886 Q Date 7/31/17 Application pin number . . . 867066 Property Address . . . . . . 436 ROCKY GROVE LN Parcel Number . . 21.19.30.510-0000-2890 Application type description NEW SINGLE FAMILY HOME DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 338386 Application desc NOC ON FILE Owner Contractor TAYLOR MORRISON TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone NONE Other struct info . . . . . PLUMBING FIXTURES 22.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3247.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996199 Permit pin number 996199 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 132.00 Issue Date . . . . 7/31/17 Valuation . . 6209 Expiration Date . . 1/27/18 Qty Unit Charge Per Extension 22.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 132.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrichosanfordfl.gov June 22, 2017 5:14:30 PM blaker. Water impact fee $1343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -ELECTRIC 25.00 O1-APPLCTN FEE -BUILDING 25.00 O1-APPLCTN FEE -PLUMBING 25.00 O1-BLDG PLAN REVIEW 1017.00 02-CURB CUT/DRIVE - S/F 40.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORDa 407.5621.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 2 Application Number . . . . . 17-00001886 Date 7/31/17 Application pin number . . . 867066 Other Fees . . . . . . . . . 01-FIRE IMP-RS 7-2017 373.91 01-LIBRARY IMPACT FEE 54.00 01-PARKS IMP-RS SINGLE 1086.29 01-POLICE IMP-RS 07-2017 374.90 01-SEM CNTY RD IMPACT FEE 705.00 01-SCHOOL IMPACT FEE 5000.00 WD IMPACT:SINGLE FAMILY 1343.00 SD IMPACT:SINGLE FAMILY 3025.00 01-BLDG DCA SURCHARGE 56.20 01-BLDG DBPR SURCHARGE 56.18 Fee summary Charged Paid Credited Due Permit Fee Total 132.00 00 .00 132.00 Other Fee Total 13206.48 13176.75 .00 29.73 Grand Total 13338.48 13176.75 .00 161.73 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Page 3 Application Number . . . . . 17-00001886 Date 7/31/17 Property Address . . . . . . 436 ROCKY GROVE LN Parcel Number . . 21.19.30,510-0000-2890 Application description . . . NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 996199 Permit pin number 996199 Required Inspections Phone Insp Seq Insp# Code Description Initials Date 10 322 UNPB PLUMBING UNDERGROUND 10-1000 311 PL03 SEWER 20 312 PL04 TUB SET 1000 313 PLOS PLUMBING FINAL / / COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000410 BUILDING PERMIT NUMBER: 17-10000410 UNIT ADDRESS: ROCKY GROVE LN 436 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 21-19-30-510-0000-2890 PARCEL: TRACT: BLOCK: LOT: 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: 436 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 289 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family Hou ing 00 1.000 dwl unit 00FIRERESCUENA LIBRARY CO -WIDE ORD 00 Single Family Housing SCHQOLS 54.00 1.000 dwl unit 54.00 CO -WIDE ORD Single Family HoN§Ang 5,000.00 1.000 dwl unit 5,000.00PAR LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 zpwC'fU`fRECEITVEDBY: 1 Y 1 " SIGNATURE: PLEASE PRINT NAME) DATE: 7 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFYR AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT E2IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRNT STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER c AND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. ISSUEDSWITHINr60TCALENDARODAYS OFLTHEIRECEIVINGISIGNATUURE DATEOABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number: ,21-19-30-6111-0000-2K 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY, SEMINOLE COUNTY CLF[tT OF CIRCUIT COURT & COMPTROLLER BY. 8949 P9 56 (1P9s) CLERK'S T 2017069095 RECORDED 07/07/2017 03:24:55 P11 RECORDING FEES $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. 1. Description of property : LOT Z.Y Legal Description : Thornbrooke Phas according to the plat thereof, as recorded in Plat Book 0 Page of the public records of Seminole County, Florida. 2. 3. 4. 5. 6. 7. 8. 9. 10. Addresses : (. Gc Sanford FL General description of improvements : Single Fa m ome Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Surety: N.A. Lender: N.A. 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. 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. 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: 04 X J n Asa Wright Taylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wright onally known to me. Notary Public DA Clark / / 19 10,% a it CER l E 1 .i!vf R#E* r,ZZ„ * f 6/ IM[ 11,ECLEIW2011918f _' , - I., o ignature: S CO E C , FLORIDA I` ; 0 7 2017 DEPUTY CLERK CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • 6 Documented Construction Value: S f, °V, Job Address: `3 v -1 roVt_ LA- -f-- Historic District: Yes No Parcel ID: _27-19-30-510-0000491 0 Residential R Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOMF THORN BROOK PHASE LOT NUMBER: a81 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email:daphne( Perm its Perm itsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A I Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE p RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN 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 roust 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: 51b 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. Zz z- (7:' /' 6 t' J, -) Signature of er/Agent Dat TAYLOR MORRIWR OF FLORIDA INC Print Owner/Agent' Signature of N tary- rida Date jo, r °cart D. A. CIARK MY COMMISSION I FF M108 EXPIRES: June 27, 2019 J,+ FOF Fl' ThN Budyil NcWr/ rvins b(I-11-7 Signatur of Contractor/Agent Date JOHN ASAMRIGHT yCon/ nt's Name Signature of Notary -State of Flom to D. A. CIARK t * MY COMMISSION I FF 209108 EXPIRES: June 27, 2019u'+ rEor nyo>° Bonded Thru Budget Notary Services Owner/Agent is yFE Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ®' Electrical R Mechanical [R Plumbing[' Gas[] Roof Construction Type: Jg Occupancy Use: fz3 Flood Zone: k-51EC Total Sq Ft of Bldg: 3a 1-1-7 Min. Occupancy Load: I'1 # of Stories: 2- New Construction: Electric - # of Amps (So Plumbing - # of Fixtures 22- Fire Sprinkler Permit: Yes No ® # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: Uw7UTILITIES: 5' WASTE WATER: ENGINEERING: wlTc FIRE: BUILDING: Sr *7-1`I - / i COMMENTS: _ Ok to construct Single Family home with setbacks and impervious area shown on plan. Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # l 1-1 R K (e 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 Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: W;C- v1xlG`l 64-0%IC ELECTRICAL PERMIT Min Max Inspection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 PlumbingUnder round 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final I A RMQT Min Max Ins ection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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: 436 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 27-19-30-510-0000-2890 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) O CIAL SE 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: M 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 W, the best available information used to determine the base flood elevation is: BP#17-1886 Reviewed by: Michael Cash, CFM Date: June 28, 2017 0 9 0 Application for Right -of -Way Use for Driveway, Walkway & Landscape F R, 0 R I Oq Department of Planning & Development Services1877 300 North Park Avenue, Sanford, Florida 32771www.eeMordn.gov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. 15. Celleefweroudy. 1. Project LocaliorUAddress: 2. Proposed Activity: Driv veway Walkway Other: 3. Schedule of Work: Start QDate /+1 Coomplpletion Date Emergency Repairs 4. Brief Description of Work: iWAIC WAY /Va Y &M This application is submi tted by. % / p pQ r ` I /,y, lyowner Signature: Print Name: //1V . M/V UNK i1il f&S Address:: I I WaWMIL 44WEiffiM RHIMAX IlIT, ZZICI r1 Phone: 07- ('6%0 Fax- d4Qhf)e PAUM MSi bM00" Date: V Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installatiWomprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonmwdter facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate andlor repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, N necessary, file a lien on the Requestor s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Ciys right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree tD pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: (,r S 1 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 640124 hours In advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: 0. beplemoer zuiu ROW Use Ddvwmy.pdf taylor morrison MbIrN InIpIrW by YOV TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 June, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address:.4.1(„ &(" 61VbV-e, LUft This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. fThe Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or She is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Signature o2rC- %!e Sov Pprn3ed Name Signature Printed Name Owner i Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this ay otiv, 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method 1 Project Name. Lot289ThornbrookeDarlingtonCGRE Street: t/36 F-oc 'ra l.-,.a_ Builder Name: Taylor Morrison Permit Office: •58City, State, Zip. FL, S Permit Number* / 8 6 SA"F R Owner: Jurisdiction: 691500 Ff'AR', Design Location- FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(3145.8 sgft.) 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 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1482.0 sgft.) 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 (W) 2582 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A 11. Ducts R= ft' R ft' 7. Windows(344.4 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 272.41 ft' b. Sup: Attic, Ret: 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 Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 3.021 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft° b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft° None c. other (see details) R= 13.00 W 15. Credits Pstat Glass/Floor Area: 0.133 Total Proposed Modified Loads: 70.17 PASS Total Baseline Loads: 75.82 I hereby certify that the plans and specifications covered by Review of the plans and f11E STgr this calculation are in compliance with the Florida Energy specifications covered by this Code. - calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 2/20/1-7 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. CEO,0 OWNER/AGENT: Lw BUILDING OFFICIAL: DATE: & l DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/20/2017 12.16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot289ThornbrookeDarlinglon Bedrooms: 4 Address Type- Street Address Building Type: User Conditioned Area- 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No 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 Healing 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 136431 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ---- 13 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.49 0 0.51 3 Floor Over Other Space 2nd Floor _- -_- 1102 ft' 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emilt Deck Pitch 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 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 CI FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype Space R Value-Et-In_Et_In Area-R Value_Fraebon-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 5 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 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 1OmtDoorTypeSpaceStormsU-Value Width Height Area Ft In Ft In 1 SE Wood 1st Floor None 25 3 1 8 24.7 ft' 2 Wood 1st Floor None 25 2 7 8 20.7 ft' WINDOWS Orientation shown is the entered, Proposed orientation. J Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 2 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 e 3 Vinyl Low-E Double Yes 0.34 031 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 3 ft 2 in Drapes/blinds None 5 s 6 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 s 7 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 s 7 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 9 IN 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 fl' 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 ft 0 in None None 2/20/2017 12:16 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 384 ft' 64 It 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS J # Supply -- Location R-Value Area Return --- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft' Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj ]]Jan Heatin[X] Jan jj ]]Feb X] Feb Mar X] Mar r ] r Apr j Ma [X] May [ Jun Jun X] Jul4 ] Jul X Au j Au[ X] Se Sep j ]Oct Oct Nov WNov HDecDec Vent in [ j Jan Feb X) Mar X] r May [ Jun Jul Aug J Se X) Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 93 The lower the EnergyPerformance Index, the more efficient the home. 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=O 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 FL, 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 N/A R= c. N/A R= Area 272.41 n' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH. 2nd Floor 72.00 n' 8 Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= 12. Cooling systems n= a Central Unit b Central Unit nT 13. Heating systems a. Electric Heat Pump 3.021 n. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1467.00 n' a. Electric 1102 00 n' b. Conservation features 13.00 n' 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 compont features. Builder Signature: `?xDate: INCZAAddressofNewHome: 443(o ev La.eCity/FL Zip: S 00 WE Area 1521, 00 n= 1380. 60 n= 244 22 W n2 Area 1482. 00 n' n n= R n' 6 293.4 6 223 kBtu/ hr Efficiency 25. 2 SEER.16 00 25. 2 SEER:16.00 kBtu/ hr Efficiency 21. 8 HSPF•9.00 21. 8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat THE ST O TF 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. 2/ 20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 - Section R405 4.1 Compliant Software Page 1 of 1 L• 1 Job: Lot289ThombrookeDarll... 1 DEL -AIR Manual S Compliance Report Date: 6/4/2014 Hmm-mmmum 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 Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17400 Btuh Entering coil DB: 75.3°F Outdoor design WB: 76.3°F Latent gain: 2611 Btuh Entering coil WB: 62.6°F Indoor design DB: 75.0°F Total gain: 20010 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19015 Btuh 109% of load Latent capacity: 3453 Btuh 132% of load Total capacity: 22468 Btuh 1120/6 of load SHR: 850/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 17751 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22362 Btuh 126°/6 of load Capacity balance: 36 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 95% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wrightsoft' Right-Suile® Universal 2017 17.0.16 RSU24011 A...IingionCGRE\Lot289ThombrookeDarlingtonCGRE.rup Calc - MJ8 House laces E 2017-Feb-20 12:19:43 Page 1 r DEL -AIR Manual S Compliance Report NUMB•MCOXMI1110111111110 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 Job: Lot289ThombrookeDarli... Date: 6/4/2014 By: FJF Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17529 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2941 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 20470 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18004 Btuh 103% of load Latent capacity: 2961 Btuh 101% of load Total capacity: 20965 Btuh 102% of load SHR: 860/o Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 13620 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230•++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 165% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 87% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. 2017-Feb-20 12:19:43 ftz . / wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 page 2 Z&..IingionCGRE\Lo1289ThombrookeDarlinglonCGRE.rup Calc - MJ8 House faces, E 11 Job: LOt289ThOmbrookeDarli... DEL -AIR Component Constructions Date: 6/4/2014 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone- 407-333.2665 Fax 407-333-3853 Web W WW DEL -AIR COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft 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 Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood Irm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Or Area U"value Insul R Htg HTM Loss Clg HTM Gain W BWh/II2- •F nt •F/BNh BWhtllz BWh BWhm= BWh n 461 0.091 13.0 2.58 1186 2.34 1079 e 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.201 0 5.69 2671 4.35 2044 e 51 0.201 0 5.69 292 4.35 223 se 22 0.201 0 5.69 122 4.35 94 s 470 0.201 0 5.69 2675 4.35 2046 w 150 0.201 0 5.69 851 4.35 651 all 1162 0.201 0 5.69 6611 4.35 5058 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood Irm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 It head ht s w w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft W overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl Irm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 3.17 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl Irm mat, Or innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 15 0.340 0 9.62 144 10.8 162 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 130 0.340 0 9.62 1251 23.5 3060 39 0.340 0 9.62 374 10.6 411 58 0.340 0 9.62 561 30.4 1769 97 0.340 0 9.62 935 22.4 2180 15 0.340 0 9.62 144 30.4 455 6 0.340 0 A:. 4C + wrightSOW Righl-Suile® Universal 2017 17.0.16 RSU24011 IingionCGRENLot289ThornbrookeDarlingtonCGRE.rup Calc . MJ8 House laces: E 9.62 58 10.6 63 2017-Feb-20 12:19:43 Page 1 Ir 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 5 0.340 0 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 If window ht, 11.67 If sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 19 0,340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 It window ht, 11.67 ft sep.): 6.67 It head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" w 72 0.580 0 gap, 1/8" thk: NFRC rated (SHGC=0.32); 10.67 It overhang (8 If window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type se 25 0.390 0 n 21 0.390 0 all 45 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board intfnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 is + wrightsoflt Right-Suile® Universal 2017 17 0.16 RSU24011 ZeA...IinglonCGRE\Lot2897hombrookeDarlingtonCGRE.rup Calc - MJ8 House faces: E 9.62 48 12.2 61 9.62 185 12.2 234 16.4 1182 16.8 1213 11.0 272 12.0 296 11.0 228 12.0 248 11.0 500 12.0 544 0.91 1343 1.74 2574 1.41 18 0.71 9 28.0 4140 0 0 2017-Feb-20 12:19:43 Page 2 L w, DEL -AIR Component Constructions Job: Lot289ThombrookeDarli... P Date: 6/4/2014 nme' m c"01411110 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 Project• • For: Taylor Morrison Location: Orlando Intl AP, FL, US Elevation: 95 it Latitude: 28ON Outdoor: Heating Cooling Dry bulb (OF) 42 93 Daily range (OF) - 17 ( M) Wet bulb (OF) - 76 Wind speed (mph) 15.0 7.5 Indoor: Heating Indoor temperature (OF) 70 Design TD (OF) 28 Relative humidity (%) 30 Moisture difference (gr/lb) 1.5 Infiltration: Method Simplified Construction quality Average Fireplaces 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain m BWhm •F W.*FIBWh BwhIM BWh BU1hlI11 81uh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 470 0.201 0 5.69 2671 4.35 2044 board int Insh a 51 0.201 0 5.69 292 4.35 223 se 22 0.201 0 5.69 122 4.35 94 s 470 0.201 0 5.69 2675 4.35 2046 w 150 0.201 0 5.69 851 4.35 651 all 1162 0.201 0 5.69 6611 4.35 5058 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" 223 0.091 13.0 2.58 575 1.44 322 wood Irm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl frm mat, Or innr, 1/4" gap, n 39 0.340 0 9.62 374 10.6 411 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it w 58 0.340 0 9.62 561 30.4 1769 overhang (6.3 ft window ht, 11.67 it sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 22.4 2180 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl irm mat, Or innr, 1/4" gap, s 5 0.340 0 9.62 48 12.2 61 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, Or low-e outr, air gas, vnl irm mat, clr innr, 1/4" gap, s 19 0.340 0 9.62 185 12.2 234 1/8" thk; NFRC rated (SHGC=0.31); 5D% drapes, medium; 1 it overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, Or low-e oulr, air gas, vnl Irm mal, clr innr, 1/4" w 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type se 25 0.390 0 11.0 272 12.0 296 n 21 0.390 0 11.0 228 12.0 248 all 45 0.390 0 11.0 500 12.0 544 2017-Feb-2012.19:43 ltt. wri htsoft' 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 3 40:K ..IingionCGRE\Lot289ThornbrookeDarlingtonCGRE.rup Calc = MJ8 House laces: E Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1.74 gypsum board int insh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 23 C wri htSoR' 2017-Feb-2012:19:43 4Zt5A 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionCGRE\ Lol289ThornbrookeDarlinglonCGRE.rup Calc = MJ8 House faces E L7 QDEL-AIR Component Constructions Uffom • vm corm no m= 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 Job: LOt289ThOmbrookeDarli... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (°F) 70 Elevation: 95 ft Design TD (°F) 28 Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 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 Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Cooling 75 18 50 46.4 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain br BWhM°-•F n •FMWh BluhN Btuh BWhM2 BWh n 461 0.091 13.0 2.58 1186 2.34 1079 e 240 0.091 13.0 2.58 618 2.34 562 s 470 0.091 13.0 2.58 1209 2.34 1100 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl firm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s W w all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl firm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 it window ht, 3.17 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl firm mat, clr innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 If overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int Irish Floors 20P-191: Fir floor, firm fir, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 15 0.340 0 9.62 144 10.8 162 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 130 0.340 0 9.62 1251 23.5 3060 15 0.340 0 9.62 144 30.4 455 6 0.340 0 9.62 58 10.6 63 1469 0.032 30.0 13 0.050 19.0 A* wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 IingionCGRE\Lot289ThombrookeDarlingionCGRE.rup Calc = MJ8 House faces: E 0.91 1331 1.74 2551 1.41 18 0.71 9 2017-Feb-20 12 19:43 Page 5 Pro ect Summar Job: LOt289ThombrookeDarll... DEL -AIR y Date:6/4/2014 mEffu1e'=coxwntim o 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 Project• • For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8116 LS 6/21/16 JA LS 2120/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 26229 Btuh Ducts 5142 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 31371 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 rVa AHRI ref rVa Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 27339 Btuh Ducts 7590 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 34929 Btuh Latent Cooling Equipment Load Sizing Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5551 Btuh Equipment total load 40481 Btuh Req. total capacity at 0.70 SHR 4.2 ton Cooling Equipment Summary Make rVa Trade n/a Coil Na AHRI ref rVa Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' R.ght-Suil O Universal 2017 17.0.16 RSU24011 2017-Feb 20 1Page 1 ACCA..IingionCGRE\Lot289ThornbrookeDarlingionCGRE.rup Cale . MJ8 House faces E DEL -AIR Project Summary Job: Lo1289ThombrookeDarli... 1 7 Date: 6/4/2014 NUITM • AM 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 211/16 JA LS 3/8116 LS 6/21/16 JA LS 2/20/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 16905 Btuh Ducts 845 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17751 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg coolingg Area (ft2 1467 10 Volume (ft3) 13715 13715 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 88 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 16571 Btuh Ducts 829 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipmenisensible load 17400 Btuh Latent Cooling Equipment Load Sizing Structure 2611 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2611 Btuh Equipment total load 2010 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 9 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 0.047 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 36 OF Backup: Input = 5 kW, Output = 16909 Btuh, 10 AFUE Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. 2017-Feb-20 12:19:43 wrightsofFt' R,ghl.Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCA...IinglonCGRE\Lol289ThornbrookeDarlinglonCGRE rup Calc . MJ8 House laces: E Job: Lo1289ThombrookeDarli... RDEL-AIR Project Summary Date: 6/4/2014 IEmo • Pm COImmomn 'ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone, 407-333.2665 Fax 407.333-3853 Web WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 211/16 JA LS 3/8/16 LS 6121/16 JA LS 2120/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9323 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13620 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating cooling Area (ft2 111 111% Volume (ft3) 13223 13223 Air changes/hour 0." 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX- 024-230-19 AH R I ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 10768 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 17529 Btuh Latent Cooling Equipment Load Sizing Structure 1554 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2941 Btuh Equipment total load 20470 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 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 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 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. 2iihtsoft 017-Feb-20 12:19:43 wr 9 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 3 AOM ...IingionCGRE\Lot289ThornbrookeDarlingionCGRE.rup Calc = MJ8 House faces, E DEL -AIR r o • M armnrororo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PhoVD407133 2665 ax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lo1289ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 It 147.9 It 3 Room height 9.2 1t 9.3 It 4 Room dimensions 5 Room area 2939 3 W 1470.0 It2 Ty Construction number U•value B1uWI12-*F) Or HTM BtulV10) Area (112) or perimeter (11) Load Btuh) Area (ft2) or perimeter (it) Load Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VII L_ 12C-Osw 2A•2ov 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 5.69 2,34 10.58 4.35 491 30 508 461 0 470 1186 289 2671 1079 317 2D44 0 0 508 0 0 470 0 0 2671 0 0 2044Vy 11 t---C 2A-2ov 12C-0sw 0.340 0.091 n a 9.62 2.58 10.58 2.34 39 270 0 240 374 618 411 562 39 0 0 0 374 0 411 0 i 2A•2ov 2A-2ov 13A-2ocs 0.340 0.340 0.201 a a a 9.62 9.62 5.69 30.36 30.36 4.35 15 15 51 0 0 51 144 144 292 455 455 223 0 0 51 0 0 51 0 0 292 0 0 223 C W Vy L-D 13A-2ocs 11D0 0.201 0.390 se se 5.69 11.04 4.35 11.99 46 25 22 25 122 272 94 296 46 25 22 25 122 272 94 296 V 12C-Osw 2A•2ov 2A-2ov 0 091 0.340 0.340 s s s 2.58 9 62 9.62 2.34 10.58 10.77 491 6 15 470 6 13 1209 58 144 1100 63 162 0 0 0 0 0 0 0 0 0 0 0 0 I--fi C V 6 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 12.15 494 5 470 0 2675 48 2046 61 494 5 470 0 2675 48 2046 61 Vjl C 2A-2ov 12C-Osw 2A-2ov 0.340 0.091 0.340 s w w 9.62 2.58 9.62 12.15 2.34 30.36 19 270 30 0 200 0 185 515 289 234 469 911 19 0 0 0 0 0 185 0 0 234 0 0 G y/ 1-- a 2B-21v 13A-2ocs 2A-2ov 0.340 0.201 0.340 w w w 9.62 5.69 9.62 30.36 4.35 30.36 40 280 58 0 150 0 385 851 561 1214 651 1769 0 280 58 0 150 0 0 851 561 0 651 1769z P L-D 2A•2Dvd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 72 244 72 223 1182 575 1213 322 72 244 72 223 1182 575 1213 322 11 DO 16B-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 21 1483 21 1483 228 1343 248 2574 21 13 21 13 228 12 248 23C F 20P-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-ipl 0.989 27.99 0.00 1470 148 4140 0 1470 148 4140 0 61 c) AED excursion 2752 1 2281 Envelope loss/gain 20518 21736 14188 11916 12 a) Infiltration 5711 1809 2717 861 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/olher 2415 2415 Subtotal (lines 6 to 13) 26229 27339 16905 16571 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26229 27339 16905 16571 15 Duct loads 20'/6 28% 5142 7590 5% 50/0 845 829 Total room bad 31371 34929 17751 17400 Air required (clm) 1680 3209 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' Right•SuileO Universal 2017 17 0 16 RSU24011 2017•Feb 20 1 Page 1 IingionCGRE\Lol289ThornbrookeDarlingionCGRE rup Calc - MJ8 House faces: E JDEL-AIR mo • = emmrororo Right- J® Worksheet Entire House DEL - AIR HEATING & AIR CPNDITII% NWq 531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 •2665 ax: 407-333.3853 Web: WWW DEL -AIR COM Job: Lot2897'hombrookeDarlingif Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 it 3 Room height 9.0 It 4 Room dimensions 5 Room area 1469.3 112 Ty Construction U-value Or HTM Area (it) Load Area Load number Bluh/fILIF) Stuh/It2) or perimeter (11) Btuh) or perimeter Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 VII 12C-Osw 2A- 2ov 0. 091 0. 340 n n 2. 58 9. 62 2. 34 10 58 491 30 461 0 1186 289 1079 317 LG 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 2A• 2ov 0.340 n 9.62 10.58 0 0 0 0 Vjl 1112C-Osw 0.091 a 2.58 2.34 270 240 618 562 Lam(( 2A-2ov 0.340 a 9.62 30.36 15 0 144 455 2A- 2Dv 0.340 a 9.62 30,36 15 0 144 455 W 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 ILO13A- 2ocs 0.201 se 5.69 4.35 0 0 0 0 11D0 0.390 se 1104 11.99 0 0 0 0 12C- Osw 0 091 s 2.58 2.34 491 470 1209 1100 2A- 2ov 0.340 s 9.62 10.58 6 6 58 63 2A- 2ov 0.340 s 9.62 10.77 15 13 144 162 13A- 2ocs 2A- 20v 0. 201 0. 340 s s 5. 69 9. 62 4. 35 12. 15 0 0 0 0 0 0 0 0 2A• 2Dv 0.340 s 9.62 12.15 0 0 0 0 yl fa 12C- Osw 2A• 2ov 0. 091 0. 340 w w 2. 58 9. 62 2. 34 30 36 270 30 200 0 515 289 469 911 y/ I G 2B- 21v 13A- tors 2A- 2av 0. 340 0. 201 0. 340 w w w 9. 62 5. 69 9. 62 3036 4. 35 30. 36 40 0 0 0 0 0 385 0 0 1214 0 0 2A- 2ovd 12C- Osw 0. 580 0. 091 w 16.41 2. 58 16. 85 1. 44 0 0 0 0 0 0 0 0 PL--- D 11 DO 0.390 n 11.04 1199 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 1469 1469 1331 2551 F 20P-191 0.050 1.41 0.71 13 13 18 9 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 1472 Envelope losstgain 6329 9820 12 a) Infiltration 2994 948 b) Room ventilation 0 0 13 Internal gams: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 9323 10768 Less external load 0 0 Less transfer 0 0 Redistnbution 0 0 14 Subtotal 9323 10768 Duct loads 1 46/6 631/6 4297 6761 f Total room bad 136M 17529 Air required (clm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4A wrlghtSofC 2017-Feb 20 1 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 2 IingionCGRBLol289ThornbrookeDarlingionCGRE. rup Calc = MJ8 House laces E 3DEL-AIR Right-J® Worksheet ahu 1 DEL - AIR HEATIIjNG & AIR 531 CODISCO WAY, SANFORD, FL 32 C NDao -3333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot289ThombrookeDarlingit Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 It 42.0 It 3 Room height 9.3 It 9.3 It heat/cool 4 5 Room dimensions Room area 1470.0 W 17. 0 x 15.5 It 263. 5 1t2 Ty Construction U-value Or HTM Area (fIg Load Area (lig Load number Btuh/Wt'F) Btuhrfig or perimeter (It) Bluh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W C 12C- Osw 2A- 2ov, 13A- 2ocs 0. 091 0. 340 0. 201 n n n 0. 00 0. 00 5. 69 0. 00 0. 00 4. 35 0 0 508 0 0 470 0 0 2671 0 0 2044 0 0 89 0 0 89 0 0 504 0 0 386 y/ 11 I O 2A•2ov 12C- Osw 0. 340 0. 091 n a 9. 62 0. 00 10. 58 0. 00 39 0 0 0 374 0 411 0 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 fGG 2A•2ov 13A- 2ocs 0. 340 0. 201 a a 0. 00 5. 69 0. 00 4. 35 0 51 0 51 0 292 0 223 0 0 0 0 0 0 0 0 WyI Y- D 13A- 2ocs 11 DO 0201. 0. 390 se se 5. 69 11. 04 4. 35 11. 99 46 25 22 25 122 272 94 296 0 0 0 0 0 0 0 0 y/ 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 I-{C 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•2ocs 0.201 s 5.69 4.35 494 470 2675 2046 159 159 902 690 2A- 2ov 0.340 s 9.62 12.15 5 0 48 61 0 0 0 0 2A- 2ov 0.340 s 9.62 12.15 19 0 185 234 0 0 0 0 yl 12C-Osw 2A- 2ov 0. 091 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A- 2ocs 28- 21v 2A- 2ov 0. 340 0. 201 0. 340 w w w 0. 00 5. 69 9. 62 0. 00 4. 35 30. 36 0 280 58 0 150 0 0 851 561 0 651 1769 0 145 58 0 86 0 0 491 561 0 376 1769 2A- 2Dvd 12C- Osw 0. 580 0. 091 w 16.41 2. 58 16. 85 1. 44 72 244 72 223 1182 575 1213 322 0 0 0 0 0 0 0 0 PLD 11D0 0.390 n 11.04 11.99 21 21 228 248 0 0 0 0 C 168-30ad 0.032 0.91 1.74 13 13 12 23 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-ipl 0.989 27.99 0.00 1470 148 4140 0 264 42 1176 0 61 c) AED excursion 122811 1920 Envelope loss/gain 14188 11916 3634 4141 12 a) Infiltration 2717 861 771 244 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 16905 16571 1 4405 5215 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16905 16571 4405 5215 Duct bads 1 5% 5% 845 829 5% 5% 220 261 f15 Total room bad 17751 17400 4625 5476 Air required (cfm) 840 840 219 264 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ram 41- wrightsoft- 2017-Feb-20 12 19 43 Righl- SuileO Universal 2017 17.0.16 RSU24011 Page 3 IingionCGRE\ Lot289ThornbrookeDarlingionCGRE.rup Calc - MJ8 House faces E DEL -AIR repo • of eaormrtoro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 799NDITIQ NIN9531CODISCOWAY, SANFORD, FL 327hone 407.3 -2665 ax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot289ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name msir b1h msir wic 2 Exposed wall 12.0 It 0 it 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions m Rooarea12.0 x 8.0 It 96.0 fi= 6.5 x 7.5 it 48.8 Its Ty Constriction number U- value Bluh1ft2-'F) Or HTM Bluh/III Area (it2) or perimeter ( It) Load Bluh) Area ( it2) or perimeter ( it) Load Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VII i 12C- Osw 2A•2av 13A•2ocs 0.091 0.340 0.201 n n n 0. 00 0.00 5.69 0.00 0.00 4.35 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 11LC 2A- Zov 12C-Osw 0.340 0.091 n a 9. 62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ZA- 2ov 2A-2ov 13A•2ocs 0.340 0.340 0.201 a a a 0. 00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CGG W Vy 13A- 2ocs 11 DO 0.201 0.390 se se 5. 69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LO ILS12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0.340 s s s 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 Vjl I--( 13A• 2ocs 2A•2Dv 0.201 0.340 s s 5. 69 9.62 4.35 12.15 112 0 112 0 637 0 487 0 0 0 0 0 0 0 0 0 Vy I-- fi 2A•2Dv 12C-Osw 2A•2Dv 0.340 0.091 0.340 s w w 9. 62 0.00 0.00 12.15 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 yl C 2B- 21v 13A•2ocs 2A-2ov 0.340 0.201 0.340 w w w 0. 00 5.69 9.62 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 2A• 2ovd 12C-Osw 0.580 0.091 w 16. 41 2.58 16.85 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D 11 DO 16B-30ad 0.390 0.032 n 11. 04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F20P- 19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- tpl 0.989 Z7.99 0.00 96 12 336 0 49 0 0 0 61 c) AED excursion 1.13 0 Envelope loss/ gam 973 474 0 0 12 a) Infiltration 220 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1193 544 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1193 544 0 5 Duct loads 1 5% 50/6 60 27 5% 50/6 0 0 f Total room bad I 1253 571 0 5 Air required ( cim) 1 1 59 28 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. m wrightsoTt' 2017•Feb 20 12 C Right - Suite® Universal 2017 17.0.16 RSU24011 Page age 4IingionCGRE\Lo1289ThombrookeDarlingionCGRE. rup Calc - MJ8 House laces. E DEL -AIR 11111m 1 • w rnorrmmo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CQNDITIQ,NINC 531 CODISCO WAY, SANFORD, FL 32771 none: 407-3 -2665 ax: 407.333.3853 web: WWW.DEL-AIR.COM Job: Lot289ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 21.0 1t 3 Room height 9.3 it heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 5.5 x 3.5 It 19 3 ill 1.0 x 146.5 11 146.5 II= Ty Construction number U-value BtuWfl2-*F) Or HTM Stul ft2) Area (02) or perimeter (it) Load Btuh) Area (ft2) or perimeter (11) Load Bluh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 Vi/ LO 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2ov 12C-Osw 0.340 0.091 n a 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1GG 2A-2ov 2A-2ov 13A-2ocs 0.340 0.340 0.201 a a a 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 51 0 0 51 0 0 292 0 0 223W Vy- LD 13A-2ocs 11 DO 0.201 0.390 se se 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 s S s 0.00 0.00 0.00 0.00 0.00 0.OD 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cs yl I-- G 13A-tors 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 145 0 125 0 713 0 545 0 Ili V612C-Osw 2A-2ov 2A-2ov 0.340 0.091 0.340 s w w 9.62 0.00 0.00 12.15 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 19 0 0 0 0 0 185 0 0 234 0 0 yl Ci 2B-21v 13A-2ocs 2A-2ov 0.340 0.201 0.340 w w w 0.00 5.69 9.62 000 435 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 T-C P LD 2A-2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 20P-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-ipl 0.989 27.99 0.00 19 0 0 0 147 21 588 0 61 c) AED excursion 1 0 1 35 Envelope loss/gain 0 0 1778 1038 12 a) Infiltration 0 0 386 122 b) Room ventilation 0 0 0 0 13 Internal gains, Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 10 5 2164 1161 Less external load 0 0 0 0 Less transler 0 0 0 0 Redslribution 0 0 0 0 14 Subtotal 0 5 2164 1161 Duct loads 5% 5% 0 0 5% 5% 108 58 r15 Total room bad 0 5 2272 1219 Air required (cfm) 0 0 108 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- 2017-Feb-20 12 19 43 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 IingionCGRE\Lot289ThombrookeDarlinglonCGRE.rup Calc = MJ8 House faces: E 1' DEL -AIR r • ew cmmnoro Right-M Worksheet ahu 1 DEL -AIR HEATING & AIR 7CQNDITIONINq531CODISCOWAY, SANFORD, FL 327hone: 407-333-2665 ax: 407-333.3853 Web WWW DEL-AIR.COM Job: Lot289ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 4.0 If 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 4. 0 x 11.5 11 46. 0 It2 4. 0 x 11.5 1t 46. 0 112 Ty Construction number U• value Btuh/ ft;"F) Or HTM atuflrlt2) Area ( It) or perimeter (IQ Load Btuh) Area ( 02) or perimeter (IQ Load Btuh) Heal cod Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 y/ G V 12C- Osw 2A- 2ov 13A- 2ocs 0. 091 0. 340 0. 201 n n n 0. 00 0. 00 5. 69 0. 00 0. 00 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 O 2A-2ov 12C- Osw 0. 340 0. 091 n a 9. 62 0. 00 10. 58 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy2A- 2ov 2A- 2ov 13A- 2ocs 0. 340 0. 340 0. 201 a a a 0. 00 0. 00 5. 69 0. 00 0. 00 4. 35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L GG W Vy 13A-2ocs 11 DO 0. 201 0. 390 se se 569 11. 04 4. 35 11. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 aVj/ C 12C- Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 s s s 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 L--L' y I- L213A- 2ocs 2A• 2ov 0. 201 0. 340 s s 5. 69 9. 62 4. 35 12. 15 37 0 37 0 212 0 162 0 37 5 32 0 184 48 141 61 y/ 2A- 2Dv 12C- Osw 2A• 2ov 0. 340 0. 091 0. 340 s w w 9. 62 0. 00 0 00 12. 15 000 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 l--(; 2B-21v 13A- 2ocs 2A- 2ov 0. 340 0. 201 0. 340 w w w 000 5. 69 9. 62 000 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 P 2A• 2ovd 12C- Osw 0. 580 0. 091 w 16.41 2. 58 16. 85 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-- D 11 DO 16B- 30ad 0. 390 0. 032 n 11.04 0. 91 11. 99 1. 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CF 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 46 4 112 0 46 4 112 0 61 c) AED excursion 18 11 Envelope loss/gain 324 144 344 212 12 a) Infiltration 73 23 73 23 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 0 0 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 398 768 417 236 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 398 768 417 236 Duct bads 5% 5% 20 38 5% 5% 21 12 r Total room bad 418 806 438 247 Au required (clm) 20 39 21 12 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Feb-20 12:19 43 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 IingtonCGRE\ Lot289ThombrookeDarlinglonCGRE.rup Calc = MJ8 House faces E DEL --AIR NIar11110- M eorrorroroo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333.3853 Web: WWW DEL-AIR.COM Job: LWSSIThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm, dining rm 2 3 Exposed wall Room height 35.0 11 9.3 It heal/cool 10.0 1t 9.3 It heal/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 02 1.0 x 210.0 It 210 0 02 Ty Construction U•value Or HTM Area (It) Load Area (It2) Load number Btuldll;•F) atu1d119 or perimeter (It) atuh) or perimeter (II) Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 VI/ I--1 12C-0sw 2A-2ov 13A-2ors 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 4.35 0 0 191 0 0 191 0 0 1088 0' 0 832 0 I 0 93 0 0 54 0 0 310 0 0 237YLO 11 2A-2Dv 12C-Osw 0.340 0.091 n a 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 39 0 0 0 374 0 411 0 2A-2ov 2A-2ov 13A-2ocs 0.340 0.340 0.201 a a a 0.00 0.00 5.69 0.00 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CCC W Vy LO 13A-2ocs 11 DO 0.201 0.390 se se 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V I 12C-0sw 2A-2ov 2A-2ov 0.091 0.340 0.340 s 5 s 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 0L :2 Vy I--G 13A-2ocs 2A-2w 0.201 0.340 s s 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili 2A-2ov 12C-0sw 2A-2Dv 0.340 0.091 0.340 s w w 9.62 0.00 0.00 12.15 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 V/ C Vjl C 2B-21v 13A-2ocs 2A•2Dv 0.340 0.201 0.340 w w w 0.00 5.69 9.62 0.00 4.35 30.36 0 135 0 0 63 0 0 36D 0 0 275 0 0 0 0 0 0 0 0 0 0 0 0 0 C P L-D 2A-2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 72 0 72 0 1182 0 1213 0 0 0 0 0 0 0 0 0 IIDO 16B- 30ad 0. 390 0. 032 n 11.04 0. 91 11. 99 1. 74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CF 2OP-191 0,050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0,989 27.99 0.00 297 35 980 0 210 10 280 0 6 c) AED excursion 1434 21 Envelope loss/gain 3609 3755 963 627 12 a) Infiltration 643 204 184 58 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 4 920 1 230 Appliances/ other 1 0 0 Subtotal ( lines 6 to 13) 4252 4878 1147 915 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4252 4878 1147 915 15 Duct loads 1 5% 50/0 213 244 59/0 1 5% 57 46 Total room bad 4465 5122 1204 960 Air required (clm) 211 247 57 46 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Feb-20 12:19 43 A Right - Suite® Universal 2017 17.0.16 RSU24011 PaQe 7 rillingionCGRE% Lol289ThornbrookeDarlingionCGRE.rup Calc - MJ8 House faces: E RDEL-AIR Right-J® Worksheet OLOW- romorrm.0 ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PhoVD40 333N266Ns Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot289ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 If 19.9 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 3.5 11 21.0 112 1.0 x 275.8 It 275.8 02 Ty Construction U-value Or HTM Area (W) Load Area (10) Load number BtuWllt-*F) BI f12) or perimeter (It) Bluh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heal Cod 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 L- 2A-2Dv 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ C 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 135 135 770 589 11 2A-2ov 12C-Osw 0.340 0.091 n a 9.62 0.00 1058 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vj/ 2A-2Dv 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 I-- G W 2A-2Dv 13A-2ocs 0.340 0.201 a a 0.00 5.69 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy L--0 13A-2ocs 11D0 0201 0.390 se se 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 46 25 22 25 122 272 94 296 T= 12C-Osw 2A-2Dv 2A-2Dv 0.091 0.340 0 340 s s s 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 Vy I-rG 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 G 2A-2Dv 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl 12C-Osw 2A-2w 0.091 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Imo_ -(fa 28-21v 13A-2ocs 0 340 0.201 w w 0.00 5.69 0.00 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2Dv 0.340 w 9.62 30,36 0 0 0 0 0 0 0 0 P LD 2A-2ovd 12C-Osw 0.580 0.091 w 16.41 2.58 16.85 1.44 0 0 0 0 0 0 0 0 0 244 0 223 0 575 0 322 11D0 0.390 n 11.04 11.99 0 0 0 0 21 21 228 248 c 16B-30ad 0.032 0.91 1.74 0 0 0 0 13 13 12 23 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpI 0.989 27.99 0.00 21 0 0 0 276 20 557 0 61 c) AED excursion 10 67 Envelope loss/gain 0 0 2563 1525 12 a) Infiltration 0 0 366 116 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 51 2929 2841 Less external load 0 0 0 0 Less transfer 0 0 0 0 RBffistribution 0 0 0 0 14 Subtotal 0 5 2929 2841 Duct bads 1 51/6 5% 0 0 5% 5% 146 142 r Total room bad 0 5 3076 2983 Air required (cfm) 0 0 1 146 144 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17 0 16 RSU24011 2017 Feb 20 1 Page 8 IingtonCGRE\Lol289ThornbrookeDarltngionCGRE rup Cak: - MJ8 House laces: E RDEL--AIR Right-J® Worksheet wmff ahu 2 DEAL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PhND40 ION266 ax 407-333-3853 Web: WWW.DEL-AIR.COM Job: LoMffhombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 11 5 Room area 1469.3 I12 224.8 112 Ty Construction U•value Btuh WI *F) Or HTM 81uh/I12) Area (It2) or perimeter (It) Load Btuh) Area (It2) or perimeter (It) Load 81uh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool 6 VI/ L-C 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.34 10.58 0.00 491 30 0 461 0 0 1186 289 0 1079 317 0 86 0 0 86 0 0 220 0 0 200 0 0I1 11 O 2A•2ov 12C-Osw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 270 0 240 0 618 0 562 0 0 0 0 0 0 0 0 2A-2ov 2A•2ov 13A-2ocs 0.340 0.340 0.201 a a a 9.62 9.62 0.00 30.36 30.36 0.00 15 15 0 0 0 0 144 144 0 455 455 0 0 0 0 0 0 0 0 0 0 0 0 0W Vy D 13A-2ocs 11 DO 0.201 0.390 se se 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 s s s 2.58 9.62 9.62 2.34 10.58 10.77 491 6 15 470 6 13 1209 58 144 1100 63 162 131 0 0 131 0 0 336 0 0 306 0 0 VjI 6 13A-2ocs 2A•2Dv 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2Dv 12C-Osw 2A•2ov 0.340 0.091 0.340 s w w 0.00 2.58 9.62 0.00 2.34 30.36 0 270 30 0 200 0 0 515 289 0 469 911 0 140 30 0 110 0 0 282 289 0 257 911 V 2B•21v 13A-2ocs 2A-2Dv 0.340 0.201 0.340 w w w 9.62 0.00 0.00 30.36 0.00 0.00 40 0 0 0 0 0 385 0 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 0 02 P L-D 2A•2ovd 12C-Osw 0.580 0.091 w 0.00 0.00 O.OD 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 0.00 0.91 O.OD 1.74 0 1469 0 1469 0 1331 0 2551 0 225 0 225 0 204 0 390C F 2OP-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A-tpl 0.989 O.OD 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1472 1296 Envelope loss/gam 6329 9820 1330 2360 12 a) Infiltration 2994 948 70D 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 10 Sublolal (lines 6 to 13) 19323 10768 2030 2581 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redisinbulion 0 0 0 0 14 Subtotal 9323 10768 2030 2581 15 Duct loads 146% 63"/6 4297 6761 46/6 635/6 936 1621 Total room load 13620 17529 2966 4202 Air required (clm) 840 840 183 201 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 09C- _ Fk wrights4aft• 2017-Feb-2012:19,43 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 9 IingionCGRE\Lot289ThornbrookeDarlingionCGRE rup Calc - MJ8 House faces: E 1 DEL -AIR mro - M ommromro Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 799NDIOT Qq IN531CODISCOWAY, SANFORD, FL 327hone: 407-3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot289ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposedwall 9.0 11 11.5 it 3 Room height 9.0 It heat/Cool 9.0 It heat/cool 4 5 Room dimensions Room area 9. 0 x 6.0 It 54. 0 ft2 11. 5 x 6.0 it 69. 0 It2 Ty Construction number U- value BIuN112• F) Or HTM StuFdlf Area ( II2) or perimeter (It) Load Btuh) Area ( II2) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VIl L- 1 12C- 0sw 2A- 2ov 13A- 2ocs 0. 091 0. 340 0, 201 n n n 2. 58 9. 62 0. 00 2. 34 10. 58 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 Vy11 G 2A-2ov 12C- 0sw 0 340 0. 091 n e 0. 00 2 58 0. 00 2. 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2ov 2A- 2Dv 13A- 2ocs 0. 340 0. 340 0. 201 a a a 9. 62 9. 62 0. 00 30. 36 30. 36 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 fCCi W t13A- 2ocs 11 DO ' 0. 201 0. 390 se se 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DILS12C- 05w 2A- 2ov 2A- 2Dv 0. 091 0. 340 0. 340 s s s 2. 58 9. 62 9. 62 234 10 58 10. 77 81 6 0 75 6 0 193 58 0 176 63 0 104 0 0 104 0 0 267 0 0 243 0 0 Vy l-- G 13A- 2ocs 2A- 2Dv 0. 201 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili 2A-2Dv 12C- Osw 2A- 2ov 0. 340 0. 091 0. 340 s w w 0. 00 2. 58 9. 62 0. 00 2. 34 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 2B- 21v 13A- 2ocs 2A- 2Dv 0. 340 0. 201 0. 340 w w w 9. 62 0. 00 0. 00 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 2A- 2ovd 12C- 0sw 0. 580 0. 091 w 0.00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PL- D IIDO 16B-30ad 0.390 0.032 n 0. 00 0.91 0.00 1.74 0 54 0 54 0 49 0 94 0 69 0 69 0 62 0 120 c F20P- 191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A- Ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1.33 1 1 .36 Envelope loss/ gain 300 300 329 326 12 a) Infiltration 159 50 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 0 Subtotal (lines 6 to 13) 459 351 533 390 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 459 351 533 390 Duct bads 46% 63% 212 220 4663 0246 245 r15i Total room bad I 671 571 778 636 Air required ( Clm) 1 1 41 27 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017- Feb-2012:19:43 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 10 IingionCGRE\Lot289ThornbrookeDarlinglonCGRE. rup Calc = MJ8 House laces: E DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277CFhoVD4p077.3 2665 ax 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot289ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 It 196.0 112 9.5 x 5.0 If 47.5 02 Ty Construction number U-value Btuh/02-IF) Or HTM BIutV112) Area (112) or perimeter (It) Load Bluh) Area (It2) or perimeter (It) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W L- G 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 n n n 2.58 9.62 0.00 2.34 10.58 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-G0.201 11 2A-2Dv 12C-Osw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 126 0 Ill 0 286 0 260 0 45 0 45 0 116 0 105 1--Ci f 2A-2ov 2A•2w 13A-2ocs 0.340 0.340 0.201 a a a 9.62 9.62 0.00 30.36 30.36 0.00 15 0 0 0 0 0 144 0 0 455 0 0 0 0 0 0 0 0 0 0 0 0 0 0W t-D 13A-2ocs 11D0 0.201 0.390 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 12C-Osw 2A•2ov 2A-2ov 0.091 0 340 0.340 s s s 2.58 9.62 9.62 2.34 10.58 10.77 126 0 15 Ill 0 13 286 0 144 260 0 162 18 0 0 18 0 0 46 0 0 42 0 0 y! C 13A-2ocs 2A-2ov 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C VY 2A-2Dv 12C-Osw 2A-2w 0.340 0.091 0.340 s w w 0.00 2.58 9.62 0.00 2.34 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 28.21v 13A-2ocs 2A-2Dv 0.340 0.201 0.340 w w w 9.62 0.00 0.00 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 yl L_.{^ P LD 2A-2Dvd 12C-Osw 0.580 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 196 0 196 0 177 0 340 0 48 0 48 0 43 0 82C F 2OP-191 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A4pl 0.9% 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 97 1 •24 Envelope losstgain 1038 1381 221 214 12 a) Infiltration 496 157 124 39 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 0 1 0 Subtotal (lines 6 to 13) 1534 1538 345 254 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1534 1538 345 254 Duct bads 1 46% 639/6 707 966 469/6 639/6 159 159 r Total room bad 2241 2503 504 413 Air required (ctm) 138 120 31 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017-Feb-20 12:19.43 Right -Suite® Universal 2017 17.0.16 RSU24011 page 11 IingtonCGRE\Lot289ThombrookeDarlinglonCGRE rup Calc • MJB House faces: E DEL --AIR Right-J® Worksheet an11-M olorrao ahu 2 DEL -AIR HEATING & AIR 7199NDITIQ NIN9531CODISCOWAY, SANFORD, FL 327hone: 407.3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot289ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 blt 2 Exposed wall 24.0 ft 11.5 ft 3 Room height 9.0 It heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 13. 0 x 11.0 ft 143 0 i12 11. 5 x 11.0 ft 126. 5 112 Ty Comte ionU•value Btuh/ Wt*F) Or HTM 81uh/ t12) Area ( ft2) or perimeter (fl) Load B( uh) Area ( f12) or perimeter (ft) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 VII G yl 12C- Osw 2A- 2ov 13A• 2ocs 0. 091 0. 340 0201 n n n 2. 58 9. 62 0. 00 2. 34 10. 58 0. 00 117 0 0 117 0 0 301 0 0 274 0 0 104 30 0 74 0 0 189 289 0 172 317 0 11 I-(; 2A•2ov 12C- Osw 0. 340 0. 091 n a 0. 00 2. 58 0. 00 2. 34 0 99 0 84 0 216 0 197 0 0 0 0 0 0 0 0 2A- 2ov 2A• 2ov 13A- 2ocs 0. 340 0. 340 0. 201 a a a 9. 62 9. 62 0. 00 30. 36 30. 36 0. 00 0 15 0 0 0 0 0 144 0 0 455 0 0 0 0 0 0 0 0 0 0 0 0 0 WVy Y- D 13A• 2ocs 11 DO 0. 201 0. 390 se se 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T= 12C-Osw 2A- 2ov 2A- 2ov 0. 091 0. 340 0. 340 s s s 2. 58 9. 62 9. 62 2. 34 10. 58 10. 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A• 2ocs 2A• 2Dv 0. 201 0. 340 s s 0. OD O. OD O. OD 0, 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl F 2A- 2Dv 12C• Osw 2A• 2ov 0. 340 0. 091 0. 340 s w w 0. 00 2. 58 9. 62 0. 00 2. 34 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 1C' Vy C 2B- 21v 13A- 2ocs 2A• 2Dv 0. 340 0. 201 0. 340 w w w 9, 62 0. 00 0. 00 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 VC P LD 2A- 2Dvd 12C- Osw 0, 580 0. 091 w 0.00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B- 30ad 0. 390 0 032 n 000 0. 91 000 1. 74 0 143 0 143 0 130 0 248 0 127 0 127 0 115 0 220 CF 2OP-191 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A-1131 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 150 66 Envelope loss/gain 793 1225 593 643 12 a) Infiltration 425 135 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1 1218 1360 7961 708 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1218 1360 796 708 15 Duct bads 146% 639/6 561 854 46% 631/6 367 444 Total room bad 1780 2214 1163 1152 Air required (cim) 110 106 1 72 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - Fk wrightsoft' 43 Right - Suite® Universal 2017 17 0 16 RSU24011 2017• Feb 20 Pat9e 12 IingionCGRE\ Lot289ThornbrookeDarbngionCGRE.rup Calc = MJ8 House faces E QEL-AIR Right-J® Worksheet 1111m=1-w amrpoao ahu 2 DEL -AIR HEATING & AIR 914DITI, NWq531CODISCOWAY, SANFORD, FL 3277t hone 407.3 -2665 ax: 407.333.3853 Web WWW.DEL-AIR COM Job: LoMgThombrookeDarlingl... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 If 3 Room height 9.0 11 heal/cool 9.0 If heal/cool 4 5 Room dimensions Room area 20.5 x 14.5 It 297.3 ft2 1.0 x 311.3 It 311.3 It2 Ty Construction number U-value BtuNI12-IF) Or HTM Btuh/It2) Area pft or perimeter 01) Load Btuh) I Area (112) or perimeter (11) Load Btuh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heal Cod 6 Vy C 12C-Osw 2A•2ov 13A•2ocs 0.091 0.340 0.201 n n n 2.58 9.62 000 2.34 10.58 0.00 185 0 0 185 0 0 475 0 0 432 0 0 0 0 0 0 0 0 0 0 0 0 0 0yl 11 O 2A-2ov 12C-Osw 0.340 0.091 n a 0.00 2.58 0.00 2.34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0F-- GG W 2A-2ov 13A•2ocs 0.340 0.201 a a 9.62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy Y-D t3A-2ocs 11 DO 0.201 0.390 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V 12C-Osw 2A-2Dv 2A-2ov 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 10.58 10.77 0 0 0 0 0 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0 0 I-C C 13A•2ocs 2A•2ov 0.201 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I--G 2A-2ov 12C-Osw 2A•2ov 0.340 0.091 0.340 s w w 0.00 2.58 9.62 0.00 2.34 30.36 0 131 0 0 91 0 0 233 0 0 212 0 0 0 0 0 0 0 0 0 0 0 0 0 L--G y6 2B•21v 13A•2ocs 2A-2ov 0.340 0.201 0.340 w w w 9.62 0.00 0.00 30.36 0.00 0.00 40 0 0 0 0 0 385 0 0 1214 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R D' 2A•2ovd 12C-Osw 0.580 0.091 w 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 297 0 297 0 269 0 516 0 311 0 311 0 282 0 540C F 20P•191 0.050 141 071 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1435 1 -54 Envelope lossigain 1362 2810 363 560 12 a) Infiltration 620 196 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 1 0 Subtotal (lines 6 to 13) 1982 3006 425 580 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1982 3006 425 580 15 Duct loads 46% 631/6 914 1888 461/6 63% 196 364 Total room bad 2196 4194 621 944 Air required (clm) 179 235 1 1 38 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 - - wrightsoft' 2017-Feb-2012:19:43 Right-SuileO Universal 2017 17 0.16 RSU24011 Page 13 IingionCGRE\Lot289ThornbrookeDarlingionCGRE rup Cale - MJ8 House faces E DEL -AIR Duct System Summary m m•mm""mmta 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: Lot289ThombrookeDarli... 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 Matl Actual Ln (ft) Ftg.Egv Ln (it) Trunk den h 2272 108 59 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO dining rm h 1204 57 46 0.196 6.0 Ox 0 VIFx 27.1 95.0 Stl family rm c 5122 211 247 0.183 9.0 Ox 0 VIFx 36.2 95.0 SO kitchen h 3076 146 144 0.212 7.0 Ox 0 VIFx 18.1 95.0 sti mstr blh h 1253 59 28 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm c 5476 219 264 0,148 8.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 5 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 438 21 12 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO ulil c 806 20 39 0.191 4.0 Ox0 VIFx 30.9 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 278 292 0.148 536 10.0 0 x 0 VinlFlx S11 st1 Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx 4f ,- * wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 IinglonCGRE%Lol289ThornbrookeDarlingionCGRE.rup Catc = MJ8 House laces. E 2017-Feb-20 12:19:45 Page 1 Return Branch Detail Table 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 Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx Wrl htSoft` 20,7-Feb 20 12: age 2IJRighl-Suile® Universal 2017 17.0.,6 RSU24011 page 2 IinglonCGRE\Lol289ThornbrookeDarlinglonCGRE rup Calc - MJ8 House laces: E 1' DEL -AIR Duct System Summary Job: Lot2891rhombrookeDarli... NUMBY Date: 6/4/2014 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 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 FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 671 41 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 778 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll h 1163 72 55 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below c 2447 89 117 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 2447 89 117 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 c 4202 183 201 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1780 110 106 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 504 31 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 nn 4 h 2241 138 120 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 944 38 45 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FIR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 181 0.202 609 8.0 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 Matt Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx CCA+ wrightsoft' R,ghl.Suite® Universal 2017 17.0.16 RSU24011 IingionCGRE\Lol289ThornbrookeDarlingtonCGRE.rup Calc = MJ8 House laces, 2017-Feb-20 12:19,45 Page 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot289ThornbrookeDarlingtonCGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number - Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O 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). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) D A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 2/20/2017 12:15:52 PM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot289ThornbrookeDarlingtonCGRE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:- 2582 sq ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: FIN R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: 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. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: y0oHE SpgT D WE 2/20/2017 12:16 PM EnergyGaugeO 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. 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. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off: and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 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/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 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. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)i.11 ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct lightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 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. 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. 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 - Section R405 4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 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. 0 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. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater etficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to pennit 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 bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4 4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors. and SRCC Standard TMA, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria- 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p 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. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/20/2017 12.16 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 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. O 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. p 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. O 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 2156. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. D 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 O 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. 2/20/2017 12:16 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 Io J rarr Y fd liP I I I I LANAIIC-e'ns•_s• e•-4• PIT. Mr. I AMU I auMu I TAK T 42X42 A/C SLAB BY BLDR MIN S: 2' FROM WALL '• j A/C jj A/C j PAD II PAD Transfer ducts/grilles sized In compliance with Florlde Residential Bullding Code - M1602.4 Balanced. Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habitable 2-Mist rooms. Waco M wOm I I R:{YI ROfR II FAMILY ROOM \ } 1e'-e'•14'-r 14x8 sw 2-51my VOLUME 245J/ 1 1I 12;d IYf as I as III 16x16 r 09ft8Froom I i o 1646 rag — g 8x 5aTW as 14x8 lwcd q4 265 r 9 M. T-P 2.0 TON V/5KV 2240V MPH . 18x10 Alen platform by bldr z-r scale 1/8'=1'O' Yy.r a1'w KUM rt/ U MFNH MP) UPMR4M s- nazn aucz to wall cap w/fan Nutone 696RN I C a 12x6 1 EN I i\ e'-4• r ao. 7' i 61 Qr. 18'x12' i AIMMM 4' 3— — — is Om UB pr 1040 rag jr;-\ T ar. VTEr t'e 60 ' Q° 10x6 c l+ oaI 7? 10 e'-IV MT as PJAM CA 10 bay 8x4 1 d p.areo O:Y PI iM16Bl earOPIeIfr LM 3' bath duct to wall cap w/fan Yf. r-------- I I I erW/E I I I r 11 I I I I 1 1 OAMAM r 1 I r,Qo•-r I I Wr110'4' PIT. MT. I YM CF sgl Ru J&' 8 I e1 ucoe3mowager. ylL______-- I B fTRY I fie'- 4' PIPIT MT, i b Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. e —m—'r 2T v 0 1z c t \,z rt1 N Q to — rl1 e aaoPesoe o V S V C) ran gYP. Q3 AN M91a r KK N m Q QQ Z O N 1,D L'0 W W \ \ \ \ H --40 O Q /\ N' (U N a l V l ) _ \ Q LIJ z V o a a LD0"ry CO M HATQ4NG LEGEND o N z N a ® J —J QY QY -- a d- L.L- Q Q O 2 DLL- 1119 8 Zutwy25828 O N CoE1LANAI1398 118 lU 7 Z C3 co J O Z Z Li 3: F- Q Q X TOTAL F 32416 OR PI AN NO I. . J . 0 v 1Z t1 L O a si Oil weTe 94L J,zeyK SMATO WAI I I I I rommGMew 4 I I I Fm LOFT 3 I 4> BEDROOM n esTc v-o• Tas9' fUT 17f. I Q Q j 115 10x6 lwcd 10x6 lwcd a Z115 IOx6 lwcd lOx6 lwcd n2xrag559 6' 05 IO 6' N 0Aj` wpnic 4, 20 TI Builder will need to W 8, x4 lw 4x provide a/c duct chase I ar r-I O 0, 6. z_ j I Q aeF e pp 6 0 12x12 rag . 12x12 rag I I 6, Q 9, 10 46 lwcdQTe 6' 1242 rag I Ia4 BEDROOM . gap IV-V `66 rag 7, 12x6 lwcd e O DROOM 4 14x8 lwcd Tl00BATH3v-duan TO I FC,1 , 11 RGR A44' 4' x we 14 bYQIlIi wtz roi 1 x4 lwcT O O 4 z- x a ec I I m01BP. MATTlm0 bl am 2. 0 TON W/5KW @240V IPH Transfer, ducts/grilles sized In z 18x10lutForm 3w bath ductcompliance with Florida Residentlal bPybldr to roof Ca P Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder n r- 1 LLI scale 1/8'=1'0' w / f an must provide unrestricted I Inch undercut on doors to habitable z y TYPICAL WOOD FRAME Nutone 696RNB rooms. O WINDOW SCHEDULE O p O WINDOW WIDTHS * L7 Q Z 0 O Z 96C:] i--i N CU J J Q Q od- QQo= Q J F— 0 LL- Rating o W z o Z Jo w cn O J O Z) QQ Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. m CL J U) 0 0 TAYLOR MORRISON THORNBROOKE S.F. 9 DARLINGTON LOT 289 1ST FLOOR WITH OPT: 2N0 LAV IN BATH 3 4 AV Ko` fekf-^. 3 D zDT O 2 co ANT p GD Q1 P PO d a vi TAYLOR MORRISON THORNBROOKE S.F. DARLINGTON LOT 289 2ND FLOOR WITH OPT: 2ND LAV IN BATH 3 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR P 3. m DESCRIPTION AS FURNISHED: Lot 289, THORNBROOKE PHASE 4, as recorded in Plat ook 81, Pages 70 thru 71, Public Records of Seminole County, Florida. B 61PLOTPLANFOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONING RECORD COPY home with setbacks and LOT 306 Ok to construct Single Familyareashown on plan. I impervious N OOD 10' 44" 11 40.00' ti Ji LOT 289 19.80' 19.80' 5.33' 5.33' AC 5.00, 5.00' 15 7' i. COVERED of PAflO 5.00' 14.3' i PROPOSED RESIDENCE MODEL: DARUNGTON- CLASSIC-C 2 CAR GARAGE RIGHT O O LOT 290 O O h Cr)<F LOT 288 CO ^ a) . Co 5.00' 5.0' . FIQIIEN)TRY 5.00' o Oi WALK 21.3' 5.00' 16' DRIVE 25.2025.20' 10' U77L. ESMT. V'; OE-)- — — — — — — P5' CONE. WALK 3' ; FLARES ON LOT AREA CALCULATIONS: R8 LOT = 4,800 Sr;.F7. LIVING = 7,467 SO.F7. 8. 8.) S 0 0 D 1 0' 4 4" E GARAGE = 455 SCE. rT. 40. 00' LANAIY = 139 SO FT BREEZEWAY- N/A SO.FT. DRIVEWAY = 403 SO.rT. ROCKY GROVE LANE A/C PAD = 18 SOFT. WALKWAY = 70 SO. FT. 50 I IMPERVIOUS= TRASSCT54.6 RIW) 623 nSC.Fr. L QSOD = 2,177 SOI-T. OFF L07 A A CALCULATIONS. PROPOSED FINISHED SPOT GRADE ELEVATION RIW = 440 SO 177'. APRON = 110 .S4.17 PERDRAINAGEPLANSBUILDINGSETBACKS: *PLOT PLAN ONLY' SIDEWALK = 200 30.FT. v- = PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) SOD = IJO SOFT. LOT GRADING TYPE A + PROPOSED F.F. PER PLANS = 24.1' REAR a 15' SIDE - 5.0' PROPOSED INFORMATION SHOWN AREA = 5,24D SOFT. BASED ON SUPPLIED PLAN PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER = 10' DRIVEWAY = 51J .`iO.F7'. AND/ OR. INSTRUCTIONS PER SIDEWALK v 270 SOFT. CLIENT NOT FIELD VERIFIED SOD 70 SO.rT CRUSE' NMLIYLYR-SCOTT LJG AAS'SOC., INC. - LAXD SURVEYORS LEGEND - LEGEND - P • PLAT PDL , PDwt ON LINE 5400 E. COLONGIL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r • itELD 7YP, • TYPICAL IP. • DID" PIPE PAX. • POINT Or REVERSE CURVATURE IR. . DIIDI ROD P.CL • POINT Or COtPORD CURVATURE NOTES I. THE UNDERSIWIED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS T11E STMOARDS OF PRACTICE SET FORTH BY THE FLORMA BOARD Of CA • CONCRETE "1140 N7 RAD. • RADIAL SET IR. • LB 4596 NON -RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER V-17 FLORIDA ADNINISTRATIVE CODE PURSUANT TO SECWH 472.027. ILOIDW STAND Z UNLESS ELOOSSVD WITH SURVEYORS SICNITURE AND ORIGINAL RAISED SEAL THIS ANIVEY MAP OR COPED ARE NOT VAU0. RM REC ERCI)JLV.. 3. THIS SURVEY WAS PREPARED FROM MILE PRDRMAWN FURNISHED TD THE SURVEYOR. THERE MAY BE OTHER REMICnONS PAIL• POINT OP BEGINNINGCCALC • CALCULATED PA. C. •POINT Or CODRECENENT PRM PERMANENT REFERENCE NDNUNCNT OR E4SEWNTS TINT AFFECT THIS PROPERLY. NO UNDERGROUND IMPROKMENiS HAVE B@1 LOCATED UNLESS OTHERWISE SHOWN. CENTMDIE F. • rI111SNED FLOOR ELEVATIOR NLD • NAIL L DISKr-V BUILDING SETBACK LINORIV A THIS SURVEY RS PREPARED FOR THE SOLE Roam OF THOSE CERTIFIED TO AND SHOULD NOT BE REED UPON BY ANY OTHER ENTRY. 1A Or-OrUL • BENCHMARK 0. OWENSIONS SHOWN FOR THE LOMION OF IMPROVEMENTS HEREON SHOULD NOT BE USED To RECONSTRUCT BOUNDARY LINES ESH ESMT. . CASENCNTR.B. •BASE BEARING CASEMRIGHTENT 7. BEARINGS ARE BASED ASSUMED OMLIM AND ON THE LINE SHOWN AS BASE BEARING IVA) DRAIN • DRAINAGE UTIL • UTILITY Q ELEVATIONS If SHOWN. ARE OASEO CW 9477E I GEOOERC DATUM Or IBZB, UNLESS OTHERWISE NOTED. CLFC. CHAIN LINK TO= B. CDMC47E Or AUD#MZ4WM Na 4590. VD.rC. • VOOD FENCE C/D • CONCRETE ROCK P.C. • POINT Or CURVATURE SCALE F- I• - 20'------- 4 O21WN BY: ••' D P.7. • POINT OF TANGENCY DESC. DESCRIPTION CERTIFIED BY: LUTE ORDER No. R • RADIVS L • ARc LENGTH D • DELTA PLOT PLAN 02-28-17 797-17 C • CHORD C.S. • CHORD BEARING REVISED PLOT PLAN 05-31-17 NORTH TNJ THIS BUILDING/ PROPERTY DOES. NOT UE WRHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' GRUSENA R.LS. / 4714 ZONE X. AMP / 12117C 0055 F. ANTES W. SCOTT, R.LS 1 4801 RECORD COPY i L fF..'"V Eteehcieaf es zVL-F- .-rjae. 2153 Preauer Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN DARUNGTON SANFORD 17 - 1 886 2585 SOFT GENERAL LIGHTING X 3 VA PER SQ FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (113 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V-- 143.75 AMP 150 AMP SERVICE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0289 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0289 Model: Darlington Tampa, FL 33610 4115 Lot/Block: 289 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014lTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 62 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name I Date 1 1 T10546050 1 C01 3/1/17 118 IT10546067IF16 3/1/17 12 1 T10546051 I CO2 13/1/17 119 I T1 0546068 I H R01 13/1 /17 13 IT105460521 F01 13/1/17 120 1T105460691 HR02 13/1/17 14 IT10546053I F02 13/1/17 121 1T105460701 HR03 13/1/17 I 15 IT105460541 F03 13/1/17 122 1T10546071 I HR04 13/1/17 I 16 I T1 0546055 I F04 13/1/17 123 I T10546072 I J01 13/1/17 I 17 I T10546056 F05 13/1/17 24 I T10546073 I J02 13/1/17 I 18 I T10546057 I F06 13/1/17 125 I T10546074 I J03 13/1/17 19 I T10546058 I F07 13/1/17 126 I T10546075 I J04 3/1/17 110 I T10546059 I F08 13/1/17 I27 I T10546076 I J05 13/1/17 111 I T10546060 I F09 13/1/17 I28 I T10546077 I J06 13/1/17 112 I T10546061 I F10 13/1/17 I29 I T10546078 I J07 13/1/17 113 I T10546062 I F11 13/1/17 I30 I T10546079 I J08 13/1/17 1 114 I T10546063 I F12 13/1/17 31 I T10546080 I J09 13/1/17 15 IT10546064IF13 3/1/17 32 IT10546081 J10 3/1/17 16 IT10546065IF14 3/1/17 33 JT105460821J11 3/1/17 117 I T1 0546066 I F15 13/1/17 134 I T10546083 I J 12 13/1/17 I The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: 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/TPI 1, Chapter 2. ENS •;9 Ji'. 39380 cc STATE OF .: 41 Thomas A. Albanl PE No.39380 MITek USA, Inc. FIL Cert 8834 6904 Parke East Blvd. Tampa Fl 33610 Date: March 1, 2017 Albani, Thomas 1 of 2 RE: TB0289 - Site Information: Customer Info: Taylor Morrison Lot/Block: 289 Address: City: Sanford Project Name: TB0289 Model: Darlington Subdivision: Thornbrooke No. I Seal# I Truss Nam_ a I Date 35 IT10546084IJ13 3/1/17 136 I T10546085 I J 14 1 3/1 /17 1 137 I T10546086 I J 15 1 3/1 /17 1 138 I T10546087 I J 16 1 3/1 /17 1 139 I T10546088 I J 17 1 3/1 /17 1 140 I T10546089 I J 18 1 3/1 /17 J 141 I T10546090 I J19 1 3/1/17 J 142 1 T1 0546091 1 R01 1 3/1/17 1 143 1T10546092 1 R02 1 3/1/17 J 144 1 T1 0546093 1 R03 1 3/1 /17 1 145 1 T1 0546094 1 R04 1 3/1/17 1 146 1T105460951 R05 1 3/1/17 J 147 1 T105460961 R06 1 3/1/17 1 148 1 T1 0546097 1 R07 1 3/1/17 1 149 1 T105460981 R08 1 3/1/17 1 150 1 T105460991 R09 1 3/1/17 1 151 1 T10546100 I R10 1 3/1/17 1 152 IT10546101 I R11 1 3/1/17 1 153 1T10546102 1 R12 1 3/1/17 1 154 1 T10546103 I R 13 1 3/1 /17 1 155 1T10546104 1 R14 1 3/1/17 1 156 1 T1 0546105 1 R15 13/1/17 157 1T105461061 RF01 1 3/1/17 1 158 1 T1 0546107 1 RF02 1 3/1/17 J 159 1 T1 0546108 1 V01 1 3/1 /17 1 160 1 T1 0546109 1 V02 1 3/1/17 1 161 1 T1 0546110 1 V03 1 3/1 /17 1 162 I T10546111 1 VO4 1 3/1/17 J State: Florida 2of2 Job russ Truss Type ' ty 710546050 TS0289 COt GABLE 1 t 73360t001 Job Reference (optionaq aunaararaataource. rarrpa. rramt,my. vionoa tuoo 01*8 PIN Y Y Y Y 1 t-7 I t7 A A A A ID:Zl7yactf3rgf5yObDEG6BuzOU16.21bmusoVOZpTVcOpdfBM)Zvxo?xpfKHuxt 1?tizfJUv 0148 Scale = 1:25.5 3rd3 = 6 7 8 9 10 11 12 26 25 24 23 22 21 20 19 18 17 3x3 = 16 15 30 Q 29 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) rVa n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(fL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 79 lb FT = 2045F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(llat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6.8. lb) - Max Grav All reactions 250 lbor less at)olnl(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4.0 oc. 5) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1ad (0.131" X X) 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.' A WARNING- Vorlly dedgn pen mefaro and READ "M ON THIS A" INCLUDED WTEK REFERANCE PAGE M67473 rev. I&MV"15 BEFORE USE Deslfyr wAM fur the urJy vAlh Mllek0uuniroul01s. ll*.deslfyl D Ixz.ed ortly ulxxr pwcxneler slatwrr. ural it for cn WivitAs l bull tiny componeoil, wl a truss syslem. Below use, lho lxAdrtg deslgrl8r must verify the apllllccdAfty of design paanefem aril lxopedy btcorixxale thb design Into If* overall building design. Bracing Indicated Is to prevent bucaUlg of inc IvlWttl ftm web and/or chard members only. Addtfonal temporary and pemlanenl bracing WOW It always tecglred for stability aid to prevenl cdfapw with posgfl ile personal Infu y and properly danage. For gerarrd gukkstce regadng the k3W.. alkxl, slorage. delivery. erection and bracing of frinses and Inns systems, secANSWIP11 Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd salary information avdlctllo from Truss Plate Institute. 218 N. Lee Street, Suite 312. Iwoxa sift VA 22314. Tampa. FL 33610 o russ ruse ype ty T10546051 T80289 CO2 FloorTruas t t 73360t002 Job Reference (optional) VuY m ruslJOuwce. wewwpe, 'W. V". rgwge J.SieO O( i8 1 2 3 4 5 I to e e 17 I r V!Apr ne ZV1 OMI w OK 111911311198. Inc. WOO MBr VI 11:41:4VZVn/ rope1 ID:Zl7yacff3rg15yObDEG6BuzOUf6-2lbmusoVOZpTVcOpd1BM)Zvxq?xnfKlux l l?tizfJUv Scale. 1:17 0 6 7 a 1 aP 16 15 14 13 12 11 10 9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 HOIz(TL) 0.00 9 n/a Na BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 45 Ib FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-7. lb) - Max Grav All reactions 250lb or less at joint(s) 16. 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (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." A WARNING- Vedy dodyn pamnWoro and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MQ7473 rov. IM70I5 BEFORE USE Dmipi vutkl Iw trse why with MilekB`curnwclws. Oi,tlesigtn t.lwwd wntyupwn Ixnwnnlews slwwn, t>rxl t Iw an bxllvkhxl lxritling connlwrwnl. rx>I a buss system. Below Lao. the 1AAck g deslp vm must verity the cp?dkdAlly of design 1>oamoters and Iroperly Incorporate N* doalpn Unto the overdl buldng design. RochB Indicated Is to pwevonl tx,claing of hdk4dual tnra wet> and/ot chord members orgy. AdmBontl temporary arxf permanent bracing MiTek' k always reclrlrod low stdAlty and to prevent collapse wtih pos16>le rwrsorxi In)uy aril properly dranage. Tw genewd gukkrnce rogwdng tix> IoLvIcollon, slorage. delivery. erection and bwacing of Innses ~ lium systems. woANSUTPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke Ewl Blvd. Safety Information ava1lc*Ae horn Urns Plate Inslltule, 218 N. lee Sheol. Stille 31Z Alexorxlria. VA 22314. Tanga, FL 33610 Job I russ Truss Type Oty ply Tt0546052 T80289 FO1 FLOORTRUSS 5 t 1733601003JobReference (optional) oveoere rosr000n:e. Ienpe. —, Vny, rw— oaaoo 0.1.8 H I 2.6.0 I 1-3-0 I 16 15 30 = 2 2.3-8 3x3 = 3 4 5 a w. ur cv to mrros In ows. Inc. "so met v I I I ff,.Rv — r rays i ID:Zl7yact13rgl5yObDEG6BuzOUf6.21bmusoVOZpTVcOpolBMjZvoV?mH1EZux 11?Irz1JUv 2 6-0 e = :26.0 3x3 = 30 = 6 7 8 30 = 3x3 = 3x3 = 3x3 = 3x3 = 30 = 1 to 99 17 15-8 15.6.8 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL LOD BC 0.75 Vert(R) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Iner YES WB 0.40 Horz(TL) 0.04 9 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82 lb FT = 2096F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No 2(flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib size) 14=834/0-7-4, 9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/0, 3-4=-2021/0, 4-5=-2021/0, 5-6=-2021/0, 6-7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11=0/1839, 9-10=0/1191 WEBS 2.14_ 1390/0, 7.9=-1390/0, 7.10=0/539, 6.10=-490/0, 6.11=0/502, 5.11=-293/0, 2-13=0/539, 3.13=-490/0, 3.12=0/502, 4-12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1 5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Velf y doslyn Penmotors and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M67479 rov, 10030201S BEFORE USE DWWi vdkt fur use uidy wlih Mitek®curvw 1Lm.. tlds dtWLvi 6 txs ad oily uporn Ixmuineleis;Jwwn. urxJ t for isi 6xfivkkxd IxAdivj cumpurwn., roe a buss system. Before use. the brDdi ng designer must verify the oprAlcalAlly of design lxzamoters and Ixoperly Incorpaale Onit design into the over,. building design. Bracing Indicated Is to prevenl buckling of IrxlNklual truss web and/a chord members orgy Add.tlon, temporary and pormanenl dating WOW6atworpretttdredforsWlAlItyandtopeovenlcollaAavd,h possible persond tr>luy and promFly dornage. For gerx:r, guidance roW(*V the ladk:allon, storage. delivery, erectbnorxi bracing of Inmas and btrsssystems seeANSI/TPII Gualily Cdtedo, DSB-89 and BCSI BulldingComponent 6904 Porke East Blvd. Safely Infofmation ava able from truss Rate Institute, 218 N. lee Street. Sulle 312. Alexandria. VA 22314 Tompo. FL 33610 Job Truss Truss Type ty y Tt0546053 T80289 F02 FLOORTRUSS 140 t 1733601004JobReference lbona) owiven nmavu ce, ,a..pa. rwm va7. rw.wa uuavv 0. 1.8 H 2- 6-0 1.3.0 I. Sx3 II 1. Sx3 = 1. Sx3 = 3x4 = 1 2 i-- w• ---.-.....-_..._--.. ..._. ..-_.. _. ..._ . . _._ . ID: ZI7yaclf3rgf5y6 DEG6Buz0Ul6-WV985Co7ntxK7mz?BNIbGmS kP7HOht2AhnYPBzfJUu 1. 11-12 3x3 = 1.Sx3 11 1.Sx3 II 3x3 = 3 4 5 6 2- 6-0 &_ d 1:26.3 1. Sx3 II 3x4 = 1.5x3 = 7 8 17 9 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 = 15. 2.12 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Ven(LL) -0.13 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(TL) -0.17 10.11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 We n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82 lb FT = 20%6F, 1145E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 9=814/0.3-8, 14=820/0-7-4 FORCES. ( lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1497/0, 3.4— 1960/0, 4-5=-1960/0, 5-6=-1960/0, 6.7_ 1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10.11=0/1806, 9-10=0/1189 WEBS 2-14=-1363/0, 7.9_ 1374/0, 7-10=0/515, 6.10_ 464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3. 12=-3/464, 4-12=-266/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 3) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verify deLyn pererrreters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N&7473 rov. 10gMIS BEFORE USF_ DWLvi vulkt foi me of Yy wllh Mllek0wimuciors, fhk: design G Lwmad oi4y utwrr txoumelers slwwn. and b Iw ar kxlivltfuul txridbtg cant"wnl. nul a buss system. Before use. the Wlding designer must vedfy the aplAlcabilly of design paametois and property Incorlwrate 0* design Into the overall building design. ®acing Indlcaled Is to prevonl budding of Individual Iniss web and/or chord members orgy. Addilorxl lempotary and permanent biocing MiTek' k always re%flred for statAlty and to prevent collgne wllh posstAlo personal Injury and properly danage. rod general gutdatce regarding the 6904 Perks East Blvd. lalxlcatbn, storage, delivery. erection ax1 bracing of trusses and miss systerns. seeANSI/iPll Quality Cdferlo. DSB-89 and SCSI Building Component Tor po. FL 33610 SafetyInfonnallonovaliatlofromlrlmPlatebtsliMo. 218 N. Lee Street, Suite 312. Alexauxlda, VA 22314, Job T rues ruse ype y T10546054 780289 F03 Floor Truss 1 733601005 Job Reference (optional Builders FkelSaurce. Tompo. Plant coy. Fonda M66 7 64o s Apt 19 zre16 Nor ex mousules, inc, were mar vl i v41 41 zvi r rage 1 ID:Zl7yacft3rgf5yObDEG68uzOUf6• W V98SCo7ntxK7mz?BNibGmSuPP6gOeg2AhnYP8zfJUu 0.1.8 H 1-3-02-" 1.11.12 2-" ire 1:26.3 1.Sx3 II 1.5x3 = 1.5X3 11 1 5x3 = 4x4 = 3x6 = 1.5x3 II 1.5x3 II 3x3 = 06 = 1.Sx3 = 3x3 = 40 = 30 = 3x3 = 4x6 = 34 = 2•l 0 12.5.12 I 15.2.12 2-!}0 9-8.12 2-9-0 Plate Olfsets (X,Y)-- 12:0.1-B,Edgel LOADING (pst) SPACING- 2-0.0 CSI. DEFL. In (Ioc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.OD TC 0.98 Vert(LL) -0.25 10-11 >706 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) -0.36 10-11 >495 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc purlins, except BOT CHORD 2x4 SP SS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 9=1201/0.3.8, 14=956/0-7-4 FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1323/0, 3.4=-2626/0, 4-5=-2626 0, 5-6=-2626/0, 6.7_ 1811/0 BOT CHORD 13-14=0l772, 12-13=0/1870, 11.12=0/2626, 10.11=0/2536, 9-10=0/1032 WEBS 7.9=-1548/0,2-14_ 1191/0, 7-10=0/1237,2-13=0/875,6.10=-1151/0,3-13=-867/0,4.12=-339/0, 3-12=0/1022, 6-11=-206/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131` X X) 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) 523 lb down at 11-3-0 on top chord The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead . Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9.14=-10, 1.8=-100 Concentrated Loads (lb) Vert: 6=-523(F) A WARNING - Verify doslprr parameren end READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE MD-7477 rov. iDUM16 BEFORE USE Duru p 1 vodka few use orgy with Milek®coiurw:lws. lids destlyi B Ixr ud wily utxrl txnanelers slwwrl. a1d Is for a i 6 xaivkhwl buBdrrg cwnpr wnl, i wl o buss system. Belwe use. the IxAdrlp designer must verity tho q:irlicolAIIy of des1W pcoamelea and popetly Incoipsale fhIs design Into Iho overall b ldhg design. Braehg Indicated Is to buckling of Indyldual truss web anti/or curd memtxrrs orgy. Addllonal temporary arxf pormarleni boclrlg WOW peventis always tec114ed for slabllily area to prevent collapse with possible persalal k*rry are] popeny drnoogo. For gr-nerd gukWrco iegadng 9w labrlcolbn. sloiago. delivery, erection and bracing of trusses aril Ines systems seeANSI/IPI I Quality 0119do, DS6.89 and SCSI Building Component 6904 Parks East Blvd Solely Information avallable from bus Plate bistihAo. 218 N. Lee Stioel. Sidle 312, Alexandria. VA 22314. Torrve. FL 33610 Job I Fuss I russ Type Qty Ply T10546055 T80289 FW FLOOR TRUSS 2 t 73360t006 Job Reference (optional) curroera Iv51W.Wv. IOrryv. —, { y, -O .. 0.1.8 ID:ZI7yaclt3rgf5y0bD G6Buz0Ul6_hjWJYplYA3BhvYCl4Ego__?9goU17ArBPLW6yazfJUt Siale = 1.18.8 1.5x3 II 1 Sx3 = 1 Sx3 = 3x3 = 1.Sx3 II 1.Sx3 II 3x3 = 3x6 II 1 2 3 4 5 6 7 3x3 = 11-0.12 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Vert(TL) 0.26 11-12 501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 HOrz(TL) 0.03 7 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=595/0-3-8, 12=595/0.7-4 FORCES. (lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1031/0, 3-4=-1031/0, 4.5=-1031/0, 5.6=-408/0, 6.7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0l784 WEBS 2-12=-915/0, 2.11=0/369, 7.9=0/615, 5.9=-598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20%F, 1I%E Structural wood sheathing directly applied or 6.0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and lirst 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.' Q WARNWG - Ved y dedgn pens Went end READ NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE M67473 rov. 10=101S BEFORE USE Duailyt wAkl fui taw oily wllh MI1ek9wnrwcloi4. TW desfpn Is Lxned oily upon txxoine=eta spwwn. rntd L lot (7n btdivkk" LxAdbng comporwnl, awl a huss system. Belore use. Ito IxAdbnp deslpnel mull verify the aplllkaiAlty of design pxaamoters and p>topedy Incoglaalo 11* design Into the ovetdl Ixldbng design. Wachg indicated Is to pxovenl bicktbng of bxnvkW tniss wob ond/ot chord members on1y. Addtiond temporary and permanent txacbng WOWIsalwaysrequirodlotslafAllyandtoptovenicollapseVAINposstbiepersonal"and property dvnage. Fot general guidance regutdlng the labrkatbn, storage, delivery, etection and lxacing of Inrsses and Miss systems, seeANSI/TPr1 Qualify Critedo, DSB-69 and SCSI Building Component 6904 Ponke East Blvd. Safely Information av(Aa1le horn htm Plate institute. 218 N. Leo Sheer, StAo 317 Alexandria. VA 22314. Terrpe. FL 33610 ruse Truss Type ryply Tt0546056FJ",bR,'ference TJob80280 FOS FLOOR TRUSS 5 1 07 optional) ourrasrs rrrarJoures, r ampa, r®m ;ry, rrwraa 4aaoo 2 1 ID:Zl7yacft3rglSyObDEG6Buz0Uf6 hIWJYplYA3BhwYCl4Ego_?7MoL1w7A?BPLW6yazfJUt 0.1-8 H 2-" 1.10.12 1-3-0 1.Sx3 II 1.Sx3 = 1.5x3 = 3x3 = 1.5x3 II 1.5x3 II 3x3 = 1 2 3 4 5 1 e = 1:19.6 r r r r L0 B 9 e 3x3 3x3 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.15 9.10 917 360 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.28 9-10 468 240 BCLL 00 Rep Stresslncr YES WB 0.27 Horz(TL) 002 7 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=603/0.3.8, 10=610/0.7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1079/0, 3.4_ 1079/0, 4.5_ 1079/0 BOT CHORD 9-10=0/808, 8-9=0/1079, 7.8=0/827 WEBS 2-10=-943/0, 2.9=0/404, 5.7=-954/0, 5.8=0/499, 4-8=-295/0 PLATES GRIP MT20 244/190 Weight:61 lb FT=20%F, 11%E Structural wood sheathing directly applied or 6-0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced Iloor live loads have been considered for this design. 2) "Semi -rigid plichbreaks with fixed heels" Member end fixity model was used In the analysis and design o1 this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an Individual building component. The suitability and use 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 - Veft doelyn pwansters and READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE N1167173 mv. 1=1015 BEFORE USE Dast{ytvdkltoo useorgy wtlhMilek®couteclos.tlasdtrJWii;rxbadotlyutxxnptnarnelersslvmkENO AtoarWividuultxddutgcungwrwnl.Ix>I a truss system. Before use. Iho buildkV deslgnor must verify the ofxplkabilty of design rxzcvTneters and Ixolxerly Incoglaalo 0* design Into the overdl brlldng design. ®acing Indicated Is to rxevent buclakng of kxlNldud tors: web and/or chord members only. Atldtlonal temporary, and permanent bracing WOW It dways nor8ired for stability, and to prevent collapse wllh possde persorx4 knpsy arxf rxoWrly darnuge. For gerxerd gukknce regarding the fabrkatbn, storago. delivery, erecilon and bracing of tmrsses and truss systems seeANSI/IPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information ovdldfle from truss Rate Institute. 218 N. Lee Skeet, Sulto 312, Alexandria VA 22314. Tampa. FL 33610 Job uss TFUSS Type ry T10546057TJobR&I,,,nc.(opfionaQ T80289 F06 FLOOR TRUSS 3 ou-ers rasrawrwe. rarryo. From wy, rwwa uuaoo 0.1.8 HI 2-" 1 2.6-0 11 11.8 1.3-0 2 6.0 2-" 1 26 3x3 = ID:Zl7yacff3rgl5yObDEG6Buz0U16-St5.HvWugNJUBI M47Olol3LSXFpCoesZKKd?GBIU 1ztJUs 1-i —I 1- ,6-0 5& Seal 1:50.8 3x3 = 3x3 = 30 = 4x4 = 34 FP= 2 3 4 5 6 7 8 9 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 30 R9 29 25 24 23 22 21 20 19 18 17 16 3x3 = 3x4 = 3x6 = 3x6 FP= 3x3 = 3x3 = 3x3 = 3x4 = 3x4 = 40 = 11.3.4 29.10.8 r ._o I .Aye Plate Offsets (X,Y)-- 24:0-1-8,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25.26 >699 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.37 25-26 >361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 We n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 154 Ib FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1.8: 20 SP No. 1(Ilat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 16.22: 2x4 SP No. 1(flat) 6-0-0 oc bracing: 24-25,23.24. WEBS 20 SP No.3(flat) REACTIONS. (lb/size) 16=945 0-7-4, 23=180210.4.0. 26=498/0-7-4 Max Grav 16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-992/165, 3-4=-992/165, 4.5=-9M65, 5-6=0/1022, 6.7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9-l0_ 2306/0, 10-11— 2715/0, 11-12=-2715/0, 12.13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0l774, 24-25=-165/992, 23.24_ 443/685, 22-23=0/956, 21-22=0/956, 20.21=0/2007, 19-20=0/2589, 18-19--0/2715, 17.18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26=-903/0, 2-25=-206/255, 5-23=-1099/0, 5-24--Ol734, 4.24=-444/0, 14.16— 1635/0, 14-17=0/721, 13-17_ 664/0, 13-18=0/629, 7.23=-1830/0, 7-21=0/911, 9-21=-863/0, 9-20=0/522, 10-20=-50810, 10.19=-66/485, 11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 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 slrongbacks, on edge, spaced at 10-0-0 oc and laslened to each truss with 3-10d (0.131' X X) 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.' Q WARNING - Verify dealgn panmofsn and READ NOTES ON THIS AND INCLUDED NrTEK REFERANCE PAGE N9.7473 rev. r&CMIS BEFORE USE Desk{yt vu ki F;x me oidy with Mllek9voiuwclwa. Mrs doziLn. b lxnad doily urtwt lxjitnnulun shuwn. wxl is for at k WivkAml lxAdbvj cumiwiwnl. mw1 a frtm system. Below tao, the IxAdng designer must verily the ar)pl1calAlty of design Ixxamelon cold Ixorxnly blcorixxoto M design frito the overall IxAding design. Bracing Indicated Is to budding of Irdllvklual truss web aril/on chord members only. Additional lemmary and pefmanent bracing M iTek' povent Is always swAked for sk3fAlry and to Prevent colltpse with possi tie personal fr*+y and popery danage For general gtklttnce teWding the 6004 Parke East Blvdfabricationstorage, delivery, erection and Nocing of Inisses and inrss systems. seeANSI/1PI I Quality Criteria, DSO-89 and I1051 Building Component Tampa, FL 33610SatelyInformationavollaMefrombt= Rote Institute, 218 N. Leo Street. SUle 312. Alexandit VA 22314. Job truss Truss Type ty P' ly1 T10548058 780289 IF07 FLOOR TRUSS 12U 1733601009JobReference (optional) aunasm restxurce. rarryo. rwm wy. •rrarwa a.>,00 0.1-8 H. 2-6-0 2-0.0 1.5.8i 1 t 26 3x3 = ID:Z17yacH3rgl;;;DDEG6Buz0U16,-v'G*rHkEr04oJu_EiasVGItP4Rzc6NbtaUsf?DOTztJUr 2-" i 2-6-0 i 2-" i 1 2-6-0 2-6-0 —aA.= Seal 1:50.8 3x4 = 3x3 = 3x3 = 30 = 3x6 FP= 30 = 2 3 4 5 6 7 89 10 11 3x3 = 30 = 12 13 14 3115 30 29 25 24 23 2221 20 19 1B 17 16 3x3 = 3x3 = 3x3 = 3x6 FP= 3x4 = 3x4 = 3x3 = 3x3 = 30 = 3x6 = 13.3.4 29.10-8 r m.o.e Plate Offsets MY)-- 119:0.1-8.Edgel LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.86 Ven(TL) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 16 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6.0.0 oc bracing: 22-23,20.22. REACTIONS. (lb/size) 16=826/0-7.4, 22=1796/0-4.0, 26=623/0.7.4 Max Grav 16=856(LC 7), 22=1796(LC 1). 26=680(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5.6=-1006/28, 6-7=0/1040, 7.8=0/1040, 8-9=-1297/0, 9.10=-1297/0, 10.11=-2105(0, 11-12=-2105/0, 12.13=-2105/0, 13-14=-1606/0 BOT CHORD 25.26=0/928, 24.25=0/1359, 23-24=0/1262, 22-23=-154/728, 21-22=-87/876, 20-21=-87/876, 19-20=0/1727, 18-19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7-22=-262/0, 2.26=-108310, 2.25=0/504, 6.22=-134310, 6-23=0/555, 5-23=-539/0, 5-24=0/424, 14-16=-1433/0, 14-17=01601, 13.17=-515/0, 13-18=-39/276, 8.22=-1606/0, 8-20=0l717, 10-20=-743/0, 10-19=0/755, 11-19= 409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity 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 3-1Od (0.131' X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI I as referenced by the building code' Q WARNING- Ve ly doslyn pemmetere end READ NOTES ON THIS AND INCLUDED MMK REFERANCE PAGE N67473 mv. 1GW3W15 BEFORE USE DwJwivulk1too teeordywiihMnak®corawcior>.11tdeaWits Lxzododyupoii wnelersalwwnt.txWt (cm (mtbxfivWdtxtidbvicompuiwnl.rwl a ht8 mlem. Wore ttso. the bulking designer must verity Iho of)"IcatAlty of design Ixaometors and prolorly Incorporate ih6 design Into the over." tAAcOV design. Bracing indicated Is to txlclding of IncMdud puss web and/or chord members only. Addllorxl temporary arW rormanent tAmbV M iTek' rxeventIt always recltlred for staMilly and to prevent collapse with poa8fe pxnsonal btfuty art. property dcanage. For general guicks co regrndbtg the taulcalbn. storage. dollvory. erecllon and bracing of busses arW tnas systems. secANSI/IPI I Quality Criteria, DS9-89 and SCSI Bullding Component 6904 Porke East Blvd. Solely Information ava9ablo from Truss Plate Institute. 218 N. too Street. Stlte 312. Alexancift VA 22314. Torrga. FL 3300 Job ruse Truss Type y ply T10546059 T80289 FOB Floor Truss 110 11 1733601010JobReference (optional) ounw,• rasrwu w. wnyu. roar may. remuu ua-+oo 0.1-8 H 2-6-0-i 22-33-11 1 t 24 3x3 = 3x3 = 2 3 4 ID:Zl7yaclt3rgi5yObDEG68uzOUf6-w3FHkEr04oJu_EiasVGIIP4R7c6Ub1 FUst?DOTzfJUr 1-3-0 f 1-3-0 1-5-5 1JI-3-0 O-Lire scal ,:SO.e 40 = 3x4 = 3x6 FP= 3x4 = 5 6 7 8 9 3x3 = 3x4 = 10 11 12 13 2914 28 q q 27 23 22 21 20 19 18 17 16 15 3x3 = 30 = 3x6 FP= 04 = 30 = 3x3 = 3x3 = 30 = 3x6 = n_e nw.s Plate Offsets KY)— 118:0.1.8,Edge1.122:0.1-8,Edgel LOADING(psf) SPACING- 2.0.0 CS1. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven( L) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(fL) 0.06 15 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (Ib/size) 15=853/0-7.4, 21=1791/0-5-11, 24=602/0-7-4 Max Gravl5=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4-5=-1231/0, 5-6=0/1D48, 6.7=0/1048, 7-8=-1491/0, 8.9=-1491/0, 9.10=-2351/0, 10.11=-2351/0, 11.12=-2351/0, 12.13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22=-245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6.21=-281/0, 2.24=-1022/0, 2.23=-38/414, 5-21=-1233/0, 5.22=0/836, 4-22=-351/0, 13-15=-1501/0, 7-21=-1681/0, 7-19=0/797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12.17_ 30/428, 9.18=0/718, 10.18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3)'Semf-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 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily deslyn peremeten end READ NOTES ON THIS AND INCLUDED NI EK REFERANCE PAGE N67473 rov. IONW IS BEFORE USE Dusltxr vcdal for trw urdy vAlh Milek®comwelars. lld;degi iii 61xx,ed uidy ulxxr Ixranelers stwwrr. craf Is for ar 6xfivkkxd Ixrttdhu cumt ommil, ix" a hras system. Wore use, rho IxAdng designer must verify the ayx111colAlly of design Parameters and Ixoperly Incorporate Ihb design Into the overall IxAdng design. Bracing IxJlcated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and pwrrKmnl bracing M iTe k' Is always reclutred for slatAlly and to prevent collapse wllh possBNe personal Info y card property damage. For genoral guidance regarding 9w kAxicallon S101age, delNery, ereCllon and bracing of Irtmes and Inns systems. seoANSI/IPI l Quality Criteria, DSB-89 and BC51 Budding Component 6904 Parke East Blvd Safety information avdlablo horn Truss Plate Institute. 218 N. Leo Streol. Sutle 312, Alexandria. VA 22314. Tompo, FL 33610 Job russ ruse ype ry ply TIOS46060 T80289 1,.09 FloorT,uss 1 1 733601011 Job Reference (optional) o ws,s rws,uw,,.e. —,V.. .w.n —y, 0.1.8 H 2.6-0 2.6-0 1-6-111 1.3-0 2.6 0 " 1 t 26 3x3 = 3x3 = 3x3 = 3x4 = 4x6 = 34 FP= 2 3 4 5 6 7 B 9 ID:Zl7yacll3rgf5y0bDEG6Buz0Ul6-PGPtxZrerSRIcNHr1ODrlX0cdc' 0O$Ko idS lm'ZvzfJUq 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 R 29 25 24 23 22 21 20 19 to 17 16 3x3 = 30 = 36 = 36 FP= 3x3 = 3x3 = 30 = 30 = 3x4 = 40 = Plate Offsets (KY)-- 124:0.1-8.Edgel LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horc(TL) 0.07 16 n/a n1a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. (Ib/size) 16=94810.7.4, 23=1864/0.5.11, 26=434/0.7.4 Max Grav 16=961 (LC 7). 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5=-859/305, 5.6=0/1198, 6.7=0/1198, 7.8=-1307/0, 8.9=-1307/0, 9.10=-2187/0, 10.11=-2698/0, 11.12_ 2691)/O, 12.13=-2698/0, 13-14=-1851/0 BOT CHORD 25-26=-57l710, 24-25=-305/859, 23-24=-612/563, 22.23=01728, 21.22=0/728, 20.21-0/1854, 19.20=0/2509, 18.19=0/2698, 17.18=0/2267, 16-17=0/1398 WEBS 6.23_ 299/0, 2.26=-828/66, 2.25_ 290/174, 5-23=-1162/0, 5-24=0/765, 4-24=45WO, 14-16=-1632/0, 7-23=-1897/0, 14-17=0l720, 13-17=-660/0, 13.18=0/621, 7.21=0/956, 9-21_ 908/0, 9.20=0/562, 10.20=-552/O, 10.19=0/561, 11.19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verity doslgn pa mmatem and READ NOTES ON THIS AND INCLUDED MITEK REFER.4NCE PAGE M&7473 rev. 10=015 BEFORE USE Design valkl far me orgy v41h Mnek®comwclow. ft dWgn 6 Wwd orgy upon puurwlafs slwvm. uid k far ui kxllvkluul IwGdtny comlwf wnl. f w1 wtoOusssyslofn. llefae use, Iho IxAcM g deslpnei muss veftiy Iho cgXAlcalAlly of desllyn Ixaconelers and poperty Incofiwrato Ink design Into lho overdl b4Ac& g design ®acing Indk:aled Is to pevent budding of kWNltlucil Inm web and/or chord members orgy. Addlfkmal temporary axl pemnanonl bracing MOW Is dwa7s owed for stability and to pevent cotlarm wllh possible peisorgl"and popery drunage. For gerwfd ULkkme reWding Me fabrication. slofogo. delivery, oroctknn and bracing of Inmes and Inrs systems waANSI/iPI I Quality Criledo, DSB-89 and BCSI Building Component 6904 Parke EaM Blvd Safety Information avdlable corn Russ Plate Insfilule. 218 N. Lee Sheol. Srdte 312, Alexandria. VA 22314. Tompo. FL 33610 Job Truss russ ype y Ply 710546061Fileb,81.1le'rence T80289 Flo Ft4on7wee 1 t 2 optional) Durraen rusrxmce. rarry0. rwnr V.Y. rwrw0 J. 00 0.1-8 HI 2.6-0 1.3-0, 24 11 i 2-6-0 1 2-" 1 t 27 3x3 = I D:Zl7yac83rgfSyObDEG6Buz0U16-iSy 19vsGcPZcDXsz_w1 mzggm DOpw3vpnKz UJSMzIJUp 2-6-0 11--8-5 i 2," e = - 8 1:50.7 3x4 = 3x3 = 3x3 = 4x6 = 3x4 = 3x6 FP= 3x3 = 3x3 = axe = 2 3 4 5 6 7 a 9 10 11 12 13 14 3215 26 25 24 23 22 21 20 19 18 17 16 3x3 = 4x6 = 40 =3x6 FP= 30 = 3x3 = 30 = 4x4 = 3x6 = 30 = 8.10.7 29.10.8 I Plate Offsets (X,Y)-- 20:0-1-8,Edgel LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Ven(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(fL) 0.09 16 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155lb FT = 20%F, 11116E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 2x4 SP No.1(llat) end verticals. BOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except• 16.22- 20 SP No. 1(flat) 6-0-0 oc bracing: 26-27,25-26,24.25. WEBS 20 SP No.3(flat) REACTIONS. (Ib/size) 16=1079/0.7-4, 24=1847/0-5-11, 27=319/0-7-4 Max UpIIIt27=-38(LC 4) Max Gravl6=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-543/369, 3.4=-543/369, 4-5=0/1059, 5-6=0/1059: 6-7=-1715/0, 7-8=-2751/0, 8.9=-2751/0, 9-10= 3500/0, 10-11=-3500M, 11-12=-3500M, 12.13— 3019/0, 13-14=-2171/0 BOT CHORD 26.27=-138/533, 25.26=-369/543, 24.25=-369/543, 23-24=0/1072, 22-23=0/2328, 21-22=0/2328, 20-21=0/3145, 19-20=0/3500, 18-19=0/3331, 17-18=0/2697, 16.17=0/1614 WEBS 2-27— 623/161, 4-24=-1160/0, 2-26=-356/15, 14.16=-1883/0, 6.24=-2114/0, 6-23=0/1060, 7-23=-1015/0, 7-21=0/702, 9.21=-660/0, 14-17=0/886, 13-17=-835/0, 13-18=0/511, 12-18=-496/0, 12.19=-132/554, 11.19_ 280/17, 9-20=0/688 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 38 lb uplift at Joint 27. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' IA WARNING - Vedly dedyn peremrtea end READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE 11167473 rev. 10083W15 BEFORE USE. DtWipi vdki fur the only vvflh 1Mlek9uwvwclor4. Th6 design b Lx wd orgy upon ixruha.ers siwvvn. uhd b fix at Lufividuul LxtOeffitU compurwnl, rwl a bras system. Below use, the bulking designer must verify the cq gAieatAlN of design Ifaromelms anti properly fhcoglorale title design into Iho over,. Wdrtg design. Bracing IndIcated Is to pevent bucUbV of Individual Inns web and/or chord members only. Additional lempaary and rxmnanent Mating WOW It always regaled for slulAlly and to prevent colloixe w nh postAo personal "and property akunage. For general guidance regarding the fatWollon, storage, delivery, wocllon and Mating of Trusses and trtrss systems, socANSI/1PI I Cuar.ly Crltedo, DSII.89 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from bits Plate Insl.tute, 218 N. Lee Sheet. Su.to 312. Alexaxirlm VA 22314. TorMo. FL 33610 Job Truss Truss Type oty Ply T10546062FJ,,fererce T80289 Ftt Floor Truss t 1 13 optional) omiuen ns.uvwce.. anyu, r.em wy, rvnuu u,a oo a1.a Hi 2.6-0 1 t 26 3x3 = 3x3 = 3x3 = 2 3 4 ry.. .. cv ,.. .vn .w.....ao,va. .,ti ..w—v. ,,.+,.-, cv.. I iff . ID:Zl7yacff3rgf5yObDEG6BuIz0Uf6-LeW PMFtuINjhTrhO9Xdp?V 1 iTvpBloR WwYdEtdortJUo 2 S2 tF---0 I 1-- au-B Scat 1:50.a 3x3 = 3x3 = 3x6 FP= 30 = 30 = 5 6 7 8 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 1B 17 16 3x6 = 3x3 = 3x6 FP= 3x6 = 3x4 = 3x3 = 3x3 = 3x3 = 6.10.7 17.4-12 29.10.8 30 9 29 Plate Offsets (),Y)-- 118:0-1-8,Edael LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16.17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 Na n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight- 152 lb FT = 20%F, 11"'oE LUMBER- BRACING - TOP CHORD 20 SP NO.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc pudins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid calling directly applied or 6.0-0 oc bracing. REACTIONS. All bearings 0.7.4 except (jl=length) 23=0-5-11, 19=0-5-11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15). 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5.6=-871/0, 6.7_ 871/0, 7.8=-871/0, 8-9=0/521, 9.10=0/521, 10.11=0/521, 11.12= 1249/0, 12-13=-1249/0, 13-14=-1249/0 BOT CHORD 25-26 12/364, 24.25=-12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20-21=-26/674, 19-20=-26/674, 18-19=0/764, 17.18=0/1249, 16-17=0/879 WEBS 4-23=-281/0, 10-19=-282M, 2.26=-422/14, 3.23=-623(0, 5-23=-827/0, 8-19=-870/0, 8.21=0/405, 5.22--0/348, 7.21_ 258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14-16— 1026/0,14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) "Semi -rigid pltchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verily dadyn pamm tom and READ N07ES ON THIS AND INCLUDED NffEK REFERANCE PAGE M67473 rev. 111100321115 BEFORE USE Dwai<yt vulld for ma ui dy wllh MilekD currrwcluis. rt; dmiUn t Ixx ed w ily uixxt rxaw nwlwra attuvnt, rout A too ui bOvkAurt buidh ii i cwnporwnl. r wl a Suss sWforn. Bolae Lao, the lxddng designer must vedty the a14 IlcolAlly of de*p Ixaamelers and Ixor.,Wy hcogwrate 9Ht design Into tho overall txldhg design. Bache indicated 1; to rxevent buclding of Irtdlvlaual fruss web and/a chord membws only. Addllonal temporary and permanent txocbtg MiTek' Is always rw g*od fol slablllly and to rxevenl collop w with possible persatal Init" and rxopeny damage. For general guklance rf.Vardrtg lho labilcatbn, slaage, dellvery. erecilon anus bracing of Inasesand in=systems socANSI/1PI1 Quality Cdlfirlo, DSB-89 and BCSI Building Component 6904 Porke East Blvd SafNy Information avallatAe from truss Plate Institute. 218 N. Lee Sheol. Sudto 312, Alexondit VA 22314. Tango, FL 33610 Job uss Truss Type ry Ply T10546063 TB0299 1":2 Flow Truss t 1I 1733601014JobReference (optional) Builders FwratSooroe. Tamps. Plant Cry, Florida 33566 t-9.12 1 1.Sx3 II 6 2 3x3 = 7.640 a Apr 19 2016 14-fek Industries. Inc. Wed Mar 01 11:41:47 2017 Page 1 ID:Zl7yacff3rgf5yObDEG68uzOU16-LeWPMFtuNlhTrh09Xdp?V1iy voTgwYdEtdozlJUo 3 1.Sx3 II Scale a 1:10.0 3x3 = 3x3 = LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Verl(LL) 0.00 5 """ 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert( L) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(fL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(llat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanlcal, 4=665/0.4.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 3.4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/0, 2-4=-684/0 PLATES GRIP MT20 244/190 Weight: 21 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 3-10.8 oc puffins, except end verlicafs. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 11.4.0 from 0.9.0 to 3.10.8 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Oct (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5_ 10, 1.6=-100, 3.6=-353 A WARNING- Vortty design poranatere and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE M07473 rov. 1093MIS BEFORE USE. Dell(Invu1WfuruseowdYwllhMwlek®wnwwectowsm>vdesignaIx odowdyuMit"utueletxslwovm.a"islowawlitdpviduulIxtSdknllcauixxnenl,wwl o hr8 system. Before rao. the IxOdng deslgnew must verify the appksdtUlly of design paameters and properly Incogwtale this deslpn Into the overall brOdng doslgn. Broaing Indc sled Is to prevent bucNtrng of IrK#vk d truss web and/a chard members only. AdclHonal temporary and permanent Ixocing WOWIsalwaysreagitedtotsll-Alty and to pievenl collapse with posse personal it*" avJ popery danOW. For general ywMknce re[ladrV the laUl:albn, slorage. dolivery. eroclbnand braclrKp of I11153esOnd truss systems, seeANSI/IPII Quality Criteria, DS"? and SCSI Building Component 6904 Parke East Blvd Safely Information avak"O from hiss Plate Institute. 218 N. Lee Stroot. Srlte 312. Alexandria VA 22314. Terms, FL 33610 job ruse Truss Type y 710546064 T80289 Ft3 Floor Truss t t 1,336010" Job Reference(optional) Builders FvrstSource, Tampa. Plant Coy. Florida 33566 1.10.8 1 1.Sx3 II 2 3x3 = 7.6e0 s Apr 19 2016 M1ek Industries. Inc Wed Mar 01 11:41:48 2017 Poye 1 ID-Zl7yacff3rgf5yObDEG6BuzOU16-pr4oabuW 60pKTI?MSLKE2FF70DdsXvB3nHz09EzIJUn 3 1.Sx3 II Scale - 1:10.0 3x3 = 3x3 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Veri(LL) 0.00 5 "" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Verl(R) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 HOrz(TL) 0.00 4 n/a n1a BCDL 5.0 Code F802014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 4=648/Mechanical, 5=863/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4.5=0/753 WEBS 2-4=-904/0, 2.5=-904/0 PLATES GRIP MT20 244//90 Weight: 22 lb FT = 200,19F, 11%E Structural wood sheathing directly applied or 4-0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie -In span(s): 14.10-0 from 0.0-0 to 3-2-0 3) 'Semi -rigid pltchbreaks 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 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced)- Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-449, 3-6=-100 Q WARNING- veriy dosfpn puametsn and READ N07Es ON rHJS ANO INCLUDED MrrEK REFERANCE PAGE 0107477 rov. MUMS BEFORE USE Deslfyn vulkd for the unty wttit Mllek®coruwckms. 8nk. dwllyi c Ixnetl orJY upon Ixravrwlea shown, avid 4Iw an bxfivklutl lxAdbvg canlwnenl, rwl a truss system. Before use. the IxAdhp designer must vedy the appllcalAlty, of design parameters and p oopevtY incogxxate this design Into the overall IxAdhg design. ®dtcllg In dIcaled Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent txoctng WOW Is always requlrod lot slutAlly and to prevent collufmo wllh poss&Ae personal Injury and rxopenty damage. nor general guidance vogarddng the lalxlcatbn stovdtgo. delivery. etecllon and bracing of Inr-ws and truss systems weANSIMI I Oualiy, Cilterb, DSB-89 and SCSI Buitdtng Component 6904 Pork* East Blvd. Safety Information ava6ado from Iru ss Plate Inslltule, 218 N. lee Sleet, Suite 312. Alexan dda. VA 22314. Tompo, FL 33610 Job I russ Truss Type ty ply T10546065 T80289 FU Floor Truss 110 t1 17336DIO16JobReference (optional) ourroem nrcrwurca. rarryo. rwm n.ny. rwnw avoo 0.1.8 Fi f 2.6-0 1-3-0 y,.,.—,o,..,.......w,,..,.-1....,.,,.,..,.—.o.., yo. I D.ZI7yacf13rgl5yObDEG6Buz0Uf6-pr4oabuW 80pKTr?M5L K E2 F FDIDXjXs93nHzO9 Ez IJUn e = 1:26.2 1.Sx3 II 1.Sx3 = 1.5x3 = 30 = 3x3 = 1.Sx3 11 1.Sx3 11 3x3 = 3x3 = 4x6 II 1 2 3 4 5 6 7 8 9 30 = 3x3 = 3x3 = 3x3 = 3x3 = 4x4 = 1.Sx3 II te i 12 14r1012 1w L17 w Plate Offsets (XY)-- 19:0-3-O,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Ven(TL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(fL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 81 lb FT = 20%9F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No.2(tlat) end verticals. WEBS 2x4 SP No.3(ilat) BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 9=787/0.3.8, 16=787/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5.6=-1812/0, 6.7=-1409/0, 7-8=-589/0, 8.9=-596/0 BOT CHORD 15.16=0/1112, 14.15=0/1687, 13-14=0/1812, 12-13=0/1688, 11.12=0/1110 WEBS 2.16— 1298/0, 9-11=0/888, 7-11=-827/0, 7.12=0/476, 6.12=-442/0, 2-15=0/482, 3.15=-431/0, 3.14=-41/383, 6-13= 43/386 NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- V01W daden Pmamrrtara and READ NOTES ON THIS AND INCLUDED ACTEK REFERANCE PAGE ar67479 ray. I&OW IS BEFORE USE Duglpi valid for use only wrlh Mllek®co mulws. This design D Ixned oily trlxrn lxxcxvxtlers slwwn. and h for an bx0vkfuttl Wittkyj compomil. rx>I a Truss system Before use. The building designer must verity The apdicalAlN of design paranelets and popoily Incotpowle Ihk design Into IW over, IxMding design. Bracing IMlcatod Is to prevent brcMing o1Individual truss web and/or chord members only. Additional ternpotary and permanent biacing WOW Is always imliulred lot sIdAlly and to prevent collapse with possmkt personal hjay aril property damage. For general guidance tegadIrK? The fabilcatlorL storage, delivery, eiecllon and btoclnD of lrussesand buss systems. seeANSI/iPIl Quality Cdterlo, DSS-89 and SCSI Building Component 6904 Parka East Blvd. Satety IMormalion available born Truss Plate Institute. 218 N. Lee Street, Suite 312, AfexorKhkL VA 22314. Tempo. FL 33610 Job I FUSS Truss Type oty T10546066 T80289 F15 Floor Truss 1Ply t 01017 Job Referenceelereroe(optional) ounwn r„s.wmw. w,ryu, ram —Y. r,v,wo ..wvv 0.1.8 Fi 2-" 1-" ID•Zl7yaclf3rgf5y0bDEG6Buz0Ul6-H1eAr;; 8iRx84?aYf2sTaSnH9dokGE3DOxj igzlJUm 2-6-0 1 9 4 2.6-0 XSc l' - e- t:32.5 t.Sx3 II 1.5x3 = 4x6 = 1.Sx3 II 1.5x3 = 4x6 = 3x6 FP= 1.Sx3 II 1.5x3 II 3x3 = 04 = 5x6 = 1.Sx3 = 1 2 3 4 5 6 7 e 9 10 IIM, PA II w OR r 17 16 15 14 13 12 3x6 = 4x4 = 40 = 3x3 = US MT20HS FP = 5x6 = 4x6 = 3x3 = 18.9-4 114.0.4 1 ap Plate Offsets (),Y)-- 111:Edge 0-1-8) 116:0-1-8 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ver1(LL) 0.35 14.15 626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vart(TL) 0.54 14-15 412 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 100 lb FT = 20%F, 1145E LUMBER- BRACING - TOP CHORD 20 SP SS(flat) *Except' TOP CHORD 1-3: 2x4 SP No.2(Ilat) BOT CHORD 20 SP SS(flat) *Except* BOT CHORD 11-13: 2x4 SP No.l(llat) WEBS 2x4 SP No.3(Ilat) REACTIONS. (lb/size) 18=1151/0-7.4.11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3_ 2301/0, 3.4— 2301/0, 4-5=-3769/0, 5.6=.3769/0, 6-7=-3769/0, 7.8=-3621/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16.17=0/2884, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11-12=0/1313 WEBS 2.18=-1994/0,2-17=0/940,4-17=-926(0,4.16=0/1202,5-16=-397/0, 9.11=-1971/0, 9.12=0/1606, 8-12=-1594/0,8.14--0/463,7-14— 366/0,7-15=-446/477 Structural wood sheathing directly applied or 5-10-1 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9.0 on lop chord. The design/selection of such connection device(s) is the responsibility of others 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) Q WARNING - Vedly design perorrtetero end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE AW473 rov. I69MIS BEFORE USE DwJWw vulkl foi me oily wllh Milek®e:onrvwctors Ottdesi0n b lxxed orly upxtn pxntaneleesalwwrt, ox1 h for of bxllvidud Ixtld6 cwnporwnl. serf o truss system. Belere use. the Irliciing designer must veilry, the ai)I icdNlty of design parameters and gopedy Incoriwrate this design Into the overall Irddrfg design. Bracing Irxllcatetd Is to bmId1r of Ind1vklu[9 truss web and/or chord members oNy. Ad lflonal temporary end permanent txoclrtg WOWIxovenia Is dwoys iecoed for skkAlly and to prevent collapse wllh possmle personal trrJrry arKS property donee. For generd drldotce iwjcz( tg the kNricallm sloinge, delivery, erection arxi bracing of IRrsses arxi fnrss systems seeANSI/rPI I Quality Criterb. DSS-69 and SCSI Building Component 6904 Perks East Blvd. Safety inhxmotlon ovolIoMe Dom Truss Rate Instruie. 218 N. Lee Sheet. Suite 312. Aloxarxhkf, VA 22314. Tampa, FL 33610 job- I russ Truss Type y ply T10546067 780289 f16 Floor Trusa 110 11 17=01018 Job Reference(optional) ou"96M —510 urca. - ompo, ram wy, i-M-0 o 00 2 1 r—a nP' 1I N10 mil OR IppV611100. mG. --V1 i •x—r .aye. ID:ZI7yacf13rg15y0bDEG6Buz0Ut6-HIeArtxv8vKxB4?aY12sTaSr"WdwUGM9DOxj -tgzfJUm 0.1.8 F I 1 2-6-0 1 3-0 2.5.6 1-3-0 Scale = 1:18.2 1.50 II 1.5x3 = 1 Sx3 = 3x3 = 1.Sx3 11 1.Sx3 11 3x3 = 1.5x3 11 1 2 3 4 5 6 3x3 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) 1/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9.10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Ven(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a nta BCDL 5.0 Code FBC2014rrPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD BOT CHORD 20 SP No.2(Ilat) WEBS 20 SP N0.3(flat) BOT CHORD REACTIONS. (lb/size) 10=568/0.7.4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-922/0. 3-4=-922/0, 4.5=-92210 BOT CHORD 9.10=0l736, 8.9=0/922, 7.e=0/736 WEBS 2-10=-859/0, 5-7_ 859/0, 5-8=0/410, 4.e= 252/O, 2-9=0/410, 3-9=-252/0 PLATES GRIP MT20 2"/190 Weight: 55 lb FT = 200,19F, 110,19E Structural wood sheathing directly applied or 6-0-0 oc punins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -frigid piichbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 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.' A WARNING - Vorffy dodQn parametom and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII.7479 roe 1003MIS BEFORE USE Design valkl for the orgy vAlh Milsk®corumclurs. IW dwJUrn b Ixxad orgy upon purexnelea slwwn, uind is for cm Wivkfuul Lxildh V compuivml, rwl a trusssyslem. Before use. the building designer must verily the a1n1111calAlly of doutgn Ixom»oteps and properly hcorlwrale this design Into the ovorall btAdng design. Waeing IrWlcated b to pevenl bucMing of Individual Iran web and/or chord memo ois only. Addlloral lemporary, and permanent tuaeing Welk' E ahvc" reWred lop statAlly and to proveni Collapse wIh possible personal injury coal properly ekancoe. For general guklance regcadbng the Iabrk:alkxL storage. delivery, election anti broctrio of Inn sm anti muss systems seeANSUI II Quality Criteria, DSB-69 and SCSI eullding Component 6904 Park* East Blvd. Safely Information avaltable from bum Plote bnsllMe. 218 N. Lee Street, Stlte 312. Alexandrb. VA 22314. Tempo, FL 33610 Job ruse Iruss Type oty ply 710646068 TS0289 HROI Diagonal Hip130den 1 1I 1733601019JobReference(Optional) BUIIdOn Fe at56Ures. Tampa. Plant city. Flonde 33566 7.640 a Apt 19 2016 Mel OK 1nduSUtaa. Int. WOO Mar 01 11 V 1 60 2017 Page 1 ID:Z17yacH3rgt5yObDEG6BtaOU16-IDCY_Hvmge42r99kDmN17gK W E 1 A0?gIMEbSXE7zfJUl i 1.5-0 i 7.1-5 1.5.0 7.1.5 20 11 3x6 = 34 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Verl(LL) 0.15 5-8 771 240 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.48 5.8 243 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(TQ 0.01 5 We Na BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/slze) 2=421/0-10-15, 5=592/Mechanical Max Horz 2=143(LC 4) Max Uplilt2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1075/29, 2-3=-653/225 BOT CHORD 2-5=-311/612 WEBS 3-5=-662/387 Scale = 1:21.0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 5.3-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind. ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25I1; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot a 10.0 psl 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 lit 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 o1 withstanding 143 lb uplift at joint 2 and 212 lb upllll at joint 5. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end lixily model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2— 60 Trapezoidal Loads (pit) Vert: 2=40(F=30, B=30)-to-9=35(F=27, B=27), 9=-5(F=27, B=27)-to-4=-147(F=-43, B=-43), 6=0(F=10, B=10)-10-5-49(F=-14, B=-14) Q WARNWG • Verily deWgn Paremeten and READ NOTES ON THIS AND XCLUDED AWEK REFERANCE PAGE I110,7479 rov. IOU302015 BEFORE USE Design valid fur the only will) MilekCl•comwelws. Ills tfeskyl b tamed urJY upon Ixnanwlers 511uvn1, urxd is fur u1 Ir Wivkkwl trr&0ng culnpolwnl. nut a frtss system. Dorm use, the IxAdhg designee must verify the apllllcalAlfy, of design Ixaamoters and IroVelly bncogwrate IIAS dosign Into the overall IxAding design. fiacing Indicated Is to rxovent bucliling of 9WIvkhKi truss web and/or chord members only. AddIlklnal lempotary and permanent Mating WOW Is always ioquirod for sla"lly and to prevent eollatm w9h possble personal Injury and properly danage. For general guidance reganlrtg the IaUncotlon, storogo. delivery• eiectkNn and lxacing of tetraes and Inrss systems, seeANSI/IPI I Quality Criterld, OSB-89 rind BCSI Su" Component 6004 Pedro East Blvd. Safely Information avallable from truss Plate Irtstltute. 218 N. Lee Street, Sulle 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss ruse ype yply T10546069 T802119 HR02 Diagonal Hip Girder 1 1 733601020 Job Reference o bonal uuuaers rusrsouroe. rorrpa, rranr wry. rronaa a,taoo w+• . w, n,,- .• • • • • v I D:Zl7yactf3rgf5yObDEG6BuzOUf6-IDCY_Hvmge42i99kDmNi7gKXK 1 Cl?sFMEbSXE7zfJU1 6.11-6 5-0 F 6-11.6 3x4 II 20 = 20 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.06 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0,15 2-4 513 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=293/Mechanical, 2=264/0-11-5 Max Horz 2=120(LC 4) Max Uplifl4=-112(LC 8), 2=-105(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17 9 PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins, except end veAicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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 112 lb uplift at joint 4 and 105 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) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). 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 + Roof Live (balanced): Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60 Trapezoidal Loads (pit) Verl: 5=0(F=30, B=30)-to-3=-104(F=-22, B=-22), 2= 2(F=9, B=9)-to-4_ 35(F=-7, B=-7) WARNING - Vedfy dedgn pamnalam and READ NOTES ON THIS AND INCLUDED NMFK REFERANCE PAGE MO.7473 rov. 1 020015 BEFORE USE Dwlgn valkl lot use orgy wtlh Milek®coruhec:lom Dhk:design b lxnecl udy utxxh txacsrnelers slxnm. tand 4, fur ui bxrlvkluul bulclhvj cwntxxhenl, rwl a lit= system. Boloie tiro. the txlldlrV deslpnor must verily the otXllk;ablilty of design paamoters athd txopr:riy incai"olle this design Into the overall Ixlldbhg design. Bracing Indicated is to bucktbhg of Individual buss wob and/o1 chord mernbors orgy. Additional temporary and permanent txocbv MiTek' prevent Is always ie"ed la stability and to prevent collatne wllh possible personal Injury and propedy darnage. For general gu kkmo wgcnding the 6904 Parke East Blvd. labrlcallom storage. delivery. erocllon and bracing of trusses and buss systems. soeANSI/TPI1 Quality Criteria, DSB-69 and SCSI Building Component Tampa. FL 33610SafetyInformationavallublefrombussPlatebhstMe. 218 N. Lee Sheel, SJIe 312. Aloxandria. VA 22314. Job I Fuss Truss Type ty T70546070 iB0289 HR03 DIAGONAL HIP GIRDER S t s01021 Job Retererce (optional)___ auxoers rasrsource. r ompa. ream wy. rronaa 44%.bo r.wry • ppe Iv Nr• ry •e, inouirrr••. • c. woo - we e e r ow cv r r ay ID:ZI7yacft3rgf5yObDEG6Bra0Uf6•IDCY_Hvmge42e99kDmNe7gK W L I9E1gLMEbSXE7z1JUl 1.5-0 6.2.11 9-9.5 1.5.01 6.2.11 - 3-6.10 Scala a 1:23.1 20 11 aao — 3x6 = 49.5 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >696 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(TL) -0.51 5-8 >228 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.3-13 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 2=427/0.5.5, 5=600/Mechanical Max Horz2=217(LC 4) Max Up1if12=-1 11 (LC 4), 5=-253(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-540/145 BOT CHORD 2.5_ 293/489 WEBS 3-5=-530/351 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable and zone; cantilever left and right exposed, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 10 bearing plate capable of withstanding 111 lb uplift at joint 2 and 253 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60 Trapezoidal Loads (pit) Vert: 2=0(F=30, B=30)-to-4=-147(F=-43, B=43), 6=0(F=10, B=10)-10-5=-49(F=-14, B=-14) Q WARNING - Vedly dedyn Peramefone and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI14473 rev. I&MM1S BEFORE USE Desi{yi vuird Fur arse oily wllh MgekO comyselo .. Tit. deskPn b bused oily upon parunetea Awmee, un1 b loi un ivdividucil tnr&lueg cornpomini. roil a truss system. Below use. the Irildng deslpnor mull vodly Ito apolcabllly of design pmcemeters and popedy Incogwrote this design Into One overdl building design. Bracing Indicated Is to ptovenl b,cldtng of IndIvldtxf trim web and/or chord members only. Additional lornporary and pormanenl bracing MiTek' is always required lot stability and to prevent colicWw with possible runsond Wuy and propedy damage. For general guidance regudW Ow labdcatlon storage. delivery, erecllon aril bracing of Inrsos and btm systems. seeANSI/1PI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd safety Information ovalic"o bon ktm Plate Intlihrlo, 218 N. toe Street. Suite 312, Alexandeta. VA 22314. Tompo. FL 33610 Job T ruse Truss Type y ply T10546071 780289 HR04 Diagonal Hip Girder I 1I 1733601022JobReference(optional) rurloors rasibaUrce. r arnpo. rlanl Way. I -Mica 33b66 1.64u s Apr IV Zu16 110111 eK rnaustnes. Inc. woo mar ul I u41:p1 zul7 rape I I D: Z17yac113rgfSyObDEG6BuzOUf6-DOmwCdwPRxCvKI kwmTLixgtshSRZwk HdW T FC4mZzIJ U k 6.1.1t 9.8.4 6.1.1 t 3{-9 3x6 = 9.8.4 AA.a 20 11 Scale = 1:23.1 Plate Offsets () .Y)-- 11:0.0-5.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 4-7 724 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Veil(TL) 0.48 4.7 239 180 BCLL 0.0 Rep Stresslncr NO WS 0.18 Horz(TL) 0.01 1 We n/a BCDL 10.0 Code FBC2014rFP12007 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=317/0-4-4, 4=594/Mechanical Max Horz 1=181(LC 4) Max Uplitil=-31(LC 4), 4=-246(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-531/138 BOT CHORD 1.4=-283/485 WEBS 2-4=-526/339 Structural wood sheathing directly applied or 5.8-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsl; h=25fh Cat. II; Exp B; Encl., GCpl=0.18-, MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1 and 246 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular budding 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 Trapezoidal Loads (pit) Veil: 1=3(F=31, B=31)-to-3=-145(F=-43, B=-43), 5=0(F=10, B=10)-to-4=-48(F=-14, B= 14) Q WARNING - yorW dedpn panmeton and READ NOTES ON THIS AND INCLUDED 1WTEK REFERANCE PAGE 1111067473 rev. 1&MW IS BEFORE USE Designvdid too tneaJywphMgek9uoruwuk)is lltcdeskyltlxsnlwJyuWlrlxxcatwlersslwwr>.iaKrtlwalkxlivkAAtllxAcld>Uwmlwrwnl.rwl o buss system. Before use. the IxAdhg designer must verity the appllcalAlty, of design Ixeaneters and Ixopxnty Incogxxato this design Into the oveldl btsw,g design. Bracing Indicated is to rxevent buciding of individual Inns web and/a chord members only. Additional lemmairy and permanent Ixactng MOW Is ulways iegthed la slutAlly ax1 to proven) collapse with posWe penomol h)tay and properly damage. Fa gerwrrD gsi[kme iegadng the labrlcatlon storage, delivery, election and bachp of trimes a1d Iniss systems. seeANSVWI I Quality Crlterb, DSB-89 and SCSI Bupoing Component 6904 Parke East Blvd. Safety Information avtllablo from Truss Rate Institute, 218 N. Lee Street, Stile 312, Aloxandrta. VA 22314, Tompa. FL 33610 Job Truss Truss Type 0ry ply T10546072 T60269 JO1 JACK -OPEN TRUSS 2 1I 1733601023JobReference(optional) guiders Fastsource. 7onpo. Plant Gay, Fonda 33566 7.640 s Apr 19 2016 MTek Induslnes, Inc. Wed Mar 01 11 V1.51 2017 Page 1 ID:Zl7yac113rg15yObDEG6Buz0Uf6-DOmwCdwPRxCvKlkwmTuxgtspBRiykJV W TFC4mZzfJUk 1-0-0 1.10.15 1-0-0 1.10.15 20 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.04 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. (Ib/size) 3=36/Mechanical, 2=156/0.8-0, 4=18/Mechanical Max Horz 2=47(LC 8) Max Uplift3=-28(LC 12), 2=-87(LC 8) Max Grav3=36(LC 1), 2=156(LC 1), 4=37(LC 3) FORCES. (Ib) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.7.7 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Veri(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a We Weight: 8 lb FT = 2040 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ,C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.0pst 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 connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3 and 87 lb uplift at joint 2. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNING - Vort/y de0fin panmotore and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE A07473 rov. 100MVIS BEFORE USE. Duslgn v'kl for the ordy with MllekO uoniwuluu.11W utign b Ixaed ordy urwn Ixxaxnelers slwwn. urxl F for an Ix9vkkxd tAAdkng cornpwuenl. m" O Oust system. Before use, the IxA'ng destprow must verity the opK,llcahlity of desoi Ixdamelers and propeely Inconxrate "design Into the over', tAAdhg desgn. bochg Indicated Is to prevenl bmldtng of IndNkival truss web and/ot chord members only. Adclitlonal lempwrary and permanent bfa:Ing WOWbahvoysioyWedlotstabWlyandtorAevenicollapsevAlhpossiblopoisonalInjrryoWrropenydanage. For general guidance regac9ng the fabrication, sloroge, de leery. etecilon anal bracN of tnuses and inns systems seeANSVIPI I Cully CrIlarlo, DSB49 and ,CSI Wilding Component 6904 Perks East Blvd. Solely Information ova9aMe Ian truss Plato InsIIMo, 218 N. boo Street, Suite 312, Alexandria. VA 22314, Tompe. FL 33610 Job ruse rinse ype ryPt' T70546073 T80289 IjO2 JACK -OPEN TRUSS 2 1 1733601024JobReference (optional) auuoent-ustzeoume. eompo. ram cny. mono su•• .wv • l -v • •• •• ,nv•ow•. roc. •v mv' v vy I D:Zl7yact13rgl5yObDEG6B1a0U16•hcK I Pzx 1 CFKmxSJ7K BPACSP_Lq 1 eTllf ivxel?zfJ Uj 1-0-0 2.10.15 _ 1-0-0 2.10.15 20 = LOADING (pst) SPACING- 2-0.0 CSI. OEFL. in roc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 VBn(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-42(LC 12), 2=-108(LC 8) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:9.4 m o 0 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp S; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use 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 - V*rW ~911 Perum•f•rr and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE M67473 mv. IOMW IS BEFORE USE Dmkji vdid far use uNy wflh Mllek® cui uwurvis. lltF deskpl ks Lxx ed m ly tltxm rxsumelers slwvm, to tcl 4 (a ut hxlividtxsl LxAdhlg cunrlwrlenl. rtal a huss system. Bofoie use. the IxAdIng designee must vottty tho alxl(k ablity of design pcoameters and popolly kncorporate this design Into the overall Wdhtg design. Btocing Indicated Is to rxevent txrclding of Individual Irusswob and/ot chard members only. AdcDlkxwl IemrxxarY arW permanent btocing MiTek' Is always rocreAed lot siceNtly anti to rxevent collapse with possblo rxnsonat hpny and properly damage Fa gonetal gukkme regarding the fatxk:atkxt storago. dollvery. oreetkm and boehtg of Inlsses cent Iniss systems. seeANSI/111I1 Quality Criteria, DSB49 and SCSI Building Component 6904 Porke East Blvd. Safety Information ovdic"o horn lnac Rate Institute. 218 N. Lee Sheet, SUB 3)2, Alexanxlrla. VA 22314. Tompo. FL 33610 Job TrUSS fuss ype yply T10546074 TS0288 J03 JACK -OPEN TRUSS 2 1 1733601025JobReference(optional) euxaers FpBlSource. I arrpe, rlant wry. Fglrtlo 3Jbee r "V a nP1 IV ZV 10 Mrr eR re0VilrMe. VK. -00 MPI V r --I oZ ZV r' e9e ID:Zl7yaclf3rg15yObDEG68uzOUf6-hcKlPzx 1CFKmxSJ7KBPAC5Pxlq?rTllfivxel?zfJUf 1-0-0 4.10.15 1-0-0 4.10.15 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.02 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.25 V@rt(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 20 SP N0.2 REACTIONS. (Ib/size) 3=124/Mechanicai, 2=272/0-8-0, 4=45/Mechanlcal Max Horz 2=91(LC 8) Max Upllft3=-88(LC 12). 2=-11B(LC 8) Max Grav3=124(LC 1), 2=272(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25fl; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 miss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with lixed 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 - Verily dedpn parameters and READ NOTES ON THIS ANDWCLUDEO WTEK REFERANCE PAGE No-7a3 rev. M031016 BEFORE USE Dusllyi vtlkl lur tse orgy vAlh Milek®comwclum 016deslgrr cx t k "WitlucA Ixr tbyj cumNurwnl. IV -,, a bus system. Before Use. the Ixoding deslpnel must verily the applkab0ly, of cknWn paaneters arxr properly hcorlwrale this design Into The over,. building design. Waeklg indicated 1s to prevent buckling of Trrdlvldtxl Inss web and/or chord members only. Addlbnd tempotay oW permanent bracing WOW 6 ahways iwalred for stability, o W to prevent collapse with possible personal k>My aril poperty damage. For general gulclonce tegac>frrtl tbw fcYldcatbn slotago, cteTNery, erecllon old bracing of tnmesald Inns systems mANSVTPII Quality Criteria.OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information ovcltable from Truss Plate hslltute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Torrpo. FL 33610 Job Truss Truss Type ry Ply T1054607S T80289 J04 JACK -OPEN TRUSS 4 t1 1133601026JobReference(optional) nurroers he1115ource. Iarwpa. viom wry. Fiona 33bee r.01u 6 API le [aie mi i OK inausOres, inc. woo mow vi 11 4i:7Z Zvi r ro9e 1 ID:Zl7yacif3rgl5yObDEG6BuzOU16-hcKlPzx 1 CFKmxSJ7KBPAC5PrmgxOTIIIIvxel?zfJUj t•0-0 740 Scale: 3/4'=1' 3x4 = 7.0.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(R) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=177/Mechanical, 2=352/0.8.0, 4=79/Mechanical Max Horz 2=121(LC 8) Max Upli113=- 1 12(LC 12). 2=-135(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Ill 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 112 lb uplift at joint 3 and 135 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.' A WARNWG . Verily dedgn pammetors and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE Mft7473 rov. lM30201S BEFORE USE Desip t valkl for mo or dy whin Milek®cunr wcluis. tltb design b txx.ed or dy utxxi pwtx neleis slwwri. In icl t, foi cli liKtivkftwl bulldkig cumtxxwnl, riol o truss system. Before use. tho Wldliig doslgnei must verity the ar4Al balb011y of design puonoters and properly hcogbolale this doslgn Into the over,. MBding design. Biochg Indicated Is to prevenl budding of Individual truss web and/or chord members orgy. Addlllorx9 temporary and permanent Macing MiTek' Is always requlred for stalb..y and to prevent collapse wllh possible poisonal hfury and property dainage. For general guidance regarding the taMkallm storage, delivery, erection and bracing ol.tissesand truss systems seeANSI/Vil Quality Criteria, DSB-89 and 8C518uilding Component 6904 Pmke East Blvd. Solely Information avallobte from Truss Plute Institute. 218 N. too Sfreel. Salto 312. Alexandria. VA 22314. Tampa. FL 33610 Job T ruse Truss Type y Ply 710546076 T80289 JOS JACK -OPEN TRUSS 1,2, 11 1,3360", Job Reference o bonal oullaers h1rW5aurce. rarrpa. Vlam filly. FlaOaa 33b65 1.61e a APr 19 ZVIb mrex 1ndu11rles. Inc. Wed Mar e1 11:41:5,3 2017 Page 1 ID:Zl7yacf13rgfSyObDEG6BuzOU16-AouhdJytyZSdZcu)uuwPlly9MEN WCC_pxYhBrSzIJUi 1.0.0 0.10.15 1-0.0 0.10.15 Scale= 1:6.9 20 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.09 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. REACTIONS. Qb/size) 3=-6/Mechanlcai, 2=137/0.6.15 Max Horz 3=39(LC 12) Max Uplill3=-6(LC 1), 2=-82(LC 12) Max Grav3=35(LC 16), 2=137(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsl; h=2511, Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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 glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uphill at joint 3 and 82 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.' IVARNWG - Verily dedpn porarriefere and READ NOTES ON THIS ANO INCLUDED MrTEK REFERANCE PAGE M67473 rev. 1WOM15 BEFORE USE DWgl n valW tut use oily wilh Mrlek®cul ulecluls. lid; efel>t{y1 i; lxr ecl ul ly upwn ixnarnelers 11 wwr 1. al ld is Ica (3111XIM01.10 L)Uldklg culnpW 1en1. lwI a buss system. Belole use. the IXAc1 lg cle-4nel must verify the a1111tkablity of design rxaarnelers and property lncolp"afe Mrs doslgn Into tho ova,,,, building doslgn. Bracing indicated Is to prevont buclilhg of Individual In1s web and/or chord members only. Add ilon l temporary and permanent hlacblg MOW6dwaysiecpAedforskgAlyandtopievenicollapsewnhposslAepefsorxlhpeyarilgoM41ydunnageForgeneralgukknceregacDngtIw Iabrlcollon. stoiage, delivery erection and biactrV of Inrsses and In Ow systems seeANSI/1PI1 Cua9y Criteria, DSB-89 and SCSI Building Component 6904 Parke Eaei Blvd Safoy Information avclle"o from bus Plate 1nsflMe, 218 N. Lee Street Suite 312. AlexarxfAa. VA 22314. Tampa. FL 33610 Job nUs6 Ss ypety T10546077 780289 J06 1::K-OPENTRUSS 120 1 1733601028 JobReference(optional) Builders FaslSource. Terrps, Vier Guy. 1-I0nda 33b66 r "V a rW. ry zvro rwF..s rnvus so. mc. .— awe v, i v; f I D.ZI7yactf3rgt5yObDE G66uzOUf 6-AouhdJyfyZSdZcuJuuwPl Iy9OEMICC_pxYhBrSzIJ Ui t- 0-02.10.15 1. 0-0 2.10.15 Scale 1'=1' a 20 = e m 9 w0. 4-0 2.6.15 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(rL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ( Ib/size) 3=54/Mechanical, 2=202/0-8.0, 4=25/Mechanical Max Horz 2=82(LC 12) Max Uplilt3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25It; Cat 11, Exp B; Encl., GCpi=O 18, MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 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 t as referenced by the building code.' A WARNING • Verily do0im peremotore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11167473 rev. 144xi401S BEFORE USE DustgnvWrdtot uwotdywllltMilak®comiuclota DNudeSi(In6lxaUdurJyuWnt Utarneleta Itown.urxfr,fUrestkuiivkAwllxtidirrUcanpUrwnl.rwl a It= sysiom. BolcAe toe. the bllding designer must verify the agllcatAlty of desk7n pauamefers and properly hcorixeate this design Into the oveucil building design. Bracing Indicated Is to buckling of IndNklucl tons web and/ot chord members orgy. Ade9Wonal lemporary and permanent bating WOW prevenl Isalways required for stablilty and to prevent collapse with possible personal tr1ADy and piopeM dcnnage. For general gukkrtce regatcling the 6904 Parke East Blvd fabrication. storage. delivery, erection aril bracing of trusses and tniss systems seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tempo. Fl. 33610 Safety InformationavailabletanTrussRateInstitute. 218 N. lee Street, Suite 31Z Alexon ift VA 22314 Job Truss Truss Type 0ry Ply T10546078 780289 J07 JACK -OPEN TRUSS 2 1I 1733601029JobReference (optional) auaaws rasrbouree. I arrpa. rani esy. rronros crsues w,v . W, ,. —. w„ — m ,rev,... „F.. — v, , , +,.a. a.„ V. , ID,Z17yactt3rgf5y0bDEG6BuzOUt6•e?R3geyHtsaUBmTVSbReHW UGVefBxf Ey9COkNuzlJUh 1-0-0 5-0-0F 5.0-0 20 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 TCDL 10.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=276/0.8-0, 4=46/Mechanlcal Max Horz2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. Scale = 1:17.3 DEFL. In (loc) Vdell Vd PLATES GRIP Verl(LL) -0.03 2-4 >999 240 MT20 2"/190 Veri(TL) -0.07 2-4 >820 180 Horz(TL) -0.00 3 n/a We Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 70 lb uplift at joint 2. 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.' Q WARNNG. Vorlfr da4len pammafors and READ NOTES ON THIS AND INCLUDED MAEK REFERANCE PAGE PAI 7473 rov. I W W IS BEFORE USE Desityr vdld for use oily wtlh MIIek0coruwclws, lldsdesKyr rs twwdtm Jy upwt paranelers slwwn. to W b IoI usi bOvkArul lxjldbg cumpwwnl. Iwl o him system. Before we. Iho "dblg designer must verity the alxlllcallity, or design IxaamW properly 61corl"ale this design Into the overall building design. Bracing Indlcoled Is to prevent buckling of IndivIdW truss web and/or chord members only. Additional lemporary and permanent Noci ng WOW It alwaysrotHdnod tw stoWity and to proven) coUcg>W wllh DosUe pwsorx9 kylay and property dtsnage Fort genend gui a regading the labllcatkxl, storage. dotivwy. eroctkm and bracing of inrsses aIW buss systoms seeANSI/IPI I Quality Criteria, OS6-89 and I1CSI Building Component 6904 Parke Easy Blvd Safety Information avdtable Born trig Plate hstlMe. 218 N. lore Skeet. Salle 312, Aloxan dit VA 22314. Tampa. FL 33610 Job ruse truss type yply T10546079 780289 JOB JACK -OPEN TRUSS 11 1 1733601030JobReference(optional) Builders Fuar5ource. TaritQa. Plant City. Florida 33565 7 WO r Apr IV Z915 Mt1eK Industries. Inc. wad N471 e1 11:41:YI 4-011 P89e 1 ID:Zl7yacH3rgl5y0bDEG6BuzOUf6-a?R3geyH)saUBmTVSbReH W UKOe15xtEy9COkNuzfJUh 1-0.0 0.10.15 1-0-0 0.10.15 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud TCLL I Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Verl(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HorZ(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=- 11 /Mechanical, 2=134/0.4.0, 4=9/Mechanlcal Max Horz2=39(LC 12) Max Upblt3=-11[LC 1), 2=-57(LC 12) Max Grav3=12(LC 8), 2=134(LC 1), 4=17(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale. 1.6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 2M'o BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone, cantilever left and right exposed ;C-C lot 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 Ib uplift at joint 3 and 57 Ib 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.' A WARNING - Vartly dadyn piramatem and READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE NIi7473 rev. 100111 1015 BEFORE USE Duslglt valid for the wily wilh I4nuk®coauxralom TWdWW%b txned only ulxxn pxu(xnwluaa%h~). caul c lot at k0vkhml txAdung cornpolwill. IK,, a htas swlern. Before tee. the IxllWng designer must verity tine cgKlk:d:dlty of design Ixaanetets and property Incoli>aoto this design Into the overall txldng design. Bracing indicated Is to prevent bucktkng of Indlvldtld truss web and/or chord members arty. Addtiopvl temporary and permanent bracing M!Tek' 6 always tectubed lot statAlty, and to prevent collapse with possVe personal hN><r and property danage. For general guidance regarding the fatwicolbrL storage, delivery. etectlon anti tracbV of tttrsses and Inns systems areANSUTPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Polka East Blvd. Safety information avdlable horn In= Plate Instiluto, 218 N. Lee Street. Suite 312. Alexandrkl, VA 22314. Tempe, FL 33610 Job I fuss I russ I ype ty Ply T10546080 T6o2e9 JOB JACK -OPEN TRUSS t0 tI 733601031 Job Reference (optional) numeral r1815aurce. r ampa. riant cry. Fronoa 33bbb 7 540 s Apr 19 zv15 mil ea mouslrres. Inc. wee mar v1 11.41 54 zv1 / rage 1 ID-Z17yacif3rg15y0bDEG68uzOUf6-a?R3geyHlsaUBmT VSbReH W UKCeryldEy9COkNuzlJUh 1-0-0 2.10.15 1.0-0 2.10.15 Scale: 1'=1' 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=65/Mechanical, 2=193/0-4-0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Uplif13=-57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind. ASCE 7-10; Vuft=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6 Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live toads. 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 connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 58 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 WARNING - Verily design poamefen and READ NOTES ON THIS AND INCLUDED MITEK REF£RANCE PAGE N67473 rev. 100012015 BEFORE USE Desi(yr valid for ass ordy wrlh Milek8cuivieciurs. 0ntsdestgrn Istxssd oaly t4xlrn rtuiumelera shown. cart] * for an urdivtthral Ixildtrng oomWrnenl. awl a buss system. Before use. the 1xillding designer must verity the opplIcalAly of design paameteis and piolwly Incorixxate this design Into Ilse overall btAd Ing design. Bating Indicated 1s to prevent budding of Indlvklual truss web and/or chord members only. Add111onal lemMary and Wrvionenl Ixochng M iTek' Is always iequked for slat -Ally and to prevent collaIm wllh possMe personal Wrsy and property dlanage. for general guidance iegad&ng Me fabrlcatbn. storage. delivery. eiecllon and Moctrng of inusses and Inns systems. seeANS1/TPI I euoilly C4terlo. DSB-89 and BCSI Bullang Component 6904 Parke East Blvd Sorely Information avalloMe from Truss Plate hnslltule. 218 N Lee Sheel. Salle 312, Alecandrlm VA 22314 Tampa, FL 33610 Job Truss Truss Type oty ply T10546081 780289 J10 JACK -OPEN TRUSS 10 1 733601032 Job Reference (optional) tsuaoers rusrxurce. range, rams cay. nonce TJOoo r.wv a RP, I V "so -.0 mar v l 1, +r cv, r ruvv , ID:D7yacfl3rgf5yObDEG6BuzOU16.6B?R2_zvUAiLow2i?Jztgj 1 Rq2?Dg6U5OsAlvKzIJUg 1-0-0 4.10.15 i 1.0.0 4.10.15 2x4 = 4.10.15 4.10.15 Scale = 1:17.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.03 24 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=132/Mechantcal, 2=26604.0, 4=47/Mechanical Max Harz 2=126(LC 12) Max Uplitl3— 107(LC 12), 2— 67(LC 12) Max Grav3=132(LC 1), 2=266(LC 1), 4=94(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind- ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C lot members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed lot a live load of 20.Opsl 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 Iruss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 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.' A WARNING • Verffy dea/pn paramaton and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67477 rov. 10034015 BEFORE USE. Dusl{yn vulid for ale oi4Y wllli Milek®coia wclots. Ihk.des!<P1 t lsv ucl oidY uWr n Ixncsiwtuns bl naW11.1n 1d k. lot uoi lmlMduul buldh Kt comporwnl, i rot a arm Mlem. Before uso. ttlo [AlcBng doslgnei must verify the aprslicdAlty of design p mameten and properly Incorlwrato 91b doslgn 11110 rho overall biDdtrV design. Bochg Inckaled is to provenl Ixtclding of IntlNltlual muss web and/or chord members only AdcRtloncl temporary and permanent tracing Welk' Is always loqubwJ for stablily aril to pievenl collapse wllh possllie poisonal Wy aril properly dainage. For genial gridcslco iegading the latxlcatim storage. delivery, eiecllon arxi bracing of Inrm and muss systems. seeANSI/TPI I Quality Criteria, OS8-89 and SCSI Building Component 6904 Parke East Blvd. Safely IMormoBon avak"O from buss Pksto Ins9luto. 218 N. Lee Street, Su to 312, Alexanelda, VA 22314. Tompo, FL 33610 o uss Truss Type ry Ply T/0546082 T80289 li"I JACK -OPEN TRUSS 12 1 733601033 Job Reference(optional) Buader* 1-USIboulce. lonva, plant lily. Ylorxla 33565 r.*+u a APr le Zu16 Mr, OK rnau6lrre*, me w*a Mar VI 11:+1:aa 4111 r rage 1 ID:Zl7yacH3rgl5yObDEG6BuzOUf6.6B?R2_zvUAlLow2i?Jztgt I W2x8g6U5OsAlvKzfJUg t-0-0 7-" 1-0-0 7-0.0 Scale = 1:22.2 30 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(ILL) 0.10 2-4 >777 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.28 2-4 >291 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (IWsize) 3= 181 /Mechanical, 2=347/0-4.0, 4=83/Mechanical Max Horz2=172(LC 12) Max Uplilt3=-133(LC 12), 2=-78(LC 12) Max Grav3=181(LC 1), 2=347(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl , GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live toads. 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 Ili 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 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with Ilxed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING.- V*rlly dedgn parameters and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE NO.7473 rov. TOMMISBEFORE USE Demur % vulkf lur mar unly wllh Mllek®curu loclus. 111k {feslgrl b lxnecl or ily upun Ixlrumelers slwwtl. laid G fur (D1 kufivkkrul lnAdklg cornpurwnl, r W I o truss system. Botore use, IW Irdtdhg doslgnol must verity the alxtlk;a1Aly of design Ixxamelors and pSopedy trlcugxxole this design Info the ovorall buBdng design. Bpacing bldlcaled Is to prevent lxrckling of IndNkkxD trus web and/or chord members only. Additional temporary arld permanent brocing WOW Is always reytlred lof skID011y aril to prevent collapse with poslble personal kylay and property daanage. For general 9t4dalce rega<9ng the labrk; allm storage, detivery, erectlert coil brochg of kuwas and bus systems, seeANSI/TPI I Quality Cdlwlo, DSB-69 and SCSI BuBding Component 690e Pork* East Blvd. Solely Information ova8(fible, tom buss Plate Institute. 218 N. tee Street. Sulle 312. Alexarxklm VA 22314. Tonga. FL 33610 Job Truss Truss Type y Ply T10546083 T80289 J12 Jack -Open Truss 110 11 1733601034JobReference (optional) tiuuaen PIrsibouree. Iorrpa, vioni vary. i-tonaa 33b55 i "v s npr tv evio Nurse rnomines. inc. woo mar yr r t.rr.ao evr r raps r ID:Zl7yacfi3rglSyObDEG6BuzOU16-aNZpFK XFUgBO4cuZOU6Nxae2SGaPTSFdWvrRnzIJU1 4.1.7 7.0.0 r 4.1.7 I 2.10.9 Scale = 1:22.4 30 = dXb rr 3x4 = 4.1.7t + 7-0.0 4.1-7 7-1171.9 Plate Offsets (),Y)-- 15:0-4-4,0.1-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Verl(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Ven(TL) 0.05 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0,42 Horz( L) 0.01 4 We rl/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1138/0.8-0, 4=1008/Mechanical Max Horz 1=149(LC 8) Max Uplilll=-260(LC 8), 4=-305(LC 8) Max Gray1=1254(LC 15), 4=1 102(LC 15) FORCES. (Ib) - Max. CompJMax. Ten -All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=-1353/250 BOT CHORD 1-5=-321/1173, 5.6=-321/1173, 4.6_ 321/1173 WEBS 2.5=-226/1279, 2.4=-1457/399 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10.9 oc pudins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi 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 girders) lot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 lb uplift at joint 1 and 305 lb uplllt at joint 4. 6) Girder carries tie -In span(s): 15-8-0 from 0-4-0 to 6-4-0 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 9)'This manufactured product Is designed as an Individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veri: 1.3=-60, 1.6=-291(F=-271), 4.6=-20 A WARNING . Verily dedfin paamoton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NO.7473 ray. 1W31016 BEFORE USE. Dwlouor vulid too trw wdy wllh Milek®conrteclors. link.dWVi b boned ordy upon pmntnnelers Jwwn, cxod h rur cat bxiivkhrul Lxr&9rtg cumNwrrnl, rwl wtatrimsystem. Below use. tho Wilding designer must verity the or4)4Icab1Iy of design pxNamelets and propoily btcogwrale 06 design Into the ovoratl boding design. Bracing Indicated Is to prevent buckling of IntlMtluCd trim woh and/coo child members only. AdUtlortd lemporary and prmnanenl bloc tg WOW 6 always retrlred lot slab0ay and to prevent collgne with possible personal Injury and property damage. For general guidance iegadlng the Icsixicatbn, slaage. delivery. erection and bracbV of trtmes anti fnm systems seeANSIMI I Quality Cdterlo, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety Information avcj0c"e loom trim Rate InstiMe. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempo. FL 33610 Job Truss Truss Type oty ply T10546094 TSM89 J13 Jack -Open Truss 1 1 733601035 Job Reference(optional) UUIIOeO Y0e150111Ce. 1 e114a. Plant Gny. FWIOD 33565 7.640 S Apr 19 2016 MI I all InGUS111ee. Inc WOO Mar e1 11.41:56 ZVI7 rope 1 ID:Zl7yacff3rgf5yObDEG6Btiz0U16-aNZpFK XFUgB04cuZOU6NxaeuSCePSiFdWvrRnziJUf 4.1-7 7-0.0 4-1-7 2.10.9 Scale a 1:22.4 3x4 = 3x8 11 3x6 = 4.1.7 7-0.0 d-1-7 111n.o Plate Offsets (XY)-- 15:0.4.8.0-1-81 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Vert(fL) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. ( Ib/size) 1=845/0.4-0, 4=1326/Mechanical Max Horz 1=149(LC 8) Max Uplift I =-213(LC 8), 4=-432(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. TOP CHORD 1.2=-1442/348 BOT CHORD 1-6=-407/1236, 6.7=-407/1236, 5-7=-407/1236, 5-8=-407/1236, 4-8=-407/1236 WEBS 2-5=-333/1323,2.4=-1535/506 NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25fh Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grlp 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 lit 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 Iniss to bearing plate capable of withstanding 213 lb uplift at joint 1 and 432 lb uplift at joint 4. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 Ib down and 33 lb up at 1-0-0, and 191 lb down and 57 lb up at 3-0.0, and 1334 lb down and 397 lb up at 5.0.0 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 60, 1.4=-20 Concentrated Loads (lb) Vert: 6=-111(F) 7=-191(F) 8=-1334(F) A WARNING. Vorfly design pare nators and READ NOTES ON THIS AND INCLUDED NITEK REFER4NCE PAGE 01467473 rev. ftbMMIS BEFORE USE Design vodid tot use ordy wlih Mrlek®corewclors. a>w design t txalld ordy upwl fxaurwlers slwwn, aid isfa ut bxtivkdual lalldhtg cotnfxnlenl. not o buss system. Before use. the IxLd op cie5ignCI must vedy the c44)licoIAIy of design paanelen and IxoPetly Incorpototo it* design Into the overall building design. ® achg Indicated Is to rxevent Ixlcging of Individual from web and/ot chord members only. Addllorxl tempaay and 1>wmalenl btactng MOW Is alwaysio%fbed for OdAl y and to prevent collapse wnh possible personal"and properly danago. For gertotd guidance Iegadng f1w kixk:allm storage. delivery, erection and bachlg of tnrssesand huss systems, seeANSIMI Quality CrtterlG, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdlable horn Tr ss Plote Institute. 218 N. Lee Street. Sldte 312. Alexandria, VA 22314. Tanga. FL 33610 Job Truss truss type 0ty T10546085 TB0289 J14 Jack -Open Truss t 1 1,336010" Job Reference (optional) Gudoefs Ye6lJoufce. f errpa, rlont cny, Florwo 33>66 r oav a npr IV zvf to nm as mousnwe. Inc. woo mar vi f f - ar zvf r rage r ID:Zl7yactf3rgf5yObDEG6BuzOUf6-2a78Sg?9Or1y22DB47k?Lv86gkrkY80_OrAIP DzfJUe 20 = 2.10.15 2.10.15 2-10-15 Scale: I _V LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 VBrt(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert( L) 0.01 1-3 999 180 BCLL 00 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0 00 2 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 20 SP No.2 REACTIONS. (lb(size) 1=111/Mechanical, 2=84/Mechanlcal, 3=28/Mechanical Max Horz 1=65(LC 12) Max Uplift/=•16(LC 12), 2=-67(LC 12) Max Gravl=11l(LC 1), 2=84(LC 1), 3=56(LC 3) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph, TCDL=4.2psl; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed lot 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 connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 1 and 67 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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Q WARNING - Verily dedgn panunefers and READ NOTES ON THIS AND INCLUDED MrIEK REFERANCE PAGE M67473 rov. IM307015 BEFORE USE Desilyl vdid fur ta,u orJy v4lh Milek®coruwclws aJscesf{pt b txiec orJy upwt pawnelers Ylwvnl. aut b fur u1 hxlivkkxJ txrBc6lg comlwfxtnl. rwl a liras system. Before use, the building designer must verify the criNAlcability of deslgn lxmamelers and properly Incaporate Ihls design Into the ovefdl building design bactrtg Indlcaled Is to prevent buckling o1individual InuS web and/a chord members only Additional temporary and permanent Mating M iTek' Is always ret11>Ued la slatAlly aW to prevent collapse wllh posse pwsorKA Noy and properly carnage For general guld nce regarding Ih1e Iabrlcatloix stofooe, dellvery. eiectlofl and bracing of musses and Inns systems. seeANSI/1PI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Perks East Blvd. Safety Information ovdiable from Russ Rate Institute, 218 N. Lee Streot. Suite 312. PlexorWrkx VA 22314 Tompo. FL 33610 Job T Fuss cuss ype ry ply T10546086 780289 J15 Jatk-Open Trusa 1I 173360$037 Job Reference (optional) tluuo*rs I-1161bourte. Iorrrpe. Vlanl ary. Y1arl06 :%C 55 r.Wry a Apr iv evia m11 on maviirga. Ina. woo mar vi I i.m i.ar evi r rave l ID:Zl7yacH3rgf5y0bDEG6BuzOU16-2a7BSg?90ny22DB47k?Lv86mGrhU80_0rAfP DzIJUe 4.10.15 r 4.10.15 2x4 = 4-10.15 Scale - 1.17.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Veri(LL) 0.03 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(fL) 0.08 1-3 730 180 BCLL N. ' Rep Stress Incr YES W B 0.00 Hors( L) 0.00 2 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16lb FT = 201S LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=191/Mechanical, 2=144/Mechantcaf, 3=48/Mechanical Max Horz 1=109(LC 12) Max Upliltl=-29(LC 12), 2=-114(LC 12) Max Gravl=191(LC 1), 2=144(LC 1), 3=96(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vutt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 114 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING - Verily dedgn poamol*ra and READ NOTES ON THIS ANDWCLUDED MIIEK REFERANCE PAGE 11067473 roe. I&OMIS BEFORE USE DtWpivulldfor tneonlywithMllek0uovv UIols. 11d cleslgrl bbreedalytiFwn"X(Xiwlonsitumi. aK116for al L K11VIducil Utj1dkiguo11ipaw1il. not a huss system. Belot use. the Wilding doslgivo must verily the aiD1111cdAlty of design paanelers aK1 prolxariy Incorpoiato this design Into The overall tAAdtng design. Bracing Indkbolod Is to prevent buckling of WKlvkluc4 Ines web and/a chord members only. Additional tompaary and paimar-eni bracing MiTek' Is dwmys nequkod for statAlly and to prevent edlatow with possible personal rW and property dkanoge. For general guidance tegadrig the klbrlcallon, stoicige, delivery, elocilon and bracing of Inisses and huss systems. seoANSI/IPI I Quality Crllwlo, DSB-99 and BCSI Building Component 6904 Pork* East Blvd. Solely Information available horn truss Plate hislllute. 218 N. tee Sheet. Sidle 312. Alexandria. VA 22314. Tor po. FL 33610 Job ruse Truss Type 0ry ply T10546087 780289 J16 Jack -Open Truss t tI 733601038 Job Reference(optional) Burrders Fasibource. 1 ornpa, dolls Gay. Fgndo 33566 1 64V s Apr 19 Z016 me r eK rnoustlles. Inc. woo mar ul 11:41':w Z01 I rage 1 ID:Zl7yacit3rgfSy0bDEG6BtizOUf6.2a7BSg790ny22DB47k7Lv86sbrIp80_OrAtP DZIJUe 0.10.3 0.10.3 20 = Scale - 1 6.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert( L) -0.00 1 >999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -000 2 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10-3 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=32/0-3-4, 2=24/Mechanical, 3=8/Mechanical Max Harz 1=22(LC 12) Max Upllltl=-3(LC 12), 2=-21(LC 12) Max Grav 1=32(LC 1), 2=24(LC 1), 3=16(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 21 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end lixity 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 WARNING • Vady dosign parameters and READ NOTES ON THIS AND INCLUDED M/7EK REFERANCE PAGE M6f173 rov. 14CM16 BEFORE USE Denignvalklfuruse only wllhMilek®cunrreciwa.fliLdeslttnbLw duidyutxnrpaanelelaslwhwrn.axi6luicalbfivkimil[Addbhgc(trnixnywil,rwl a truss system. Below use. tho b ullcing designer must verily Iho oplAlcal191ty, of design parameters and property bhcogwrote this design Into the overfill btOdng design. Bracing Irldlcoled Is to prevent buckling of Irxilvklual in= web and/a chord members only Addtbnal lempway and pormfnont btacing WOW Isalwaysiw4ukedlotst(&Alty and to prevent collarAe wllh pusdD4q personal IrW faxl property (tanage. for general gtici ance icVadng t o lotAksallon. sloingo. clolNfay, eiecllon and broclng of Inisses and bnrss systems. seeANSIMI Quality Cdterlo. 1>311-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information ava8able born truss Plate bnstlkile. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Temps. FL 33610 Job Truss Truss Type ry Ply T10546088 TBO289 J17 Jack -Open Truss 1 1 1733601039JobReference (optional) Builders Fesisoures. Torrpa. Plant Orly. Florida 33566 7 640 s Apr 19 2016 Wax Industries. Inc. Wed nlar 01 11:41:50 2017 Page 1 ID-Zl7yacH3rglSyObDEG6BuzOU16-W mhagO?on54vfNmHhRW aSMI0hF4w1TEY4gOyW IzfJUd 2x4 = 2.10.3 2.10.3 2-10.3 Scale: 1'=l' LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 1.3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 9 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. Qb sfze) 1=106/0-3-4, 2=80/Mechanical, 3=27/Mechanfcal Max Horz 1=65(LC 12) Max Upliftl=-14(LC 12), 2=-65(LC 12) Max Grav 1=106(LC 1), 2=80(LC 1), 3=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind- ASCE 7-10; Vuli=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsl; h=25ft, Cat. If, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 1 and 65 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vaf1y dedyn jawarnsters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MO.7473 ray. fa03?015 BEFORE USE DeaigrtvalWfwusewdywllhtntilelu®cwueclwallwdeafgllGlxueclwdyuWnpwwnelerstJwwn.wxtafw(716x9vkAx11bu9dklgcwnpwwnl.tt01 tatrusssystem. Bofore use. tho Iu9alrlg designer must verily tho ci plk:alAlly of design lloameters and propltly klcaporoto Wits design Into the overall WcIng design. BioOV Indicated Is to prevent buckling of IrldlvkW buss web and/or chord members only. A[ldilional lempotary and permanent bracing MiTek' is always teptlletl for sk"lty rind to prevent collapse with possble prnsonul klbay aril property damage Fa gerretal gulcWlce regarc&rg the labrlcallm stotago, delivery, electkm and b raclrV of trusses and Inrss systems, SOCANSI/M I Quality Criteria, DSS-89 and SCSI Suilding Component 6904 Parke East Blvd. Salety Information avak"e from truss Plate Insillute. 218 N. Loo Stroot. Stdlo 312. Alexarxldo. VA 22314. Tampa. FL 33610 Job T russ Truss Type ty ply T10546089 T60269 J16 Jack -Open Truss I 1 1I 1733601040JobReference(optional) tsulraers P1161bource, I envo. vieni Gay. IDrtao 33bob r,"V c npr tv "to mn eR muusmea. im. rieu in., v 1 1 I:n 1 ao ev, t r aye t ID:Zl7yacif3rgf5yObDEG6BuzOU16-WmhagO?on54vfNmHhRWaSMfxPF1 tTEY4gOyWIzIJUd 4.10.3 4.10.3 20 = 4.10.3 Scale = 1:17.1 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 1-3 >795 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) -0.00 2 n/a We BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.3 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=186/0-3-4, 2=140/Mechanical, 3=47/Mechanical Max Horz 1=109(LC 12) Max Upliftl=-27(LC 12), 2=-112(LC 12) Max Gravl=186(LC 1), 2=140(LC 1), 3=93(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18, MW FRS (envelope) gable and zone and C-C Intenor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl 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 lit 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 27 lb uplift at joint 1 and 112 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING . Va" design par umterr and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE A07473 rev. IW3W 1S BEFORE USE De;J(pi vulld lot me only M11%Milek6conrxrulon.. llv,dmigru 4Ixned only upwr Ixxaneleaslwvnr. axl F• tot ar hyfavkArul bulic9lug compolvinl. it, o huss system. Before me. Iho building designer must verily the al:dica illty of design Ixaameters a4111opeily Incorlolale this design Into Itw ove., building design. Bracing Indicated Is to prevent hackling of kx9vidual truss web and/or chord members only. Adc99onal temporary and permanent bractng WOW It always iw4bed fa stabOtiy aril to prevenl collapse with possi to peisomd"and properly daroago. Foe general guidance tegading the kZrIcatlon storage, dollvely, erection a cl Nocing of misses aril teas systems secANSVWI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from truss Plate Institute. 218 N. Lee Stroel. Sulle 312. Aloxandit VA 22314. Tompo. FL 33610 Job uJack-Openns ruse Type ty Ply T10546090 T60209 jil'o Jack -Open Truss 1 1I 1,3360104, Job Reference (optional) 8udders Fusiboarce. tempo. plant Goy. Fiona 33566 r.6av a mpr iv zvi6 Mrran rnousvws. 1M. rev ry 1 yr r !'+r av zvr r rage r ID:Zl7yaclf3rgf5yObDEG6BuzOU16-_yFyIMOOYPCmHXLTE9Ip ZCI3f10cw1JhlU8V25zfJUc 6.11.4 6.11.4 30 i 6.11.4 It.11-4 _ _ __— Scale = 1:22.2 Plate Offsets () ,Y)-- 11:0.1-11,0.1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.11 1-3 713 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(fL) 0.28 1-3 288 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 22 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=270/0-3-4, 2=183/Mechanical, 3=86/Mechanical Max Horz 1=155(LC 12) Max Up1lft1=-40(LC 12), 2=-135(LC 12) Max Gravl=270(LC 1), 2=183(LC 1), 3=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1 and 135 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 pafficular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily design parameters and READ NOTES ON TMIS AND INCLUDED NITEK REFERANCE PAGE MIi70711 rov. 1093MIS BEFORE USE Design vulkl lot me orgy with MnekO tofu nec lots llg'; tleslgn b lxaed orgy upon Ixaanmelers slwwn. wW h fur un bxlivkhrtl dir>d cumWrwml. awl o huss system. Below Lao, the binding designer must verily the opdkxlAlly of desltyt lxxomelers and Ixoperly l ncogwralo this design Into the ovardi. tAAdi ng design. Bracing Indicated Is to prevent bucldhtg of IndNklual Irm web and/or chord members orgy. Additional temporary and porrmanonl bating MOW Is always roqu to d lot skilAlly and to prevent eollanso with possMe personal hfray aril property damage. For general guidance tegading the 6904 Parke East BlvdblAcatbn, slow000, delivery, erection anal bracing of tntsses rnd IF= systems sooANSVIPII Ouailly Criteria, DSB-89 and SCSI Bullding component VA Tompa. FL 33610SafetyInformationavailablefromtrussplateInstitute, 218 N. Lee Sheet. Suite 312, Alexandria. 22314 Job T ruse Truss Type 0ty T10546091 T80269 R01 HallHip Truss 1 1 1,336010., Job Reference (optional) Builders F6slSource, lamps, PIaM Grly, Florida 33556 , 5+v a Apr ,v evro,wrsa mousuree, mc. wedii., v, , , av 20i aye v ID:Zl7yactf3rgf5yObDEG68uzOUf6-_yFytMDOYPCmHXLTE91p ZCINIDRcm7l1JUSV25zfJUc 1-0-0 7-" 10.5.8 14.2.8 , t 0 7-" + 3.5.8 3.9-0 Scale = 1:26.3 56 = 2x4 = 3x4 = 3x6 = 3X8 = LOADING (pst) TOLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TO 0.76 BC 0.89 WB 0,66 Matrix) DEFL. in Vert(LL) 0.09 Vert(fL) -0.36 Horz(TL) 0.05 loc) I/dell L/d 2-7 >999 240 6-7 >452 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3.0.5 oc puriins, except 3.5: 20 SP No.2 end verticals. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.1.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1082/0.8.0, 6=1302/Mechanical Max Horz2=123(LC 4) Max Upllll2=-372(LC 4), 6=-428(LC 4) Max Grav2=1082(LC 1), 6=1355(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-252l/649, 3.4=-2282/655 BOT CHORD 2-7=-653/2312, 6.7=-573/1569 WEBS 3-7=0/512, 4.7=-ll8/853, 4.6>1797/698 NOTES- (11) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) V8sd=108mph; TCDL=4.2ps1, BCDL=6.Opsf; h=25f1; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0pst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide well 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 372 lb uplift at joint 2 and 428 lb uplift at joint 6. 7) Girder carries hip end with 0.0-0 right side setback, 7-0.0 left side setback, and 7.0-0 end setback. 8) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 685 lb down and 161 lb up at 7-0.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3- 60, 3.5=-133(F=-73), 2-7=-20, 6-7=-44(F- 24) Concentrated Loads (lb) Van: 7- 513(F) Q WARNING - Vedy design persmmiam and READ NOTES ON THIS AND WCLUDEO MREK REFERANCE PAGE Iy67479 mv, ralff"t 6 BEFORE USE Desig n vtlW for one wJy wllh MllekO cwu we Iwa a vs design k: taxed wily upwn pauwnelws alma,, w W b for u n b Wivtafual txltlUng cunrpwwnl, rwl a truss system. Before use, the building designer must verify the oprAlcalAlly of design Paanolers and lxopedy hcorpwale 9* doslgn Into the overdl bolding design BrachV Indicated Is to lxevent buckWV of Individual truss web and/w chord members only. Additional tempatsy, and pwinanent bracing M iTek' Is always required for stability anti to pievenl collcVw wllh posWe Personal Injury and propedy danage. Fol general guidance regadirvj the tobxlcolkxn, stwago. delivery. etectkxn and bxaclnp of Islrsses and truss systoms. seeANSI/iPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Information ovaital Isom Truss Plate InsliMe. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job T fuss Truss Type oty T10546092 T80289 R02 Hee Hip Truss 1 1 733601043 Job Reference Donal aumon{ Vusibource. reaps. Yronl toffy. Flanoo 33bbb 7.b4v a Apr le zvlb weex mousioes, inc. woo Mar vl 11:41 be zvt7 rape 1 ID:Zl7yacft3rgl5y0bDEG6BuzOUf6•yFytM0OYPCmHXLTE91p ZC4MIlycitWU8V25zIJUc t-0-0 7.2.7 9-0-0 14.2.8 1-0-0 7.2.7 1-9.9 52.8 3x4 = Scale = 1:26.4 3x4 II 3x4 = 20 11 3xb = 7.2-7 9-0-0 14.2-e 7.9.7 1.0.0 + 5.9.A Plate Offsets (),Y)-- 14:0.2-0,0-2-131 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.07 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.17 2.7 963 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 62 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) 2=633/0-8.0, 6=545 Mechanical Max Horz2=152(LC 8) Max UpIif12=-219(LC 8), 6=-175(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=•1038/251 BOT CHORD 2-7=-310/922, 6-7_ 310/922 WEBS 3-7=0/317, 3-6=-928/312 Structural wood sheathing directly applied or 5-1-2 oc puffins, except end verticals. Rigid telling directly applied or 10.0.0 oc bracing NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psl; BCDL=6.Opsf, h=25it; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 2 and 175 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Vordy deslpn perometors and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE ma-7473 rov. ridge OrS BEFORE USE DwiLvi vulkf fur use only wtlh Miluk®cwuwclws. n d. quslgn b lxaud w dy uWn paawnulura a! wvm. arxt b Iw at b xflvlahral lxrldbg cumlwrwnl. awl o kuss syslem. Befao use, the IxAdI g designer must verily the aryl catAly of design tatamelers and property kwoq)orate thk design Into the overall txAdng design. Bracing lockoled Is to prevenl budding of Individual truss web and/or chord members only. Addtllonal temporary and perrn[nent lxacing MiTek' It uWays reWiod for skitAlly and to prevent cdlcxm with posble personal k*" and property dranage For general gukl nce togaadng the late tcalkxr. slorage, delivery, orectbn and txacklg of tnrses and tnrss systems seoANSI/IPII Quality Criteria, DSB-89 and SCSI BUeding Component 6904 Parke East Blvd. Safety Information avalloble horn Two Plato kLlOtule. 218 N. Lee Street. Suite 312. Aloxandda VA 22314. Torrpo. FL 33610 Job T ruse Truss Type 0 ry Ply T10546093 780289 R03 Special Truss 1 tI 1733601044JobReference(optional) aellaeD Fee150orCe. Tempe, Plant Lorry. Fgnao 33566 r.o+V s qpr re Zulu mnerl mouanrea, mc. rveo ill-' yr r : Z w Zvr r aye . I D:Zl7yacf13rgf5yObDEG6BuzOUl6-S8pK5il2JiKdvhwfosY2XnkFr3Z_LCyrY8t3aYzfJUb r1-0-0, 6.9.14 10.8.0 16.4.0 1 20.8-0 21'0 25-0-0 1 30-0.0 31-0.0 1 zo 6.9-14 310 2 5 8-0 4-4.0 0 4-0 4 0-0 5-0-0 1 00' Scale = 1:54.4 4x6 = v0 3x6 = 3x8 = 4x6 = US = 2x4 II 3x4 = 10.8.0 16-4.0 1 21-0-0 i 25-0-0 + 29-f1-0 3Q-0-0 7n.A11 sit-0 4-a-0 4-0-0 4W&O 0.4-0 Plate Offsets MY)— 12:0-2-OL1-81,17:0-3-0,0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in (loc) Vdeil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 13-16 >999 240 MT20 244119D TCDL 10.0 Lumber DOL 1.25 BC 0.87 Ven(TL) -0.49 13-16 >516 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 HOrz(fL) 0.03 8 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 154 lb FT = 2046 LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 *Except* 8-12: 2x6 SP NO-2 WEBS 20 SP No.3 REACTIONS. (lb/slze) 2=812/0.8.0, 11=2642/0.8-0, 8=467/0-8.0 Max Horz 2=-111(LC 9) Max Upllf12=-197(LC e), 11=-818(LC 9), 8=-190(LC 9) Max Grav2=812(LC 1), 11=2789(LC 15), 8=514(LC 16) BRACING - TOP CHORD Structural wood Sheathing directly applied or 4.9-6 oc pudins. BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/238, 3.4=-738/171, 4-5=-752/160, 5-6=-165l708, 6.20=-165l708, 7.20=-165/708,7-8=-687/220 BOT CHORD 2.13=-213/845, 12-13=-49/503, 11-12— 49/504, 11-21=-130/537, 10-21=-130/537, 8-10=-13e/579 WEBS 4-13=-31/411, 7.10=-148/723, 6-11=-343V223, 7-11=-1291/443, 5-13=0/260, 3-13=-333246, 5-11 =- 1370/378 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 2, 818 lb uplift at joint 11 and 190 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0.0 tell side setback, and 5-0-0 end setback. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 325 lb down and 91 lb up at 25-0-0, and 1430 lb down and 401 lb up at 22-0.0 on bottom chord. The desigrl/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Dane 2 Q WARNING - Vwf/y dosfpn paramefon and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rev, 10 3MI S BEFORE USE Desl<ytvufidtoo tsewiywlihlw9le,k®cwulw:Iws.11*.desiDnbbwedwJyupunNulullwlenslwwn.wilt for ulbidlvWuulUddhigcwnr olwnl.lwl a truss systern. Below Lao. tho Ittltdi g designer must verily the alxllkallilty ciarid g of designpametorsaroperlyIncolpoialothis design Into the overall bLldfrig design. Bracing Indicatod Is to prevenl bucldlrg of IndlvldLxi truss web and/or chord members only. Addillor" temporary and permanent Mating M iTek' Is always reWled for stability ad to prevent collcpso wllh possSIle persorwi Inn ry ad property danage. For genial guidance re,garc&Vthe fatWollm stoiago. delivery. election and Macirg of Inisses and miss systems. seeANSI/iPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pattie East Blvd. Safety Information available, from truss Mato Instituto, 218 N. Lee Street. Suite 312, Alexand t VA 22314. Tempo. FL 33610 Job Truss Truss Type 0N T10546093 780289 R03 SpetrolTruss t 1 733601044 Job Reference (optional) Builders FIralSWtoe. Torripa. Plant city. Fbndo 33566 r.bau a Apr iv Nle m lest mau6lrrea, im. Wed mar us I I VZ-W evi / Page e 1 D:Z17yacff3rgi5yObDEG6BtizOUf6-SSpK5iI2JiKdvhwlosY2XnkFr3Z_LCyrY813aYzIJUb LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 25 Uniform Loads (pit) Vert: 1-4=-60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7-9=-60, 14-21=-20, 10-21=-32(F=-12), 8-10=-20 Concentrated Loads (Ib) Vert: 10— 233(F) 21=-1027(F) A WARNING - Verily dsslgn pnamsran and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE M&7473 rov. 100302015 BEFORE USE Deslfyt valid fur use oily will i KlekO cauvw1vis. Bib dwJWi Is Ixsed only utxxt rxnariwters sI Wwr I. as W b fix all hKiKkxl 1AALAlrg contlwltenl. I W I a huss system. Before use. the Ixlldlrtg designer must verify The aprllcatdElty, of design paarnolers and properly Incoipoiale 11* design Into The overall txadng design. Biocing Indicated Is to budding of Individual Truss web and/or chord members only. Additional temporary and permanent bioctng MiTek' prevent Is always reglLed fax stalti8lty, and to prevent collgno wllh poss8tile personal it*" artd property damage. Fax general gtidartce iWald$tg the 6904 Parks East Blvd. fatxTcalkxl storage. delivery. erection and blaclng of misses and Inns systems. seeANSI/rPI I Quality Criteria, DSB-89 and SCSI funding Component Tempo. FL 33610SafetyInformationalvdkrtlefromTrigPlateInstitute. 216 N. Lee Street. Stile 312, Alexandria. VA 22314. Job T russ Truss Type Qfy ply T10546094 780289 R04 COMMON TRUSS 3 1 733601045 Job Reference (optional) But10ors Fasl50urce. I anvo. Yrant Goy. Floroo 33566 r b4V a rpr IV ZV 1 a Mn ex 1noutrrrea, Inc. WOO Mar V I t t qe V r eV I r rope t I D:Zl7yacit3rgf5yObDEG6BuzOUf6-xLMd22g40SUXrVrMa3H4_HTDTub4n9_modc7_zIJUe 4-0-0 6.9.13 lo-8-0 14.6.3 21.4-0 1-0-0 6.9.13 3.10.3 3 10 3 6.9.13 Scale = 1.38.3 4u16 = 36 = SxS = 36 = 10-8.0 214-0 r 1".0 I 10$0 Plate Offsets (xY)-- 12:0-2-0,0.1.81,16:0.2-0,0.1.81.17:0.4-0,0.3-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vell(LL) 0.16 7-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.44 7-10 586 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Mainz-M) Weight: 91 lb FT = 2041, LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=853/0-8.0, 2=914/0.8.0 Max Horz2=121(LC 16) Max Uplilt6— 194(LC 13), 2=-224(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1271/299, 3.4=-977/230, 4-5=-977/229, 5-6=-1271/300 BOT CHORD 2-7=-277/1063, 6-7=-176/1064 WEBS 4.7=-117/642, 5-7=-336/252, 3-7=-335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.8-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi 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 tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 194 lb uplift at joint 6 and 224 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with lixed 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 WARKhVG - V dfy dearyn paromofon and READ NOTES ON THIS AND 1111CLUDED MITEK REFERANCE PAGE M67473 rev. 1*WW IS BEFORE USE Design vulki fox uw ady vAlh ro4lekO cornwclon.. Otis design is bused of Jy upuii txaurwlers shown. ca W b tut cat kxflvkfuul bxidhng cwntwrwnl, ttol a him system. Bolote use. tho Ixicling designer must verify Iho applkalAlly of design lxnanotors and properly Incon)orale this design Into the overall Ixidlrtg design. pacing Indicated Is to ptevenl Ixrckling of Individual truss web and/or toad momlxns orgy. Addllond lemiwrary and peananenl bractng WOW Is always uecAked lot sIdAlly and to rxevent collapse wOh possible personal Injury and txorwrty damage. For gsnrnal guldatee fegadi ng 0w fabxkallon, slotage, delivery, eroctlOn and bracing of frusos and truss systems seeANSI/IPI I Cuoliy, Cdtefb, OSB-89 and SCSI SuBding Component 6904 Perks East Blvd. Solely Information avalklAct from hum Plate Insiltufe. 218 N. too Street. Suite 312. Alexandria, VA 22314. Tango. FL 33610 Job russ ruse Type y ply T10546095 T80289 1,05 COMMON TRUSS 6 1I 1733601046JobReference(optional) auxaers F1rs1bource, lorpo. Plant Illy, Fbnda 33556 1.64u s Apr iv Ye16 Mli ex inauslres, nne. idea morel i i w-wL Zel / rags 1 ID:Zl7yacff3rgl5yObDEG6BuzOUf6-PXw4 WO3lrKaL8?42wHbWcCgel sEspEO7?SMAIOzfJUZ 6.9.13 1 10-8.0 + 14.6.3 1 21.4-0 22 4 O , 1-0 0 6.9.13 3.10.3 3.10.3 6.9.13 1-0-0 Scale = 1:38.4 4x6 = g 3x6 = 5x8 = 3x6 = 21-4-0 i 21.4-0 Plate Offsets MY)— 12:0-2-0.0.1-81,f6:0-2-0,0-1-81,18:0.4-0,0.3.01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.16 8-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(fL) 0.43 8.11 593 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 93 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=913/0-8-0, 6=913/0.8.0 Max Horz 2=111(LC 12) Max Uplift2=-224(LC 12), 6=-224(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1269/299, 3.4=-976 229, 4.5=-976/229, 5.6=-1269/299 BOT CHORD 2.8=-267/1062, 6.8=-164/1062 WEBS 4-8=-117/640, 5-8=-335/252, 3.8=-335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 224 lb uplift at joint 2 and 224 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNWO • Vedly dmign Pammmen and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE MD-7473 W. I0119I1015 BEFORE USE Design valid fwuseoNywllhMilekOcwuwulois.11tsdeskyrIsLasedwilyu{xxitxncunelersslwvm.daxlt lintiibxlivkA"LxAdblgcomimwail,lwl a Oua system. Below use. the IxLding designer must verity the alxAlcolAlty, of design Ixvaneleis and Ixopoly blcoiporate tills design Into the ovwall Wdfng design. fisting Indicated Is to prevenl budding of Individual Inns web and/a chord meinWs orgy. Additional lemporay and permanent bracing WOWisalwaysiecpAedloislatAltyandtoprevenlcolldVsewllhpossiblepersonalk*sry dual properly damage. For general gukknce regading the lobrlcollon. sloiago, cfellveiy. eiectlon and LxOCIng of IR=es and Inds systems seoANSI/TPl1 Quality Cdterlo, DSB-89 and SCSI Building Component 6904 Poike Eel Blvd. Tampa, FLSarelyInformationavailableIsomhusPlateInstiMe. 218 N. Lee Sheol. Sidle 312. Alexandria. VA 223`14. 33610 Job uss Fuss Typery ply T10546096 T80299 1'.'06 Common Truss 110 11 1733601047JobReference bona) Builders FlrstSource. Tampa. Plant Cdy. Florida 33566 7.610 a Apr 19 2016 MrTek indusures, me. Wed Mar 01 11.42,02 2017 Page 1 ID:Zl7yacit3rgfSy0bDEG6BuzOU16-PXw4WO3lrKeL8?42wHbW cCgiUsSLpGB7?SMAIOztJUZ 1-0-0 10.8-0 21.4.0 , 22.450 , 10-e-0 10.8-0 1-00 41 1 Scale = 1:39.6 4x6 = 3x4 = 23 22 21 20 19 18 17 /6 15 14 30 = 3x4 = 214-0 LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 12 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ven(TL) 0.00 12 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 21-4-0. Ib) - Max Horz 2=-111(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 20, 21, 22, 23, 18, 16, 15, 14, 12 Max Grav All reactions 250 lbor less ai joints) 2, 19. 20, 21, 22, 23, 18, 16, 15, 14, 12 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplllt at joint(s) 2, 20, 21, 22, 23, 18, 16,15, 14,12. 10) 'Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 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.' A WARNWO • Vortly doslgn pammororo and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rov. 109MIS BEFORE USE Dtsslgrn Pula Ica trse wdY wllh ANlek®cunrntn fors This dmiV% b Ixiwd oily uixln txaarwters rJwvvrw a W L for an bvJlvkhxri Ixdtflny cwnpwxrnl. rwl o truss system. Before tee. the btlldnp designer must verity the appllcatAlly of cleslgn param0ters and properly lncogwrato this design Into the over,. trlldN design. BracN Intllcated Is to prevent bucabng of Individual miss web and/or chord members only. Addtlonal temporary and permanent bracing Welk' Is always iW**0(J for stability CvYJ to prevent collapse with possble personal Injury arKi properly damage. For gerteral puklalce regc cOV ulna Mricallon, storage• dellvery. erection and braelnp of Inures and Imes systems, seeANSI/Wi I Quality Critedo, DSB-89 and SCSI Bullding component 6904 Parke East Blvd Safety Information ava9abre hom Truss Rate Institute, 218 N. Lee Sheet. Sidle 312. Alexanclrlm VA 22314. Triage. FL 33610 Job Truss Truss Type rylyP T10546097 T80289 R07 Hip Truss 110 11 1733601048JobReference(optional) atnMera Fual50vrCO, TOMPO, Plant Gey, FI0m10 33b66 I.o4v a npr Tv evTo lwlex molramea. IM. Trvea mOT VI l IAZ.VJ ZVI I rVye I ID:Z17yacff3rglSyObDEG6BuzOUf6-ijUTfj3wcdiCm8fET 619PMgjGccYgJHE661BtzfJUY t-0.0 7-0-0 8 8-0 15 8-0 t6.8-0 t 1-0-0 7-0-0 1 1.8-0 7-" F 1-0-0 Scale = 1:29 5 5x6 = 5X6 = 30 = 3x6 II 3x6 11 30 = 7-0-0 88-0 15-0-0 7r.n i 1 9 a I 7-0-0 Plate Offsets (),Y)-- 12:0.0-12,Edge),[3:0-3-0,0-2-01,14:0-3-0,0-2-01,15:0-0-12,Edge] LOADING (psf) SPACING- 2-0-0 CS1, DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0,13 2-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Verl(TL) 0.28 2-8 663 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horc(TL) 0.06 5 n/a We BCDL 10.0 Code FBC2014/TP12007 Matnx) Weight: 62 lb FT = 204b LUMBER - TOP CHORD 20 SP No.1 'Except' 3-4: 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1281/0.4.0, 5=1281/0.4-0 Max Horz2=-77(LC 13) Max Uplilt2=-398(LC 8), 5=-398(LC 9) Max Grav2=1367(LC 15), 5=1367(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2476/665, 3-4=-2075/614, 4.5=-2476/665 BOT CHORD 2-8=-521/2154, 7-8=-516/2120, 5.7=-523/2156 WEBS 3-8=-183/865,4.7=•183/865 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=6.OpsF h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psl 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 100 lb uplilt at joint(s) except 01=1b) 2=398, 5=398. 7) Girder carries hip end with 7.0-0 end setback. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 8.8.0, and 715 lb down and 200 lb up at 7.0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3_ 60, 3-4— 133(F=-73), 4-6— 60, 2-8=-20, 7-8=-44(F=-24), 5-7=-20 Continued on Daae 2 Q WARNING - Vedly design paromefere and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M&7479 rev, IMMIS BEFORE USE Desigll vulkl for use urdy wnh Mnek9 culuwclws. 1Ws cleslgrt 6 Lxaecl oily urxrn i ulumelels sllowtl. ulxi h fw tsi kIdivkftxd btAd61g Cunlpumill. trot a truss system. Below use. Iho IxAkDV designor must vastly the olVIccd)llty of doslgn paroinetors and rxofxnly fncogxxote this dosign Into Iho ovorall 1xBding design. Bracing 8ylicated Is to lxavent t=Mlrtg of IrxllvldlxA truss web and/or chord members only. Atldllloral lemporary cnd parmanenl Mocing MiTek' is always tnxltdrod fot sk"llly aril to rxev(-nt collapse wllh pomUe persorxA hpry aryl properly dcunage For genetal gtddculce reWcft the IalxklotbrL stotoge. delivery. erection onct bracing of inlsses and Inns Systems, roeANSI/TPI I Quality Criteria, DSB-89 and SCSI Bulldlng Component 6904 Parke East Blvd. Safely Intormallon ovalic"a Irom Truss Plato Institute. 218 N. Lee SITeot, Sulto 312. Alexandria. VA 22314 Tornpa, FL 33610 Job Truss Truss Type y pl, T10546097 780289 R07 HlpTluae I'll tI 1,33"", Job Reference (optional) Builders Flrstbowce, r arripa, front t;ay. M1100 33555 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-513(F) 7=-513(F) WO S MpI I b LVle ml l ea lnOYalrlea. 111[. -ea Mpr v, l e w c-t og— ID:Zl7yacff3rgt5yObD EG6BuzOU16-y UTp3wcdlC m81 ET_619PMgjGccYgJ H E 661 BizIJ UY WARNING - Verr/y doWgn Paromefers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE CAGE M0.7073 rev. IaWW IS BEFORE USE Desl{ytvalKf1wthewily wllhMilek®cwuecluls.8Jsdesl{p1bb edwilyuWlrWlomelelsslwvm.aMKt61u1urhWividuclIxltfktpcumrwlwnl.rwl a him system. Belore use. the Ixldhlp doslgnel must vedly the appllcalAlly of dosIM 1>mamotels and Ixopwty hcwl>aato fhb design Into the overall blalng design Btoctng Indicated Is to prevent Ixsckling of hx Wual inns web and/or chord members only. Ac"llond ternpway, and permanent bwcing MiTek' It always reyuhed for staUtty anKJ to provenl collapse with possible personal In uy oral Ixopeny damage. For general gukknce regcnding the fabrication stwogo. delivery. eroctlwr and Maclng of trusses and In= systems. seeANSI/TPI I Quality Cdledo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. SdNy, Information avallaMe horn puss Plate Institute, 218 N. Leo Sheol. Srdte 312. Alezan drim VA 22314. Torrrpa. FL 33610 o russ ruSS ype ty Ply T10546098 T80289 1"Oe COMMON TRUSS 4 tI 1,3360110, Job Reference (optional) uumers rastsource. rarrpa. rram %;ny. muca 3360o r.e4o s Apr 19 zot o Mr I OR maustnes. Inc. weo Mar o1 11 4z:o4 zo1 r rags 1 ID:Zl7yacff3rgl5y0bDEG6Buz0U16-Lw2rw34YNxg3OlEO 1 id_hdvr 1 g_yH9VOTmrGjJzIJUX 1-0-0 7.10-0 15.8-0 1.0.0 7.10-0 7.10-0 Scale = 1:28 7 4x6 = 3x6 = 2x4 II 3x6 = 7.10-0 7.10-0 LOADING (psl) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.13 4-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.29 4-5 >636 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(fL) 0.02 4 We We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=615/Mechanical, 2=690/0-4.0 Max Horz2=93(LC 16) Max Upl1114=- 1 37(LC 13). 2=-172(LC 12) FORCES. (Ib) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-895/181, 3-4=-892/176 BOT CHORD 2-5=-95l703, 4.5=-95/703 WEBS 3-5=0/375 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511, Cat. II, Exp B; End, GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interior(1) zone, cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=137, 2=172. 7) 'Semi -rigid pitchbreaks with Ilxed 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' A WARNING - VIAIy doslgn paramafors and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE GAGE M67473 ray. 10113,W15 BEFORE USE Design valkl lor use ordy wllh Mnek®coruwclurs. &design 6 bxaed urdy c4xri Wrumeleu Jiuvmi. aid F, for can kxlivkluol IxiBcf;vj comporwnl, rwl a buss syslem. Before use, the bdtding designer must verily the cq)IAIcaIAlfy of deslgri "ameteis and property Incorpwrale Ihk design Into Ito ovewll tAAding design Bracing Indicated Is to prevent brcatng of IridNauui buss web and/or chord members only Addtlonal teinpaary and permanent bracing M!Tek' Is always required for sWblltly and to rrevenl collapse with posMle personal Injury and property danaye. For general guidance regadfiig the laty1catkrn, stoiclgo, delivery, erection and bracing of trusses and Inns syslems. seeANSI/TPlt CuaBly Criteria, DSB-89 and SCSI Building Component 6904 Pmke East Blvd. Safely Information avalic"o from Inns Plate bn0lute. 218 N. Lee Street. Suite 312. Alexarxlda. VA 22314. Torrpa, FL 33610 Job sass suss ype ty T10546099 T60289 1'.011) Hip Truss 1 1 1,336010" Job Reference(optional) Builders I-Irstbource. I erfre. vinni urry, Flonce 33S6b r aV s npr rV Cum Iwr ex Inousules, M. sa mar u r r I:qc — cV r r rays . ID:Z17yacff3rgf5yObDEG6Buz0Uf6-Lw2rw34YNxg3OI EO1 id_hdvslgylHzcOTmrGjJzfJUX r1-0-0I t-0 0 ••37I 329 30- 1- 0t--0 33.il0 5. 4.I 4-02.4 -0 5. 2.13 5-0 6. 00 F12 20 VI 3 2 1 0 3x8 = 6x8 = 400 = 2x4 II 8xI0 = 4x10 = 7x14 MT20HS = 6x8 = 30 = 2x4 II Scale = 1:53 5 20 G 8 o_ r3 9 1 jo 4x10 = I 7-0-0 i 12.4-9 + 17.7.7 I 23.0-0 + 30.0.0 7111n S-d-A 5.2.13 5.4-9 7.0.0 Plate Offsets (),Y)-- 12:0-9-8,0-1-91,14:0-4-0,0-1-151,17:0.4.0,0-4-41,19:0-5-0,0-1-71,112:0-1-8,0-3-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (hoc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.30 12-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.75 12-14 478 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.15 9 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 188 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except' 4- 7: 2x6 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 20 SP No 3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing. WEBS 1 Row at midpf 5.15 REACTIONS. ( lb/size) 2=2163/0.4.0, 9=2687/0.8-0 Max Harz2=76(LC 8) Max Uplift2=-420(LC 5), 9=-509(LC 4) FORCES. ( lb) - Max Comp /Max Ten - All forces 250 pb) or less except when shown TOP CHORD 2.3=-4339/914, 3-4=-4154/885, 4-5=-3763/822, 5-20=-6735/1446, 6-20=-6735/1446, 6- 7=-6740/1448, 7.8=-5342/1078, 8-9=-5510/1104 BOT CHORD 2-15=-814/3855, 14-15=-129215981, 13.14=•1292/5981, 13-21=-1292/5981, 12- 21=-1292/5981, 11-12=-881/4793, 9-11=-940/4899 WEBS 4.15>281/1621, 5.15= 2708/687, 5-14=-85/572, 5-12= 152/955, 6.12>747/322, 7- 12=-608/2373, 7-11=-64/741 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.0psf; h=25fl; Cat. 11; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; 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 psi bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=420, 9= 509. 8) ' Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 153 lb up at 23- 0-0, and 1102 lb down and 328 lb up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-_11 25 uonunuea on Daae z Q WARNING- VerW design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NO-7473 rov. 1GV3,W I S BEFORE USE Deslipi vulid loi tine only wllh tA1ek®coiuwclois. TW Uestgn o Ixned oily upon pwuriwlels slwwll. txxd is fur OI sxdrviduol lxiedkng cornpolwnl, Iwl a buss system Before use. the buikJng designer must verity the alVicab9ity, of design Ixaameters and properly 1 ncorporale N* design tnto the overall b9ding design. Bracing IrKkoted K to rxevent txidding of Individual lruis web and/of chord members only. Additional teml»u1ry and permanent Ixocfrtg MOW K always leagued for stability and to pevent collapse wllh possible personal Injiffy and properly damage. Rx general guidance tegaiding the fabrication storage. delivery, erection and bracing of tnissesand Iris systems seeANSI/MI Ouailly Criteria, DSB-89 and BCSI Bullding Component 6904 Parke East Blvd Safety Information available from Tnla Plate InstlRrie. 210 N Lee Sheet. Suite 312. Alexandria, VA 22314 Tempa. FL 33610 Job Truss Truss Type ty ply T10546099 T80299 ROD Hip Truss 110 11 1733601050JobReference(optional) uumers resraource, ramps, rram ,ny, movies aabboe r wv s P. ry cu rc mn erc mousmes, me eo mur v r r i +c.w cv i rvye c ID:Zl7yacft3rgt5yObDEG68uz0Uf6.Lw2rw34YNxg3OlEO/ id_hdvslgyjHzcOTmrGjJzfJUX LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.4=-60, 4.20— 60, 7-20=-133(F— 73), 7-10=-60, 2-21=-20, 11-21_ 45(F=-25), 9-11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 21=-1102(F) Q WARNWG - Verlry doWgn p4nm im end READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGEW7473 r v. ffLO3W IS BEFORE USE Destgr s vWkl fw uw w dy with kAilek®ew u wClors. lids deslgrt t. lxrtxl wdY ulxln rxnwrwlera sieve w w W b fw ar k K11vkk" Ixiidirrg CwnNwwnl. r K11 o truss system. Before use. the lAkIng designer must verify the q."ICatAlly, of design Mameters and roperty 1ncorpo4ate #%design Into the overall rAAd W design. Bracing Indicated Is to prevent buckling of Incilvidaol truss web aril/or chord members only. Addillon l temporary and pwmanont Mating WOW is always ee[srlred for skit -Ally and to prevent collapse wllh you le porsorxl In)ry and property dcanage. For general grlrknco regarding the fabrication, slwago, dolNety, weclion and bracing of trusses and inrss systems WeANSI/TPI I Quality Cdterta, OSS-69 and 9C$I Bu9dtrtg Component 6904 Perko East Blvd. safety Information avdlahle trwn Truss Plate tnslituto. 218 N Lee Sheol, SUto 312. AlexandAa, VA 22314. Tompa. FL 33610 Job T rUss russ Type ry T10546100 T80209 R10 HIP TRUSS 2 1 73360106t Job Reference (optional) Budders F96150UrCe. TOMPO, Ptant GOY. Fianda 33566 r."V ! APn IV ZV lO Mr r ex InOO5111e8, IM. Y 00 MOn VI r t:nz l eV I r rQua t ID:Zl7yacff3rgf5yObDEG6BuzOU16-p6cD8P588Eyv TSodbP8DEgS6d4JtOW zahObgGlzIJU W 6-6-6 I I 21-0-0 0 I 30-0-0 6.6.6.0r1-0I-02- 0 5-0 St0 666 4x6 = 3x8 = 4x6 = Scale a 1.53.5 3x8 = 30 = 3x8 = 3x6 = 3x6 = 2x4 II 21 0-0 I 30-0-0 0- 0.0 6-0-0 &0-0 9.0-0 Plate Offsets (xY)-- 12:0-2-8.0 1-81,(8:0-2-8,0-1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0,12 10-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(fL) -0.35 10-19 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(fL) 0.11 8 We rl/a BCDL 10.0 Code FBC2014/TP12007 Mainx-M) Weight: 148 lb FT = 20%9 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.8-15 oc purfins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.6.8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/slze) 2=1260/0-4.0, 8=1260/0-4-0 Max Horz 2=96(LC 16) Max Uplilt2=-242(LC 12), 8 242(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2046/450, 3.4_ 1832/427, 4.5=-1616/396, 5.6=•1616/396, 6.7=-1832J427, 7- 8=-2046/449 BOT CHORD 2-13=-334/1753, 12-13=-372/1944, 11.12=-372/1944, 10-11=-372/1944, 8-10=-314/1753 WEBS 4-13=-94/596, 5.13=-496/193, 5.10=-496/193, 6-10=-93/596 NOTES- ( 8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0pst 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 beating plate capable of withstanding 10D lb uplift at joint(s) except Qt=lb) 2=242, 8= 242. 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 WARNING • yorlly dodo- Perermloro end READ NOTES ON THIS AND INCLUDED NI7EK REFERANCE PAGE 011II67473 rov, 141920015 BEFORE USE Desfyn valid for ma urdy wllh M1uk0coruw Iuir ..11C tdeblgn b lxr ed ally upon paanelerS 511uwn. axt b Ica an lixflvkhrul btdtfung compowil. nut a buss system. Boloie use. the "ding designer must verily the cpplIcabilty of design Parameters aril properly Incogwrale this design Into the ove." butoding design. Bracing Indicated Is to prevent buciding of Individual truss web and/or chord members only. AddlW a temporary and pormanont I:oocbV MiTek' Is always required for slotAlry, and to rxevenl collapse wOh postblo personal"and properly danage. For guneral guidance regarding the Iadxkallm staaipo, delivery. mectlon and Ixa cI ng of trusses and truss systems. seeANSU`TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Sauey Information ovdlatAo from true Plate Institule, 218 N. too Street. Sulle 312, Alexandria. VA 22314. Tarnpa, FL 33610 Job ruse Truss Type ty ply T10546101 700289 Rtl HIP TRUSS 120 t1 1733601052JobReference(optional) Builders I•usl50urce, Iarnpa, Plant udy. 1-bnde 33666 7.640 S Apr le 2016 Mil OK InauSnrOO, InC WOO Mar Ol 11.4Z.05 2917 P099 1 I D:Zl7yacti3rgf 5yObDE G6BuzOUf6-HIAbL16pvY5ndcNp97fSm2_9yUaL13g1w4K NOBZIJU V r1-0-0, 7-6-0 11-0.0 19-0.0 22b•0 30-0-0 31-0.0 1-0-0 7.6-0 3.6-0 8.0.0 L 7-6-0 Scale - 153.5 10x10 MTISH 20 // 20 \\ 10x10 MTISH ZZ 30 = 4x6 = 3x4 = 3x6 G 3x6 F 10." +1-09 19.0.0 °-09 30-0-0 1n. n.n 1hn A.f1.n 1.f111 1fn.n.n r Plate Offsets (XY)-- 12:D-2-9,0-1-81,19:0-2-9,D-1-81 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.54 11-13 672 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 1.00 Verl(TL) 1.14 11-13 316 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.08 9 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matnx-M) Weight: 136 lb FT = 20% LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 4-7: 2x6 SP No.2 BOT CHORD 2x4 SP N0.2'Except' 2-12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0.4.0, 9=1260/0.4.0 Max Horz2=113(LC 12) Max Upl1112=-264(LC 12), 9=-264(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1902/399, 3-4=-1701/391. 4.5=-1531/376, 5-6=-1337/375, 6-7=-1531/376, 7.8=-1701/392, 8.9=-1902/399 BOT CHORD 2-13=-294/1596, 13-20=-189/1337, 12.20=-189/1337, 12-21=-189/1337, 11.21=-189/1337, 9-11=-256/1595 WEBS 5-13=-86/432,6-11=-88/428 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cal. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; 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 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed lot 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 "it fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=264, 9=264. 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.' A WARNING - Vad y design penmdrers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE NO-7473 rev. I&NW1S BEFORE USE DtOLvicalklfurtaeordywtlhtAlek®conitet:lons Tit. desifjv)4L wdoldyupunlxaanelersJWVAI,and4foranlxlrviduolIAA(rUVjcomtwlwill.1KI a etas system. Before use. the b ullung designer must vertly the g)plicalwlty of deslfyt paamelers and properly Incogwrato thk deslfln Into the overdl blDaing design. Bracing bxkoled Is to prevent buclding of IndNldutn Ituss web and/or chord members only. A "llonal temporaryand permanent Macbng MiTek' Is always iwAudned for stability and to prevent collapse with possible personal blpny anxJ properly danage. For general guidance regordng the labricallonl. storage, delivery. erection and bracing of Inusses and tR= systems seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 PorkO East Blvd Safely Information avdlable from truss Plate InslIf le. 218 N Lee Street, Sulle 312, Alexarxlrkx VA 22314 Tompa. FL 33610 Job Truss Truss Type ty Ply T10546102 780289 R72 HIP TRUSS 112, 11 1,336"" Job Reference tional Builders FasIbOurce. lompa. Plant Goy. Florian 33b6b vow s npr re zvrb mnex mousmee, me woo mar yr r r•cw evi a rage r I D: Zl7yacf f3rgf 5yObD EG6Bt1z0U16-H IAbL16pvY5ndcNp971Srn2__BZUax[2ajw4KNoBzIJ U V at-0-0 7-6-0 + 13-0-0 17-0.0 22.6-0 i 30-0-0 1-o-0l 7.6.0 5.6-0 4 0 56-0 7.6-0 1-0-0, Scale = 1:53.5 3x6 3x6 // 3x6 \\ 3116 3x6 O 3x4 = 4x6 = 30 = 3x6 10-0-0 1 13-0-0 I 17 0 + 20-0-0 30-0-0 r lrl.nll :t.n-n d11.0 3.60 10-0-0 Plate Offsets (KY)-- 12:0.2-9,0.1-81,14:0-3-0,Edge], 17:0-3-0,Edgel.19:0-2-9,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,89 Vert(LL) -0.45 11-13 >808 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 V@rt(TL) -0.90 11-13 >399 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 9 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 133 lb FT = 2005 LUMBER - TOP CHORD 2x4 SP No.2'Except' 4.7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 *Except' 2.12: 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1260/0-4-0, 9=1260/0-4-0 Max Horz2=-134(LC 17) Max Uplill2=-284(LC 12), 9— 284(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc purllns. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1978/409, 3.4=-1750/397, 4.5=-1504/390, 5-6=-1200/357, 6-7=-1504/390, 7.8=-1750/397, 8.9=-1977/410 BOT CHORD 2-13=-382/1679, 13-20— 132/1200, 12-20=-132/1200, 12-21=-132/1200, 11-21=-132/1200, 9-11=-266/1679 WEBS 8.11=-341/293,3.13— 341/293,5-13=-149/610,6-11=-150/606 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=284, 9=284 7) 'Semi -rigid pltchbreaks with lixed heels' Member end lixily 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.' A WARNING- Verily do0gn Peremotore and READ NOTES ON THIS AND INCLUDED ANTEK REFERANCE PAGE M067473 rev. I MMIS BEFORE USE Dnsilyr valkd to; t e oily wflh Mrok0 curowclom Drk, desilal 6lxx,eU arty u&xm txaunelera alwvm. and b tun in bxAvkAxal tAAdblU cwntwrwnl. roil o truss system. Before use. Iho building designs must verlfy the cfxAi :aIAlty of design Parameters and propulrly tncalx(roto INs design Into the oveldl building design. ®acing Indicated Is to prevent buclding of Individual toss web and/a chord members only. aAdditionallompary and fxtrmanent Macing MOW Is always reyudred to stWAtty and to prevent collapse with possOle personal bYuy and propedy, clmnalge. ra general guidance rega dig the kltxlcatbn storage. delivery. erection and txaclrlg of Inlssesand truss systems, seeANSUTPII Quality Criteria. DSO-89 and BCSI Building Component 6904 Porke East Blvd Solely Information avalk"o from loss Rate trutlMe. 218 N Lee Street. Suite 312. Alexauxdrka VA 22314. Tempo. FL 33610 Job T russ Truss Type 0ry Ply T10546103 T80289 R13 COMMON TRUSS 8 tI 1733601054JobReference (optional) ttudaers Fusibource. I ompo, Mom Goy. Ylonoo 33566 r WIV 6 APr IV ZV1 b Mir OK inousums. Inc. woo Mar V l 11 1Z.Vr Zvi r rage 1 1 D:Zl7yacf f3rgf SyObDEG6BtaOUf6-IVkzZ56RfsDeFmyllgAltJ FXNdtw2U Uf89k4wKezfJ U U 1.0.0+ 7.6-0 15.0-0 I 22.6.0 30-D-0 3I.OA 1 O 7.6-0 7-6-0 7-"7-"1-0-0 4x6 = 6.00 12 Scale - VS3.3 IY 0 3x4 = 06 = 3x4 = 3x6 = 3x6 = 1 10-" + 20-0-0 I --- 30 0 -- lnnsn 10.11o 10.0.n Plate Offsets (X,Y)-- f2:0-2-8,0-1-81,13:0-4-0,0-3-01,15:0-4-0,0.3-01,16:0-2-4.0.1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,81 Vert(LL) 0.40 8-10 897 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 6 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 137 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 2- 9: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1260/0-4-0, 6=1260/0-4-0 Max Horz 2=- 1 53(LC 13) Max Upli112_ 299(LC 12), 6=-299(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. ( Ib) - Max. Comp /Max. Ten. - All lorces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2042/462, 3-4=-1800/445, 4-5=-1799/446, 5-6=-2041/463 BOT CHORD 2-10= 453/1750, 10-17=-157/1150, 9-17— 157/1150, 9.18=-157/1150, 8.18=-157/1150, 6. 8=-302/1749 WEBS 4-8=-193/697, 5.8=-435/337, 4-10— 192l702, 3-10=-435/337 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B, Encl., GCpi=0.18; MW FRS (envelope) gable and zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 2=299, 6= 299. 6) " Semi -rigid pitchbreaks with fixed heels" Member end lixity model was used in the analysis and design of this truss. 7) * This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily doOgn paramatem and READ NOTES ON THIS AND INCLUDED M/EK REFERANCE PAGE MD-7473 rev. 1011MIS BEFORE USE Dv* j n vdkt foI use oily with MITek® cols wclom lids tleskyn Is I1t wU oily upon pxanelels 7llown, uI1U b IoI an hxLvkhtul Im" vj com{wr wnl. Iwl a htas system. Belero use. the IxAldtng designer must verity the ctgwcaiAlty of de*p poianolers and propody Incogwlate Ih6 design Into the oveldl bu lding doslgn. ®och,g htdlCaled Is to pevenl buckltrng of hldNkluol Mm web and/or chord members only. AddlloW lemperay and Ixtrrnanont txacbng M iTek' 6 always reQukod ter s1c"lty and to prevent collapse with poS ie persond Injury tund prop*dy danage. For general guickme negaudng ale Iclntcalkxl. slerage, delivery, erection and lxcic.ftof Innses and Inns syslems. seeANSI/7PI I Cua9ty Criteria, DSB-89 and SCSI Building Component 6904 Perks East Blvd Safety Information ovdlabre hom hus Plato Isstlhle, 218 N. Lee Sheet, Suite 312. Alexancift VA 22314. Tampa. FL 33610 Job russ type city ply T10546tM TBO289 A14 J. rush SpociolTruss 1 1 1133601055JobReference (optional) Beddata Fasibo0rCe. lamps. Flent Goy. Flonan 3356E r o•v a npr tv cvty wetea mvuavwa, i-. wev mat vi i t.•c.vv cv; 1 D: Zl7yacf f3rgl5yObD EG6BuzOUf6-DhIMmR7309LUswXCGY hwsT4VK H H kDnRONOpUt4zfJ UT rt 001 38-0 i 7-0-0 13.10-0 20.80 21.10.9 253-5 30-0-0 31-0-0 1_ -0 36 3.6-0 6.10.0 6.10-0 ' 1.2-0 3.5-5 4.8.11 '1-PO' 5x6 = 30 = 4x6 11 6x8 = 7 400 = 6x8 = 7x10 = exe = 6x8 = 3x8 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 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' 4-6: 2x6 SP No.2 BOT CHORD 2x6 SP N0.2 'Except' 2-12: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' 7.11,5.14,E-13: 2x4 SP N0.2 Scale = 1:54.4 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TC 1.00 Veri(LL) 0.32 13 >999 240 MT20 244/190 BC 0.94 Vert(TL) -0.78 13 >464 180 WB 0.91 Horz(TL) 0.17 9 n/a n1a Matrix-M) Weight: 185 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-2-2 oc bracing. WEBS 1 Row atmidpt 5.14 REACTIONS. (lb/size) 2=2746/0.4-0, 9=2172/0-4.0 Max Horz 2=-87(LC t 3) Max Upllft2=-675(LC 8), 9= 447(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5702/1377, 3.4_ 5552/1294, 4-19=-4870/1182, 5.19=-4874/1182, 5-6=-7061/1762, 6-7=-4053/972, 7.8=-4130/970, 8-9=-4338/997 BOT CHORD 2.14=•1251/5060, 14-20=-1676f7058, 13.20- 1676/7058, 12-13=-1056/4680, 11 - 1 2=- 1056/4680, 9-11- 839/3850 WEBS 4-14=-337/1944, 7.11=•799/3384, 6-11=-3199/881, 5.14=-2433/707, 5-13=-21/453, 6-13- 695/2760 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25fl; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl 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 100lb uplift at joint(s) except 01=lb) 2=675, 9=447. 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) 513 lb down and 153 lb up at 7-0-0, and 1326 lb down and 394 lb up at 13.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Daae 2 A WARNING - Vaiy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIF7473 rov. 18113 OIS BEFORE USE DWgit vdkl for the unly Will MllekO t:unttw:las. Bds design b txs ed unly upun putanelers alwwn. axl is la at Wividuol txr&9ng ctxnlxxtenl, rwl a him system. Botoie use. the Ixildnp designoi must verilythe arplIcaty, of design lxxamefels and IxoWly Inca1wr010 this design Into the oveldl buiding design. Bracing Indicolod Is to bucktlrld of hWNklucd truss web and/or chord members only. Addllond lemporary, and mimcmnl txaclog WOWprovenl Is dways recpAed lot stability and to proven) collcl:w with possible porsond inlay and property damage. Fa generd guldo nce reWdhg aw 6904 Poike East Blvd. Idxicatkxn. stofcW. delivery. election and bracing of Inissos and miss systems seeANSVIPII Quality criteria, DSB-89 and SCSI Bultding Component Tampa, FL 33610safetyInformationovalic"o from hus Plalo Inslltulo, 218 N. trio Street. Sidle 312. Alexandria VA 22314. Job runs Truss Type ry P1, TIOS46104 780269 Rt4 Special Truss t 1"M", Job Reference Donal awrosn rssrsource. I ampere. rtant "y, rrorwre cr unit. r ono s rtpr le zvto Mn es rnousvrss. Inc. woo rywr vi r C•z.ve eve r rags z I D:Zl7yacf f3rgf SyObD EG6BuzOUf 6-Dhl MmR7309LUswXCGYhwsT4VKHHkDnRONOpUt4zfJ UT LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert- 1.4_ 60, 4-19= 133(F=-73), 6.19= 60, 6-7=-60, 7-10=-60, 2-14= 20, 14-20=-45(F=-25), 9-20=-20 Concentrated Loads (lb) Vert: 14=-513(F) 13— 1326(F) WARNING - Verify der/pn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE CAGE U67473 rov, IOC MIS BEFORE USE Dusllpt valid for tau only vnih Miluk®comwelws. TIYs dustgn 6Ixx and oily utxxn txaarwlen stnawm and Is foe an bxAvidlud txrldhng corntxHwnl, awl a Dim systern. Belau tree. the Ixildlnp cktsignor must verity, tho gtpticattllty of desltpt txiia eeters and Prol>wly Incorixrato U* doslon Into the ovotcll txddng design. Baerng Indicated Is to provont t uciaing of Iadv ucd InAT web and/or chord members only. Atldtlonal tomMory, aid permanent Mating MiTek' is alwoys reeglted far stdAlly orxd to prevent cotiopse wllh possR)lu personal Inpay and property danage. nor gonoral gtida,ce regadrg the lalxicallon, storage. delivery, erection and Mackng of trusses and Inns systems seeANSI/TPIt Quality Criteria, DSO-69 and BCSI Building Component 6904 Peeks Ease Blvd Solely information available ham Truss Plate institute. 218 N. lee Street. Stile 312. Alexandria. VA 22314 Tompo. FL 33610 Job runs ruse ype ty Ply 710546105 TB0269 R15 Hip Truss 1 tI 17336DIO56JobReference (optional) aurroeD rr65aurce. r ompa. rani cay. i-wica 44mo f."V a MPr Ie "Io Nat ea laaasaree. inu . ev Nor v e , -c:vo 4- r rage i I D:Zl7yacf f3rgf SyObD EG6BuzOU16-DhIMm R7309L UswXCGYhwsT4 VXH HE DxOONOpUt4zfJUT 1-0-0 7.0-0 9.4-0 16.4-0 1-0-0 7-0.0 2-4-0 1 7-0-0 Scale = 1:29.0 5x6 = 5x6 = n to 3x6 = 3x6 11 30 = 3x6 II Us = 7-0-0 9.4-0 1 16.4-0 7 rin 2 d-0 _ _ _ _ _ 7-0-0 Plate Offsets (X,Y)-- 13:0.3.0,0.2-01,14:0.3.0,0.2.01 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Veri(LL) 0.17 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.34 5-6 561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horc(TL) 0.07 5 We n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 63 lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3-4: 2x4 SP No.2 SOT CHORD 20 SP No.2 W EBS 20 SP No.3 REACTIONS. (Ib/size) 5=1268/Mechanical, 2=1351/0-4-0 Max Horz 2=85(LC 12) Max Upllll5=-380(LC 9), 2=-418(LC 8) Max Grav5=1368(LC 16), 2=1434(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-2626/709, 3-4=-2207/653, 4.5=-2615/702 BOT CHORD 2-8=-565/2278, 7.8=-560/2243, 6.7=-560/2243, 5.6=-567/2279 WEBS 3-8=-175/886,4-6=-169/873 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; 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 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplilt at joint(s) except 011=1b) 5=380, 2=418. 8) Girder carries hip end with 7.0.0 end setback 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 715 lb down and 200 lb up at 9-4-0, and 715 lb down and 200 lb up at 7-0-0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-3=-60, 3-4=-133(F=-73), 4.5=-60, 2.8= •20, 6-8=-44(F=-24), 5-6=-20 Gontinued on DaUG 2 A WARNING . Verfly design pwameters and READ NOTES ON THIS ANO MCLUDED Nr7EK REFERANCE PAGE N&7473 rev. 111101)"V IS BEFORE USE DkNipr vulid lw tree only vvllh MllekO con anclws. av desf{pr b txtsed or rly upon lxxawnelers NWvm. ax1 b for ar hxlivltk" txddhvj canpurwnl. not a hus system. Belore use. the IxNdW* designor must verify the ofxAIcal)1IIy of design pmametws and Ixolxarly tncogxxolo 11%des$gn Into tho overall IxBdh g doslgn. Bracing Inclicalod K to fxevent buciding of IndNklual truss web and/or chord members only. AdrLOorxd lemfwrary and Ixtrrnanent bracbV WOW Is always requbod for stabtilty and to povent collapse wllh post Ae personal Inpay and porxxly danage For general guickme regarding the lcnxk'-atbn. storoge, delNery. ereclion mil broclrti of Inmes and Inns systems. seeANSI/iP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Perks East Blvd. safety Information avallablo horn Iris Plate Institute, 218 N. tee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type T10546105 T80289 R15 Hip Truss 10ty1 1 Job ReferJobReference(optional) ausoersHrsrsource. rarrpa. rrrmvay,i-wmaaaaoo ..—.e F' , . — v ..e ... w..w...—..e,...I ..... I D: Zl7yacf t3rgt5yObD EG6BuzOU16-DhIMmR7309LUswXCGYhwsT4 VXH HE DxOONOpUt4zIJUT LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-513(F) 6— 513(F) Q WARNING- VOW dadlin parrrrorere and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE U94079 rev, fOO.iVld IS BEFORE USE Deskyi vdkJ lur use o dy wlllr Milek®ceruneclurs. 11nF; deskp n t lxs+rd erdY upxlr n paarnelers slwvn r. tsxl h fur as n 6xJivkluul txda9rng eumpwr rinl. rrol a h1m system. Below use. the Ixldng designer must verily tho apolcal7i9y of design Ixraneters ax1 proi>wly Incortwralo n* doslgn Into We overall Faking design. Bracing Indicated Is to bmMing of IndlAdual miss web and/or chord members c"y. Additional temporary and permanent bracing WOWprevent 6 always roc"ed for ska110y aril to prevent collapse with powltile parsorvl hW aril property damage. For general guklance regarding the 69D4 Porke Eat Blvd. labk:albn, storage. delivery, erectkxn anal txalcing of inmes anal inrss systems, seeANSI/1PI I Quality C9terlo. DSB-89 and BCSI Bultding Component Tompa. FL 3361DSafelyInlormolbnovalrfitefrombussRatehlstlMo. 218 N. toe Shawl. Suite 312. Alexandra. VA 22314. Job russ Truss Type ry y T10546106 T80289 1'.FOI Flol Truss t f17336DIO572Reference(optional) uumers hutlSource. l enpa, vier" idly, hrattae 4sbtoto .nv . r V. I. cv ro -,.. u. . v i v . yo . ID: Zl7yactt3rgl5yObDEG6&u0Uf6•itrk_nShBTTLU36OgFD90gcgnhiOyMU9c2Z t PWzIJUS 2.1.. 4..+ I t81-012 f1-12 lt•2•tt 73.-01OS-9.3 2.11122 28d 2-6-8 .5.7 2. 6.8 Scale = 1:31 5 THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. 3x4 = 3x4 = 3x4 = 5 6 7 19 8 20 9 15 t4 3x4 = 3x4 = 3x4 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL 2•t-12 4-1.12 6-0-0 6-1 12 11.2-11 13 2-11 18-4.10 1815-7 9.tuh + ,-,Qa O..'12 5-0.15 I z-0- 0 I5.1- 15 Plate Offsets () ,Y)-- 114:0-1-12 0-1-81 LOADING(psf) SPACING- 2.0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.06 12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert( L) 0.15 12 983 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.04 11 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 164 lb FT = 20°L LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. All bearings 6-0-0 except Qt=length) 11=0-4-2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 1 1=-17$(LC 4) Max Grav All reactions 2501b or less at joint(s) 18 except 11=1475(LC 1), 17=972(LC 1), 16=372(LC 1), 14=2771(LC 1). 14=2771(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. • All forces 250 (lb) or less except when shown. TOP CHORD 6- 7=-4442/266, 7.19=-4442/266, 8-19=-4442/266, 8-20=-4442/266, 9-20=-4442/266 BOT CHORD 13. 14=-75/2838, 12-13=-266/4442, 11.12=-304/2529 WEBS 2-17=- 831/0, 3-16=-458/0, 4.14=•985/0, 8-12=-1008/97, 7.13>814/71, 6-13=-218/1825, 6-14=-3346/ 80, 9.12=0/2175, 9-11=-2808/342 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows: 20 - t row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=15fh Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSUTPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 20 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 pst bottom chord live load nonconcurent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsl 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 251 lb up at 13-7-0 on top chord. The designtselection of such connection device(s) is the responsibility of others. 13) 'This manufactured product is designed as an individual building component. The suitability and use 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 Loonnnuea on page z Q WARNING • Verily deNBn perurmtere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. I&MW IS BEFORE USE Deskpl valid too the ortty with MlakS coruwclurs. 111h deskph Is bowd 019Y ulxhrl lxuartleleu allowrl. (n)d Is (us (n bxlivlduul "Luny comWrwrtl. Ihul a truss systern. Before Lw. the b(dldblg designer must verity the alx(lca!Ally of design barometers and Ixol:oily W(xl)otato this design Into the overall blldblg design. Bracing Indicated Is to bucMing of Individual Huss web and/or chord members only. Addlllonal lemlxxLny and pormanent bracing MiTek' prevent Is alwaysrequired lot stab011y and to prevent collalxe with possMo poisornd bhk4y and proparty dunnage. For genetal guddanco regadblg the 6904 Parks East Blvd. fabkallon, storage, delivery. erection and baebhg of inmas and miss systems soeANSt/TPI1 Quality Criteria, DSB-89 and I1CSI Bullding Component Tor"pa, FL 33610 Solely Information ovallabletomhubsRateInstitute, 218 N. Lee Slreal, Sulto 312. Alexandria. VA 74314. Job Truss Truss Type ty y T10546106 T80289 RF01 Fiat Truss 1 n jJ73o360'9015e7bLRrence(optional) Isuaaers 1•aa150URe. romps. Viem tray, rwrioe 33S6e LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vela: 1-19=-330(F=-96),19-20=-156(F=-96),10-20=-60, 11-18=-20 Concentrated Loads (lb) Vert: 20— 845 r o.v a atpr iv evro me,ex mausmea. Inc. urea mar yr r r +4— zvr i aye c ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-Itrk nShBTTLU36OgFD90gcgnNOyMU9c2Z1PWzfJUS Q WARNING - Verify do4/gn Penmorere and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MO-7473 rev. 1003MI S BEFORE USE. Design vulid for tnse ondy vAlh Milek® cwvwa:lura. 1lds design 6Ixzwd only ufxxt puiumelens shuvan. and F for au kdivkluul txAdfrag comiwrwnl. nwl a truss system. Bofoie use. the txlldlng deslgnei must verity the aI)allcafAlty of design Panametets and pnope'ly Incorporale it* design Into Iho ovendl buYdnlg design. ®ackV Indicated Is to prevent bucidintg of IndNWual Iruss web and/or chord membens only. Additional temporary, and wmanenl bracing M iTek' Is always reci lied lot slublilly and to prevent colt af:Ae with pow"e person ul Injury aid properly darnaage. For general guidance regaidtiV the fabnkalbry slaage. delivery. enectlonord lxaclrV of tnisseiand Inasssystems. seeANSUTPll Quality Crilerlo. DSB-89 and BCSI Building Component 6904 Porke EaM Blvd. Safely Information ovdkahle bon Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria VA 22314 Tempo. FL 33610 Job I russ TrUSS Type 0ty Ply T10546107 T80289 RF02 Heti Hip Truss 1 eI 1733601059JobReference(optional) aurraere FrrirSeurce, rarrpe. vier" G"y. 1-I0nua 33>Ce r."V a npr aps , ID:Zl7yacff3rg15y0bDEG6BuzOUf6-A4 P6B79JynbC6Dha0zk0xu9m50VNbJnlbxzzlJUR 1-0-0 7-" 10d-0 13-e-0 15-10.7 112.10 20.8.9 r 1.0-0 I 7-0-0 3-4-0340 2-2.7 1 2.4.3 T 2.5-15 ' 10x10 MT18H = THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. 3x8 = 2x4 II Scale = 1:38.1 US = 3x4 = 34 = 3x4 = 3x6 = 2x4 11 3x8 = 2x4 If 3x4 = Q•4-0 7-0-0 5 10.4-0 13 + .8-0 1 15.10.8-2.10 I 20•e•8 I d 611.0 a. 7r4-1d-1s 2.11.1 3-d-0 2-2-77 12. 4-3 2.5-15 Plate Offsets (),Y)-- 12:0.0.1,0.3.01.f4.0.8.0,0.2-81,112:0-3.8,0-1-81 LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.67 Vert(LL) 0.07 13-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) 0.20 13-14 795 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr NO W S 0,74 Hors( L) 0.02 17 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 113 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except' TOP CHORD 1. 4: 20 SP SS BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 20 SP No.3 SLIDER Left 20 SP No.2 3.7-5 REACTIONS. ( Ib/size) 11=1469/0.4.15, 2=-525/0.8.0, 17=2571/0.11-5 Max Horz 2=291(LC 8) Max Uplilt2=-742(LC 20), 17=-55(LC 5) Max Grav 1 1=1492(LC 15), 17=2571(LC 1) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1868, 3-4--0/1897, 4-5=0/1689, 7-14=0/453, 7-18=-1232/41, 18-19=-1218/39, 8- 19=-1213/45, 8-20=-1711/0, 9-20=-1711/0, 9-21=-1711/0, 10.21— 1711/0, 10. 11=• 1495/0 BOT CHORD 2.17=-1645/0, 16.17_ 554/0, 15.16=-34/1073, 14-15=-34/1073, 13-14=0/1711, 12- 13=0/1711 WEBS 4.17=-1167/110, 5-17=-1699/3, 5-16--0/657, 5.7=0/697, 7.16_ 1726/0,8-14=-625/0, 9- 12=-807/0, 10-12=0/1944 Structural wood sheathing directly applied or 4-1-15 oc pudins, except end verticals. Rigid ceiling directly applied or 4.4.7 oc bracing. NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsl; h=15ft; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; 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 psi bottom chord live load noreconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at joint 2 and 55 lb uplift at joint 17. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads). The design/selection of such connection device(s) is the responsibility of others. 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 Continued on Daae 2 A WARNING • Vwfry design panmetem and READ NOTES ON THIS AND INCLUDED MOEK REFERANCE PAGE M&7473 rov. 1OD MIS BEFORE USE DtWge% vdklfoemaoily wllhMiluk®connectors ltt.desl{xiisUsse only urwnlxnwnelersslwmi,undLfor aibxllvkfua01xrk16pcwnweeeil.rwl a hum system. Before use. the Ixfidhg designer must verity th0 alaxkabtlly of dostWe patamelees and prorxnly hcorporate this design Into the overall Wdi ng doslgn. Bracing Indicated Is to prevent buckling of frecllvldual inns web and/or chord members only Additional lernpoeary and permanent btacbng WOW Is always rogdred lot stability and to prevent collapse with pos9Ae peisaxsl InA and properly dumagu. For general guidance rogaalreg the ketrk:olkrL storage. delivery. eteetkrn arxl tracing of messes and insss systems socANSI/IPl1 Quality Crlterlo, DSB-89 and SCSI Building Component 6904 Peeks, Ease Blvd. Salety IMormation available horn buss Plate institute, 210 N. Lee Street, Sulto 312. Alexandria. VA 22314. Tempe, FL 33610 Job russ ruse Type y Ply T10546107 T80289 RF02 HallHip Truss 1 11 1733601058JobReference (optional) OUDGM t-rrstxurca. romps. ram wy, rronoo s,feee LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert 1.4_ 60,4.6=-60,7.10=-156,2-11=-20 Concentrated Loads (lb) Vert: 10=-347 18=-200 19=-134 20= 193 21=-266 r.o+v s npr iv evio mnoa rnoumnss. rrrc. woo mar yr r r.+c ry cvr r royo z ID:Zl7yacff3rglSyObDEG6BuzOU16-A4 P6B79JyrtbC6DhaOzkOxugwx50V1ybJrilblazfJUR Q WARNING - Verffy dodgn panmoforr, and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M67473 my. 10UMIS BEFORE USE Ded{vr vtdid fa t e orgy wllh Mllek® cur uwclurs. Tlrb design b bvwd orgy upwn fxaanelers showm. esnd Is for an Ox1lvidt" txAdhng comporwnr. rwt o hnm system. Belote use. the IxAk&Q designer must verily the clplAlccdllly of design I aoneters and popetly Oncatwrole Ihh design Into the overdl tnDcdng design. Bracing Ondkated Is to prevent bucM g of kxiWucd Intl web and/or chord memtxm orgy. AddlkuxD temporay, and permanenl tracing MiTek' Is ahwm required for stability and to prevent collapse wllh posdtle prnsoncd frVray and property damage. For general guidance regadfrng the IcAxIcaibn storage, delivery, eroCtlon and bracing of muses and tnts systems soeANSIMI1 Cuaily Criteria. DSB-89 and SCSI Bulldfrng Compondnt 6904 Parka East Blvd Safety Information ovallaMe from Truss Plate Institute. 218 N. Leo Street. Suite 312. Adexaridit VA 22314 Tampa. FL 33610 Job rush Truss Type oty Ply Tt0546108 T00289 Vol VALLEY TRUSS 3 1 7336010591JobReference(optional) Builders FnslSource. Tampa. Plant Cay, Flondo 33566 7.540 a Apr 19 Z016 Me a eK mausueee, enc. Wed Moe u1 11.4Z:1v Za1 r rage 1 I D: Zl7yacf f3rgl5yObDEG6BuzOUf6-A4 P6B79JynbC6DhaOzkOxu9315AzhuCJrilbxzzlJUR 2-0.0 e 2-" 20 i 2 0 Scale a 1:7.9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) -0.01 3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=54/1-10-0, 2=55/Mechanical Max Harz 1=30(LC 12) Max Upliftl=-9(LC 12), 2=-24(LC 12) FORCES. (Ib) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251h Cat. 11; Exp B, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed tot a 10.0 psi 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 lit 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 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6) "Semi -rigid plichbreaks 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 budding component. The suitability and use 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 - verry dodpn pwameren and READ N07ES ON 7NIS AND INCLUDED N7fEK REFERANCE CAGE NO.7473 rev. 10003W IS BEFORE USE Dustgel valid for used ordy wllh MilukOconive :lum this: duagli 6 W eel drily upon rxletxnelurs SJwvA1. Grief is fur u1 bxfivxAxJ bukikrg cwnpuetanl, evil o truss systorn. Before use. the 1AAdhg deslpnee must verily the alAlllccd-Aity of design p®anlelers and Ixolwely incorixxate this design Into the overall building design. Bracing trldacatod is to buckling of 01dNldud truss wob and/or clad members only. Additional lern wraey antl permanent brackV WOWIxeverel is always iWuluked for sloblilly and to rxevenl collapse with posstAe personal it*" and property damage. For general guidance iega eding the 6904 Parke Easel Blvd. fatlrlcallm storage. delivem erection and ixacing of Inrsses and Inns systems. secANSUTPII CuaBly Cdterlo, DSB-89 and BCSI Building Component Tanga. FL 33610SceneryInformationavaBablefromtrussRatetr<18Me, 210 N. Lee Street, SJIe 312, Aloxandrem VA 22314 Job Truss Truss Type 0ry T10546109 T8028e V02 VALLEY TRUSS 3 t 1.,336010, Job Reference (optional) Rudders iasl5ource. 1 arrva. vard Guy. Honda 33556 i.54u s Apr iv zvt6 MU ex inausores. Inc. woo mar vi i i:4z-i i evi i rags 1 ID:D7yaclf3rgt5yObDEG68uzOU16•eGzUOSAxf4j31NGmxgFdT5hEOV WzOLIS4M28TPzIJUO 2-11.1 4-0.0 2.11.1 1-0.15 20 r- 2x4 11 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(I-Q 0.00 3 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 rVr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=71/3.11.8, 5=198/3-11-8 Max Horz 1=71(LC 12) Max Uplilt5=-76(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone, cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl 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 76 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product Is designed as an Individual building component. The suitability and use 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- VWfy doslgn p4M halm and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MO7473 rov. 1003W I S BEFORE USE DwAjl vulkf fw use wly vAlli MllekCl cwnwciws, a,k deslglt t txswd wJy upwi bwwneleis sJwvm. aW b too ui bvJlvkAxtl Ixiauling cwnfwrwnl. rx I o truss system. Before use. the txDdng de*lnel must vedty Iho c11:111IcaIAlty of design barometers and Ixopoity Incorporate Ills design Into Rio ove , IxifUrtg design. BOc ing htdlcolod o to prevent txucldfrtg of IncliMual tam web arW/oi chord members ordy. Additional temporary aW permanent Ixacing WOW 6 alwOys re(lrbed Ica sk"ly aW to prevent collcvse wllh possMo persorxl hi1W arW property cJmnage Fa geneicl gulclatce iW-sc9ny lho IOW icolbn, storoge. dollvery. erection aril broclnrj of Iftaws and truss systems. seeANSI/TPl1 Quality Criteria, D$0-09 and SCSI Sullding Component 6904 Parke East Blvd. Safely Information avallct:Iie from Truss Plate institute. 218 N. Leo Sheet. Suite 312. Alexa drk% VA 22314. Tompa. FL 33610 Job russ runs Type ry Ply T10546110 T60269 V03 VelNy Truaa 1 tI 1,336010,1 Job Reference(optional) auraere FrrtlSource, rampa, ram Gay, rgnoo &ibtt, IA v a Apr iv ZvrC rva Ores mVaalrraa, rrro. rveo mar yr r r.z:, r Zvr / rvys ID:D7yacf13rgf 5yObDEG6BuzOU16-eGzUOSAx14f3jNGmxgFdT5hFnV VpOLSS4M2BTPziJUO 2-0.0 4-" r 2.0.0 2-" 20 i U4 = 3.11A 2x4 Scale a 1:7.8 I O Plate Offsets MY)-- 12:0.2-O,Edgel LOADING (pst) SPACING- 2-0.0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rn/a Na BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 10 lb FT = 20°e LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. (lb/size) 1=110/3-11-0, 3=110/3-11-0 Max Harz 1=13(LC 12) Max Upliltl=-24(LC 12), 3=-24(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.OpsF h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord beanng. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint 1 and 24 lb uplilt at joint 3. 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.' A WARNWO - Vorlry dedpn parameter, and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M67473 rov. I&MMI5 BEFORE USE Design vulld for ti a Orgy wilh Mf1ek0 coo wcluis, llgs dtrJkp % D Ixnad Or dy upon "atnnelan. siowrr, taxi b lot tat bvSivM tKr1 txAklknv coinixx viO, i cal a truss system.Before e. Iho building designer must verily the applllccd)llN of designpacimelers and property kncorpxxalo this design Into the overall txAding design. aacfng Indicated Is to prevent buckling of IndlM xJ truss web and/of chord members orgy. Addtlorral temporary and permanent txackng WOW Is always ietaired for stablilty and to prevent collapse wllh pos Ao personal "axl property damage. For general grddance regarding Ito Icirlcallon, storage, delivery. eroctkrn and bating of trios and inns systems. soeANS1frPI I Cualily Criteria, DSB-89 and IICSI Bullding Component 6904 Parke East Blvd. Safety Information avolic"o mom truss Rate I nsllMe. 218 N Lee Street, Suite 312. AlexarKift VA 22314. Tampa. FL 33610 Job I ruse ruse ype ty ply T10546111 T80269 VO4 Valloy Trusa t 1I 1733601062JobReference(optional) tlurraors I-rratbource, IamPe. vionl Goy, Fiona 33566 / WU 5 Apr n1/ eUnu mr r OK nlausnes. Inc woo mar vi 11:4e lz zvi / rags r 1 D: Zl7yacf f3rgf 5yObD EG6BuzOUf 6.6SXscoAa UOrwLXrz VN msOJE PBurZ9olcl OnhOrzfJ U P 3.3.12 6.7_8 3.3.12 3.3.12 Scale = 1.13.5 06 = 1 6.00 12 3 0 0 4 20 i 2x4 II 2x4 8 3312 6.7-8a00e3.3.4 3.3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 V8rt(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(rL) n/a - n/a 999 BCLL 00 ' Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 20lb FT = 2010 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ibtsize) 1=107/6.6.8, 3=107/6.6.8, 4=208/6-6-8 Max Horz 1=26(LC 16) Max Upliftl=-38(LC 12), 3=-43(LC 13), 4_ 18(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered lot this design 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6 Opsf; h=2511, Cal. II, Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever tell and right exposed ,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 1, 43 lb uplift at joint 3 and 18 lb uplift at joint 4. 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." A WARNING - Verily doeign po imotoro and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rov, nLMMIS BEFORE USE. fhrsl{yrvulldfurrr urJywllhMllek®wnlwululs 7ldsdesfUnbtxx,adur lyulrwtrrulolneleraalwwn.ulKfF IulesrbK]ivkkwllxradbryuumlwnenl.Iwl a hum system. Before use, the Ixllding deslpnel must verily ttw opplIcolAlly, of design lxxarm lers and lxopelly Incollwrate W& design Into the overall building design Oaelng Indicated Is to prevent buckling of hndNklual truss web and/a chord members only. Additional lemporary and permanenl Machnp M iTek' Is always reciuhed for sIdAlty aril to prevent collapse wllh possUe paisonal hjury and propedy damage. For general guidance iegaidhng the htbrlcollon. storage. detNory, erection and t 4ochng of innsses and truss systems, seeANSI/1PI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Pmke East Blvd. Safely Information available horn hn8 Plate InstlMe, 218 N. Lee Sheol, Suite 312, Alexrncift VA 22314. Tompa. FL 33610 R Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'r/ 1 dr For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling. Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved mm W1 0 MiTek 0 MIek Engineering Reference Sheet: MII-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-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be Considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested portles. 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 wone at joint locofions ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. B. Unless otherwise noted. moisture content of lumber sholl 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. Comber is a non-structurol considerofion and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated ore minimum plating requirements 12. Lumber used shop be of the species and size, and in oil respects, equal to or better than that specified. 13. Top chords must be sheathed or purUns provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 tt. spacing, or less, if no ceiling is installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on 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 oil portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI 1 Quality Criteria. a_aa_aa 9u_a9_a0 oa-ac-ao on-cka-ma E 1 1 a I 4 II I11r, 1 I IMMi/i.',1, l f!II L/K'K N, 32-08-00 Q-AR-AA uu-AA-AA N-i'ts m._1 1 0 i_O:!O i O:1'D i G.. I I Q IF4 j i i 1 6i ru r J16 J17 JIB J19 JII JII J10 J09 J08 I I I I 3 p RECORD COPY DEARWG HEIGHT 5(HEDULE 9 -4 20'-3/4- O O Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO MD 41(REWWENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY DRA4III6 ) REFER TO EN6(NEERED ORAW0165 FOR PERMANENT DRACUNG REOIARED 2) ALL TRUSSES (INCLID(N76 TRUSSES UNDER VALLEY FRAMW6) MITT DE GOLDLETELY DECKED OR REFE4 TO DETAIL V105 FOR ALTERNATE BRACING REMIZEMENTS 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED BY BUILDER 4.) ALL TRUSSES ARE DE5I6NED FOR 7 ox. WWMW 5PACINI6, UNLESS OTHERWISE NOTED 5.) ALL WALLS SHOWN ON n.ACEWNT PLAN ARE CONSIDERED TO DE LOAD BEARING. UM.E55 OTHERWISE NOTED. 6.) 9Y42 TRME5 MUST DE INSTALLED WITH THE TOP DEIN6 UP. 7) ALL ROOF TRU% HERS TO DE 5U1P50N KU2611NLE% OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO DE 91W',O1 THA422 UNLESS OTHERWI5E NOTED. D) DEAWHEADEFAINTEL (HDR) TO BE FURNISHED BY DUD DEE. 51-10P DRAWING APPROVAL TITS LAYOUT IS THE 50.E 50UPLE FOR FABRICATION O TMh%5 W VOIDS ALL PREVM ARCHITECTURAL OR OTHER TW% LAYOUT5 REVIEW AND AMPAL O THIS LAYOUT MAI BE RECEIVED BEFORE ANY IMES WLL BE BULL VERIFY ALL COMITW6 TO INM AGM15T CHAMES THAT WRL RE50.T 01 EXTRA CHARGES TO YOU TymW p*ffy em W.d Builders FirstSource Orlando PHONE: 407-851.2100 FAX- 407.851-7111 Plant City PHONE: 813.75q-5451 FAX- 013.752.1552 Taylor Morcison Iwn: Darlington C Lot roc N1 11-20-15 Rick I RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 1 8 8 6 Project Location Address 43 j?oa6t G vve, a 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. orcl. 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) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door FL15332.9 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2. Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18504.2 Awning Pass Through Projected Mullions MI Windows Mullion - vertical FL18644.04 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 FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales 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 Weather Vent Roof Vent IMiarni Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts 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 Z,11-c Applicant's Name Please Print) June 2014 s I rsvYlc I IT+•.»•a< I I YLGIlLtEOl1 Icaaw ttI.a1Nm1 R I Ikatm I L----I t----J finvv vUy-o,-Mos% %, Idn IM T•P L a xt r t• aura I I b o ROOMe r I1I o I, A. FAMILY OWNG KITCoxK•M Q I-S=T VRtME tCloro AI IC fOF. '-fC FIATQ4a• FLATCLC 1 0 pv 1'fgR 1Y•t•L Vd 11 p• r jvl ae , d e j a 07o I W4 tf.ItO14 TOuBI I I RLLfO QAgIOn A lai71 / Yd q1••' /// e d 41AT0 11rElCx wrlwL • I IoxRba Id It r•. rT sassI I an ` W. "M eKsaraol aG 1 J ow-w sx sorbNMIIOx4ti FOYER r• AllAnit.. S T. 1.8E so"(14 i O xifblr itax MATQW. L. as T. r t10 i Ie 4r $ t tm - RE Ol0'x1a1tALL 4 JEN M.BATH UrIL PWDR 4* .1 T•4• T• s' T•.' AT C iL.r CLCaletQuft"o QA Il an as toPJ06y 59a 9 Q l J / m 1 lol QT..(LBtl- A\ ILTtux:l lea CxtG \ 05l 1 xt C1e•xt0im tee FM Nut"Ju qu qYr O' 4Ra0R nAlWAM ATr•r An. ctforT •• r x SQlca000re u nn+ xaae AFF. ut g RI ft I 1 GARAC I 11I J t l If--o .xtT-o•ta"I U Y1 AaM I FSCE twat " zlI 1 I Lecsaaao MI aoatrev. L------- IemyI AI rletma r-• alr. nr I I J blot T T-V A" Qx•r+ F" a monln nH DFVANKP to CF MUM MOW rats - aaD8H1 ru raeluS IR.e+ onrsLMCFCR15= IeCrdlOM wnarAxrtor m Fs lu m dam A cs fVUCROR1F nFA0b11L taarwTestlasT• wTT amWRMM ] 101 W . I1.7. 1]OD T6 vdwr w TM aei Li t ECF W WACK tFCfENaE awaruNL OIOtp att110Y ooRTYPICALMASONRY WINDOW SCHEDULE WINDOW WIDTHS t 70• n- 1 31• 53' WINDOW C&L- 04"S c? 76• D 511 vJ>? 5N n + >t Sx a{ 0 SH 1" ill" I'll p1' Sol U 511q 34 5I 74 5N 34 SN 1594 W 35 SN 15 5" 3550 Z 63• 311' 3 lb SR VJ 76 S11 76 SN 36 vl lat vow r/ 5D3ts' 0V*0 M ALL V=a I LOM W MD ASTALLATIW NAY VAW PER IIAVFAC IffR *V SPMAAIICNS O Z F REFERTO FL=FLNGFCRSME/Fta= USED 151YAE QM- fK CASM- CV. OR FKD UA 5. Ml ALL efjt=r IscAm bD lv a Q10M91ALL4ORtt ll Sib rEMax.5wtmalntm Inl z m 0 r 1.// LL T IZ 4- 0 N• O HATCHING IS,ENO O Q rauAacu I'LAM FLOOR 14615F. UPPER FLOOR 11155F. TOTAL LIVLVG 25825F. 2585 GARAGE A555F. car LANAI 1395F. tw1now " SORT ENTRY 115F, TOTAL 5Q FT. 32415F. MAIN FLOOR PLAN NOTES n i 7 44 Yt IN$- I-11 GARAGE RIGHT a •ume }A70L0}} a GO ql YLL2lO1 }tl I(I I I I II I I Y 1 n DOFiloll s 1 , ` aoiva a• m 1 as.ev.uao fwc I Iwnaaswscon I I a 1 ` 1 1 1 O1 I ' ^ uj J0 0z zo TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS M' 71• 76' W W INWAI C ALLOM M' WAF4 =F6 3OF4 403F6 W 71' 020M MMF4 3070FCa MOM g WO0 54 1070 SR 303a SR /a30 6H WD59 7a0W 3mW 4"91 11. 3 m5 W MVN 3MW IOSOso NOW 7060 SH 3660 6u fa60 5R c 6C.MtnROICAIOpEtMFORALLDIOOV•r< W=SMS AEU 06MLAT ON MAY VARY PER KWACPMR ADD 6KCWTIRB Z RNRTOFIDORFL4`5FOR 6nlECFV= 00MUEIu-$ KCASF1-CSIII,CRFCQD C4AYr F(j) AoLL 00 a L T 01)0 J O 2585 4LBEROCI' EYA40761m warQ-a"s conyulmm O}rof nou"lAQS nRfeGA • wMIW nr.0 UPPER FLOOR PLAN NOTES GARAGE RIGHT + Florida Building Code Online DIcop, Page I of 3 Business Professional Regulation rc c ra pa& *nti BuRes essiRal BUS Home I lag In I Us& "Wnuan Product KUP-ovalUser Hot TOPICS SYbmlt SurCharge Stats 6 FXU I PubkaUOM FaC Staff MS S;.8P Unks SU,Ch Regulation PjpdLqj Aaaraval lanu > Prooua or AOOIKAO" Sror[h > AniNlralbn lkl a Appllpllen o0ls01 PQFL 4 FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/ Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@ rwbidg consultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management institute Validated By Ryan J. King, P.E. 41 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Sty Y= 101/ I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https:// www.floridabuilding.orglpr/pr app_4tl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/201.5 Summary of Products FL a Model, Number or Name Description 15225.1 a. 'Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI certs.ohlf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (61 Door Products), INST FL15225 R3 11 INST 15225.1-68.Ddf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 Ft 1S225 R3 11 INST IS225.1-RO.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST 15225-68MM instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports Fj 1S22S R3 AE Eval 152 5.1-68.Ddf FL 15»5 Ra AE EVAL 1S225.1.80.ndf FL 1 S225 R3 AE EVAL 1522-68M.Ddf Created by Independent Third Party: Yes 1522S.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of use Certification Agency Certificate Approved for use in HVHZ: No Fi 1 S22S R3 C CAC 15225.2 NAMI certs odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions. Other: See INST 15225.2-68 (6'8 Door Products) and INST FL15225 R3 11 INST 15225.2-68.Ddf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS22 R3' 11 INST 15225-68M.Ddf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 15225.2-68.odf. ELIS 5 R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 1522S.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. inswing and Outswing Limits of use Certification Agency Certificate Approved for use in HVHZ: No FL 1S22S R3 C CAC 1522S.3 NAMI certs.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (68 Door Products), INST FL15225 R3 u INST 152;2,jzfi&_W 15225.3-80 (8'0 Door Products) and INST 15225-68M (6'8 E S225 R3 11 -_INST 15225.3-80.00 Door Products Direct to Masonry) for Installation FI 1572 R3 ll INST 15225-68M.0df instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "]' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL 15225 R3 AE EVAL IS225.3-68.odf Benchmark Door Panels.) FLI52?5 R3 AE EVAL 15225.3-80.odf FL IS225 R3 AE EVAL 15225-68M ndf Created by Independent Third Party: Yes 15225.4 d. "Premium Series' and Benchmark by Therma-Tru' 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1522S -R3 C CAC 15225A NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (6'8 Door Products), INST INST 15225.4-68.Ddf 15225.4-80 (8'0 Door Products) and INST 15225-68M (6'8 Fi 1S225 R3 11 INST_ 1522S.4-80.odf Door Products Direct to Masonry) For Installation FL i522S R3 11 INST-15225-68M.Ddf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225.4-68.odf FL R3 AE_ EVALAS225.4-80.odfI5225 FL 1S225 R3 AE EVAL 1S22S-68M.odf Created by Independent Third Party: Yes 15225.5 e. 'Smooth -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and IbyTherma-Tru" without Sidelites. Inswing and Outswing hops://www.11oridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (61 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation instructions. Note - Glazing Shall Comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 •11 INST 15225.5-68:odf FLI5225 R3 11 INST 1S225.5.80.Ddf FLISM R3 11 INST 15225-68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports 1 Created by Independent Third Party: Yes I 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for Installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate ELIS225 R3 C CAC IS22 & NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 1522S.6-Modf FLI5225 R3 11 INST 15225.6-80.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLI5225 R3 AE EVAL 1522S.6-68.odf FLI5225 RY AE EVAL 1S22S.6-80.odf Created by Independent Third Party: Yes flack neat Contact Us :: I%* North Monroe SUM, Tallahassee FL 32392 phone: 8S0.487.1924 The State or Florida Is an AA/eE0 employer. [lion MM 2002.20t3 State of Florida.:: Miriam Statement :: Accessibility Statement ::Refund Statement under Florlde Ia., email addresses are public records. it you do not want vow e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the orrice by phone or by t2dictoal mall. It you have any questions, please contact 850.487.1395. 'pursuant to Section 455.2750), Florida Statutes, elrective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the OrrWrtmert with an email address 9 they have one. The entails provided may be used For oTWI communication wRh 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 It you are a licensee under Chapter 455, F.S., please click hM. Product Approval Accepts: 0 itmaLpuwdam Credit-Ca` SE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 Mutefeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice or Product Certification" is only valid Ir the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within u . wwn_ e••_-un.....t.... b.....r.e... 1. a"..dtte,l b The American National Standards Institute (ANSI). NAMI'sCertifiedProduct U tin at!!2!2 Inswing mtccrai ca.avn.c Glazed tRe+ nu 9M......,"..., Design o....,...-._...___ Missile Test Report Number Configuration or or Maximum Pressure Impact Outswin Opaque Size POSINeff Rated Comments X I/S Opaque 3'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Single X _ O/S Opaque 3'0" x 8'0" 47/-47 No NCTL•210-1940-1.2.3.4/i'fF-257F Single XX I/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210.1940-1.2.3.4/'TTF-257F Standard Aluminum Astragal Double XX O/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4fM-257F Standard Aluminum Astragal Double XX I/S Opaque 6'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Coastal Aluminum Astragal Double XX O/S Opaque 6'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/iTF-257F Coastal Aluminum Astragal Double OXO/ OX/XO I/S Opaque Door 594" x 810" 40/40 No ETC-01-741-10593.0/L-2173/1TF-257F Single w/Sidelites OXO/ OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 8'0" 40/-40 No ETC-01-741-10593.0/L-2173iITF-257F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x 8'0" 40/-40 No ETC-Standard0 1 F Double w/Sidelites Glazed Sidelites inum Astragal AluminumStandardAluminumAstragalOXXO O/S Opaque Door 8'4" x 810" 40/40 No ETC-01-741-10593.0/L-2173/i'1'F-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/-47 No ETC- Double w/Sidelites Glazed Sidelites Astragal CoastalAluminumAstraalCoastlAluminumOXXO O/S Opaque Door 8'4" x 8'0" 47/-47 No ETC- 57F Double Glazed Sidelites Coastal Aluminum Astragal CoastalAluminumAstragalVAw/Sidelites 11072 National Accreditation arc management institute, Jim-1•917•9 %iN.V — ..... s••••• - Tel: ( 804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Tberma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/i'AS202 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within 1 1 .1...-......, X1.,...:..—#.A,.ar:.," eam NAM19e c^prtirratinn Prnornm is neeredited by The American National Standards Institute (ANSI). NAM I S \.Cf1111CU f100WO u.a..0 a. Inswing r...... .......«..............-...... Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'071 x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 310" x 61811 67/-67 No ETC-01-741-10703.O/L-2097/ITF-254F Single XX I/S Opaque 6'011 x 6'8" 40/40 No ETC-01-741-10703.O/L-209717TF-253F Double Standard Aluminum Astra al XX O/S Opaque 6'O" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/1TF-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6109,x 6'8" 47/47 No ETC-01-741-10703.O/L-2097/ITF-254F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 51411 x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/I7F-253F Sin le w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-Ol-741-10593.0/L-2097/)'TF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/ 40 No ETC-01-741-10593.0/L-2097=F-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.O/L-2097/fTF-253F Double w/Sidelites I Glazed Sidelites I I I Coastal Aluminum Astragal OXXO O/S Opaque Door I8'4" x 6'8" 47/47 No ETC-01-741-10593.O/L-2097MF-254F Double w/Sidelites Glazed Sidelites 1 Coastal Aluminum Astragal National Accreditation & Management Institute, Inc.i4794 George Washington tvtemoria)a Y rlaycs, V ^ cau i& Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within C In ti P am is accredited b The American National Standards Institute (ANSI). NAMI's Certified Product Configuration X Listingat Inswing or Outswin I/S www.Nam certifica Glazed or Opaque Glazed 1 n. m. NAMI Maximum Size 3'0" x 6'8" s art ca on Design Pressure Pos/N 47/-47 ro r Missile Impact Rated No Test Report Number Comments NCTL-210-1940-1.2.3.4/1'TF-256F Single X O/S Glazed 3'0" x 6'8" 47/A7 No NCTL-210-1940-1.2.3.4/iTF-255F Single XX Double XX Double US O/S I/S O/S US Glazed Glazed Glazed Glazed Glazed Door 6'0" x 6'8" 610" x 6'8" 61011x 618" 610" x 6'8" 594" x 618" 40/-40 40/40 47/47 47/47 401-40 No No No No No NCTL-210-1940-1.2.3.4/ITF-256F Standard Aluminum Astragal NCTL-210-1940-1.2.3.4/77F-255F Standard Aluminum Astragal NCTL-210-1940-1.2.3.4/TTF-256F Coastal Aluminum Astragal NCTL-210-1940-1.2.3.4/TTF-255F Coastal Aluminum Astragal ETC-01-741.11008.0/L-215IfITF-256F XX Double XX Double OXO/OX/XO Single w/Sidelites O/S Glazed Sidelites Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/TTF255F OXO/OX/XO Single w/Sidelites I/S O/S 1/S O/S it Accreditation Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Glazed Door Glazed Sidelites Management 8'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" 8'4" x 6'8" Institute, 40/-40 40/-40 47/A7 47/A7 Inc./4794 George No No No No Washington ETC-0tanda-I Alumin - 215 traga-256F Standard Aluminum Astragal ETC-01-741-I I0uminum AstragalStandardAluminumAstraal ETC-01-741-11008.0/L-215I/TTF-256F Coastal Aluminum Astragal ETC-Ol-741-I 1008.0/L-2151 /1'TF255F Coastal Aluminum Astragal MemorI0iY y/Hayes, VA 23072 OXXO Double w/Sidelites OXXO Double w/Sidelites OXXO Double w/Sidelites OXXO Double w/Sidelites N9tinn Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: }CJ•,(/ NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E3311TAS202 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 certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within ae— e__J.._. 9 La:_.....'.. — N1w...*—.#1fnetinn ...,... NAMlre rorliriealian Preoram is accredited hv'The American National Standards Institute (ANSI). 1\A1 11.16.Cf u1lCY .VYY..I a.wY s Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswinp. O a ue Size PostNelt Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/ITF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.OM2096/TTF251F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/ITF251F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-215I/iTF252F Double Coastal Aluminum Astragal XX O/S Opaque 610"x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF25IF Double Coastal Aluminum Astragal OXO/OX/XO IS Opaque Door 51411 x 6'8" 40/40 No ETC-01-741-11008.0/L-215IMF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/ITF251 F Sin le w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 81411 x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/ITF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215Ir fF251F Double w/Sidelites Glazed Sidelites Standard Aluminum As al OXXO US Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215I/1TF252F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151rrM51 F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, IncJ4794 George Washington memorta yinayr4, .n *4Vii Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITR.0 0 THERMA TRU DOORS 1 16 Iwous" L oA.. EDCCm N. ON 43617 Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. The product anchoring drawing has been developed in complance with the 51h Edfion 2014) Fioddo Sulding Code (FSC) excluduwg the 1figh Vebdty Hurricane Zane- See the Certification Agency Certificate for sins. specifications and ratings. 2. Product anchors shag be as fisted and spaced as shown on detals. AnChOr embedment to base material shag be beyond wag dressn% stucco. foam brick and other wall coverings. 3. Wood screws shag be Installed fallowing Installation to ITUCHOm of ANSI/AF3PA NDS 2DI Z Ali other fastener types to be installed following fastener MOnUfachXefs hstdiatbn inshudtoru. 4. Fastener embedment depths, edge distances and center -center distances steal be as specified by the fastener manufacturer but in no instance shag they be less than shown In this drawing. S. Where shims are used, they must be a 'rigid / still' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jobs In accordance with the governing code. 7. Site conditions not covered by the drawing are R b)ect to further engineering analysts. TAKE OF CONIEIIR SNffr• OESCVPILON 1 T efevowns ILpmmm engird notes 2 Mick 3 Frarlls anthorirlg 4 Frame anchanp a bil of materiob 5 ItorbanTal t: venitd cross sections 6 V OVst sections 105-p' MAX OVERALL FRAME WIDTH MAX OVERALL WIDTH r1til 1 1111 1' '1 II 11 1 6 8 e 6 6• B 8 6 e 8 8. S• 00118LE w/ SIDEUTIF OX1r0 srrrCLE w/ SIDEUTES OXo MAX DESIGN IRESSVRE MAX DESIGN PRESSURE 55.0 •SS.O +40.0 -40.0 S7-V MAX OVERALL WIDTH K VA s SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 74.r MAIL. OVERALL WIDTH s s• s DOUBLE XX MAX DESIGN PRESSURE 55.0 -55.0 IOCC NARDwAM MFG Al =0 CIMCJETSICKAWN SMU 1ATCN CNRCWSIGNAAW SERIES M DEAOM S3.00• MAX OVERALL WIDTH IFN Kt SIN E w/SIOEUTE oX MAX DESIGN PRESSURE 40.0 40.0 a F A 121 1 oz c 2 21 12 r N.T.S. s+ JK IFS ) 15225.5-68 = a 1 a 6 4- 4 { I IIIMULLIONIIMULLION FOR II 4q e iJ MASONRY TYP HEADOPENING I MASONRY OPENING 4 11 SHOWN FOR II REFERENCE MASONRY { II OPENING I( SHOWN REFERENCE II II s 0. k JAMBS HHEEADII HEADII t k JAMBS h JAMBS I I L Z a 2x BUCK 3a 2x BUCK l I 2X BUCK I I1 I) vA ad II 11 II n MULLION h o I I m u I I SHOWN FOR I I v it o II II REFERENCE IIII II II II TCINCSINGLEDOORFWFWSIDELI7FSINGLEW/SIOELITESi BUCK ANCHORING BUCK ANCHORING BUCK ANCHORING I MASONRY OPENING NOTES: 1. Vbuck min.S.G.s(IM. 2X BUCK tcirmANCHOR N tES f. onorole onmor mairwo of the comers may be odAnfed to rne6vain the min. edge detanco to ngror JatnK 2 Connate andror locoliom noted as %". ON CEM )rnxM be odAnfed to moinfatn Bro min. edga detanco to mortarbh fL oodlloncl concrete anchors nW be mouted to on ro the IMAX ON C&aW dYtnenBpn are not amoeded. I ConcreteonYta table: ANCHOR ANCHOR MfN MW CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDiMENT TOMAdc EDGE. roAOLhCJWI ANCHOR" 1/ r 1- 1/i I ? r TAICON UITRACON 8. tr7+- 1 r1. 1 f II III I II II r 1 TYP. HEAD ASTRAGAL II SHOWNNFOR TYP• II REFERENCE 1 1 MULLION 1 I 1 SHOWN FOR II REFERENCE II F JAMBS 1 HERO SHOWN FOR JAMBS REFERENCE 2X 1 II i BUCK II 1 II ASTRACA<• 1 a v d I I I I 1 SHOWN, FOR 1 REFERENCE 11 m o 1 I I I 1'I I DOUBLE DOOR DOUBLE W/SIDELITES BUCK ANCHORING MASONRY OPENING BUCK ANCHORING FFTT c z c Wu 2121112 10% 9 N. T.S. vc. er. JK c Z7.LFS 3 FL-15225.5- 68 c 0' 'E' III • ' - 3Muu1oN ,,l, j SHOWN FOR - REFERENCE A W/2X DUCK INSTALLATION o 9 W/IX BUCK INSTALLATON O 11tP. HEAD 61 JAMBS p• • E• WEW ' C'-'C' SINGLE DOOR W/SIDELITES N IN yPAIRS 30 TYP. TYP. 3- kit N T - I a W N N v C SEE In u DETAIL ' 4' o 1 SEE n DETAIL V) tl EW wlwt'-"E' ro•-ro' sNaIN . ovlcNa oownx..no rA1TrtEII fJo (I1V. ALL roaM ns toaooR U.9 oDrAanaaJ SIDEME NOTES: 1. rho sideite is direct set into the Jamb with (12) 08 xT plh. wood screws. There are (4) at each vertical Jamb. from the top down of 135. 31' 4&5' 6. 66'. there are (2) of the header at 4' from The outside corners of the Name. There are (2) of the s04 C from the outside comers. 2. For optional sfdeote consbuotfon with staples, ode6te is direct set Into the Jamb with (4) t% X 1 •J/ 16 go. stapfes along eoch )omb (6- hvm ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Conoete anchor location at the comers may be adptsted to maintain The mfn. edge distance to mortar joints. 2. Concrete anchor locations noted as 'MAX. ON CENTER' must be ad(vssed to maintoin the min. edge distance to mortar joints, additional concrete anchors may be required to ensae the WX. ON CENTER' dimension are not exceeded. I Concrete anchor rode: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE VZE EMBEDMENT TO EDGII RY EDGE T17A CHOA I' ANCHOR ITW • I/ C 1.1/Lf 2' TAPCON ITw • 3/ 16' 1.1/4 r TAPCON 0. A' b =Y2 } s B A Z sQ'tp^ 'a 7 1 ', glllll P`` 23Sc u o r 0! tl o L to + A W/ 2% BUCK KMULU'ONynINSTALLATIONSHOWN FOR _ o W/1% BUCK _ N 2 REFERENCE. 9 WSTALLATION O1 2X BUCK INSTALLATION n a TYP. HEAD 6: o i of JAMBS IX BUCK INSTALLATKN HEAD k JAMBS - p 4y CU 16 SEE & 16 SEE - 5 _ DETAIL '1 . n +v+ Y = 1 - i5 DETAIL '2 1 g 0' A' . B. A' I a W/2X BUCK 2 INSTALLATION W/ 1X BUCK 11 INSTALLATION DETAL- W/ 2X SUCK 2. INSTALLATION 0 Ili O Q '`' 0 o e. r o .r r .a. z 0 2121112 It- N. T.S. JK 9 a e.: LFS 15225.5- 68 c n OF 6 O C b L 1 1 0 G C' 7' tLj- 3" TP 1 f- 3 SEE NOTE J e r SHEET 3 p SEE OET.uI "3" A p 9 ASTRAGAL-' J MULLION SHOWN FOR a SHOWN FOR REFERENCE p REFERENCE ONLY e e _ t8 16 S e 16 e s 12 r,r r,; I If4• IN mt3N PAIRS 30 of TYP. Ie 4'--4 w/2" BUCK OO 1 I SEE Or"lAR INSTAlLAT10N J W/IX BUCK W INSTALLATION W- TYP. HEAD uT x ASTRACA h JAMBS iv SHOWN FOA REFERENCE ONLY SEE-1' OETAIL '4- ` Wa= =O 1 - - v VIEW 'E'-'E" Forty I/ OW OM CORAJC.TED rASMWM ITw /m (W. Ki SOLUTE m floor ,wre Ca TCUM) Iteml OESCRIPTION Material A 1#10 x 2-1 2 PFH W000 SCREW STEEL g 1#10 x 1- 4 woo CREW STEEL C 10 X 1 PFH W000 SCREW STEEL 1 10 x 4 LG W Hin a to rome STEEL 10 x 2 LCREWCCREW TLE 3 Lx -1 2 F STEEL— 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4 x 1-J 4 ITW PFH CONCRETE SCREW STEEL 91 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 1 3 16 x 3-1 ITW PFH CONCRETE SCREW STEEL 12 114 x 3-1 a ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 i 4 X 2-1 4 PFH ITW CONCRETE SCREW STEEL NEAOER JAMB SUGAR PINE SG >= 0.34 W000 21 3 4 THK. PRESSURE TREATEO SIOELITE PAD 0 30 1 2 X I X 25 C.A.CORRUGATED FASTENER W/2X BUCK 2 INSTALLATION x BUCK, ILLATION HEW & JAMBS W/lX BUCK INSTALLATION 12 1 . C W/2X BUCK NSTALLATION 3 1 0 W/Ix BUCK 11 34BL1 J= INSTALLATION DETAIL 3' B ATTACH ASTRAGAL THROW SOLT STRIKE PLATE TO FRAME AS SHOWN. 1 C i DETAIL '4' J 000 u . a• n $ r u 0 J ay n SEE DETAIL 1 c \ m o VIEW A'- iA' n Al K r i 0 oz 2121112 1 N.T.S. a 15225.5-68 c Z°fg a I 1X BUCK 9 INTERIOR EXTERIOR 1 HEAD JAMB TO oxsu Ct t1lM" ft-- INTERIOR Z HEAD JAMB S inv fh wnb. 2X BUCK INTERIOR 4 A 1:• EXTERIOR 2S MAX. SHIM SPACE 1.1SMM. 12S MIN. EMS. EMS. TTP. 4 VERTICAL SIDE JAMS S gg4 Va EXTERIOR INTERIOR EXTERIOR INTERIOR T-Al ll-o A GZ- N EXTERIOR t-3-'N HEAD JAMS . rj 10 M. fY"xt C-SINK 0.25 MA)L SHIM SPACE i.1S• MIN. EMS. S VERTICAL SIDE JAMS S Totnrtvslp w yT T Q^!•- Nill P Js A pq r g u Moll I , W ; 00 u 2/ 21 12 = N. T.S. rr. JK s x LFS ; 15225. 5-68 c oil INTERIOR EXTERIOR INTERIOR EXTERIOR EXTERIOR INTERIOR c a aLoff 420 13 21 12 fJn 13 1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION 3 VERTICAL CROSS SECTION6oun" conrwotbn s R- INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR W FA bd s 16 id zd Q a 13 2 4 VER CAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION Z u° aic 2 2t 12 1 zns N.T.S. 36Imwb6canfgwotonbdrconllpatnn6OvfconGpmhon ova r JK e ewc a: lf5 ; c oaere w n FL-15225.5-68 c IwmS 0- O THERMAITRU THERMA TRU DOORS 1 I a I"ous"IAI. all.. EOOCIRON. OH 435, 7 Smooth -Star" and "Benchmark by Therma-Tru" 87SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES < INSWING / OUTSWING ` INSULATED FIBERGLASS DOOR WITH WOOD FRAMES 105- V MAX. OVERALL FRAME WIDTH E1 3 4s s• s 11 11 11 II Y__ Y Y__L C_-Y r__Y 11 11 11 II 11I111I1 1It11Il1 s1;1'11 gI1t, 1I'I, tt, 11 5 11 11 11 I; W. W W s F~ 1 General Notes 1, this product anchoring drawing has been developed In compliance with the 5th EdIAM 12014j Rorido Building Code (FBCj excluding the'High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors shag be as listed and spaced as shown on detah. Anchor embedment to base material shall be beyond wag dressing. stucco, foarm brick and other wag 3. Woad screws shag be installed following instollation instructions of ANSVAF&PA NOS 2012. All other fastener types to be nsiolled following fastener manufacturer's instalalion instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be cis specified by the fastener manufacturer but In no instance shall they be less than shown In this drawing. 5. Where shims are used, they must be a tiigid / sfif mateed that complies With the requirements of the FBC. 6. Positive and negative design pressure requirements for use With this drawing shag be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by the drawing are subject to further engineering ono"s. THIN OF CONIM SHEET# DESCRIPTION I Tvpicd elevations. design Preswres 6 9eneral notes 2 Buck anc S kane o 4 Fro, onch a bit of mote ids 5 4wContal tL venccat cross sections 6 Ver"Col cmu sections 69- V MAX. OVERALL WIDTH rs= 71 D::::::,I 15= U tl r 1 u tl 11 IItl111 I I 11 II , 1 1' ' 1 1' ' 1 11 11 II 11 11 11 1' ' 1 11 11 11 11 Hv11 1; ; 1 1, , 1 II 11 II 11 1 1 11 111111L JJ 6 6• 6 B 6 6 e• 6 8 •6 B 8 DOUBLE w/SIOCUTES oxxo MAX DESIGN PRESSURE SINGLE w/SOCUTES oxo MAX DESIGN PRESSURE LOcr$"*DwARE u`G a fEw 47. 0 -47.0 fal"11 00NATUEESEVOLATCH 40.0 40.0 RNTIL USIGNATURI MMU 1r0 DEADMT 57. 50 MAX OVERALL WID1H 74- a'MAX OVERALL WIDTH 53. 00' MAX. OVERALL NgD1H 1 2 3 t i 3 s s s s s s• s s s u S c_-J1 c_ r- I r 5 r _-1 IT it IY-il 1 r__1 T' TI Ii'TI 11 it S--%I '' 1II I 3 II II It 1. It 11 II IIII; 11 11 I n i' it s y1 y1 eY__ Y C__Y L- 1 '1-1' L__ J L. _- L- 1 L.1 el__ J L__J g n y1 er-_Y C__Y A 4 g g 11 11 II 11 0 1 I I I 1 I 1, 1, 11 11 r/ 11 II 1. 11 11 II 11 1 ,1 1, 1 1, , 5 1 II II 11 11 11 II 11 1 11 11 11 11 11 11 11 It if 1 1 1 1 t[. J IL_ L},J t1' lI lJ J 11•-1J er Y_.Y 1C__Y SINGLE x DOUBLE xX MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 +47.0 -47.0 4 6 SMU N.T.S. all: er: JK SINGLE w/SIDEUTE Ox oa.irn LFS MAX DESIGN PRESSURE 01C" M Ia 40. 0 -40.0 f L-15225.5- ow 1 of f MASONRY OPENING 2X BUCK 4 TYP. HEAD k JAMBS H (.l v+ d 11 11 II 11 `MULLION I I I I MASONRY 4 11 SHOWN FOR MASONRY II 11 OPENING TMp I I REFERENCE OPENING n p, I I I I IHEAD11HEADI I I k JAMBS JAMBS II II 11 x ^ II II o I I 11 m 2X BUCK 1 1 I' d MULLIONISHOWN FOR II 11 II REFERENCE II II 2x BUCK 11 II II II 1 II II SINGLE W/SIDFLITE SING F W/SIDELITES BUCK ANCHORING BUCK ANCHORING MASONRY 1 11 MULLION SHOWN FOR 1 II I MULLION 1 i OPENING TYP. HEAD I TYP. I I REFERENCE I SHOWN FORA REFERENCEdoJAMBSIASTRAGALHEAD1 II SHOWN FOR do JAMBS I II 1 REFERENCE 1 II 2X BUCK 1 IINOTES: 1 1 I I 11 I 11I. 2Xbuck ain. S.G. 2 0.51 I I it ASTRAGAL II CONCRETE ANCHOR NOTES: 2X BUCK II IN -SHOWN FOR II 1. Concrete anchor locations or Mm comers may be °diluted to mantain the n*L I I I I REFERENCE I 1 2. C aore akuatfomniodarnoted as UO. ON CENT W must be o*Wvd to I 1 I 1 I 1 maintain the mim edge dblance to mortar(olnb. oddlional concrete orR-Tlors I I 1 I 1 I mov be rewired to errs the ,AW ON CENTER' crmawm ate not eucooded. I 3. Concrete anchor table' aj a I I 1 I I ANCHOR ANCHOR MfM. MIN.,CUWMMCE lOMASONAv MW-CgA!ANCE fdAOJACENT Pi EDGE ANI:NGR T e tJr t•t/e r ELCO uttRACON T: I •: /' I I 1 if I II I it DOUBLE DOOR MASONRY DOUBLE W/SIDELITES BUCK ANCHORING OPENING BUCK ANCHORING r-L U nC3 HE ca: Yr. JK e at Or. LFS 3 yu.wc w, FL-15225.5-50 a n s+ar ar G a k1l n Z h 0O 3 731-F--I II II I n - MULLION q11 FORSHOWN Ilr - REFERENCE IW/2x BUCK INSTALLATION - VI V IW/1K BUCK INSTALLATION HEAD 6; JAMBS - W_W w' Il 4 rk 5 1C1 b` i 3' 1- r_ n MULLION SHOWN FOR REFERENCE z BUCK INSTALLATION BUCK INSTALLATION HEAD 6: JAMBS - 1 SEE - f N .6. NOTE I d" , - 16 18SEEW _ 16 16 t6 OETAIL 1 n lu oil, t2 - . 4. to 5 LL 12 ili 5 lii h 1 u nl ul C• _01 .E. - C. 10. A. VIEW "C'-'CSIN= DOOR w/SIDELRES VIEW 'E'-"E' VIEW b'-'0' SINGLE DOOR w/SIDELIIT S" Mw 11/ OVIRIWL OMMUPim SMOT, llpl .f0 (/1q /11 sxrcuM rcmaoollawecasartrolss1oIX lw/ 2XSBUCKINSTALLATIONBUCK - SEE - INSTALLATION TYP. HEAD ! k DETAIL 1 JAMBS 8' A' VIEW 6'- b" SINGLE ODOR SIDEUfEMARWOARE NOTES: 1. The side to ts direct set into the Jamb wRh 112) 08 x 2' plh. wood WMv.1. There are (4) of each 8 venccol jamb, from the top down at 13.5. 31' 48.5' & 66' There are (2) Of the header of r Rom the outside comers of the Rome. There are (2) at the sA 4' from the ovtslde comers. 2. For Optional sidefife conskxffon with staples, sldo6te is direct set Into the jamb with (5) "44' X 1 C 1-s/s' 16 ga. stoptes olong each Iamb (6' Rom ends and equdly spaced thereafter). 3. Latch deadboft and hinge locations vary. See Certification Agency CediRcate and corresponding rest reports for specific dimensions and design pvsnwe ratings. T CONCRETE ANCHOR NOTES 1. Concrete anctlar locations at the corners may be adjusted to mdntafn the min. DETAIL "4' edge distance to mortar joints. 2. Concrete anchorfocaffons noted as "MAX. ON CENTER" must be odjusted to maintcen the min. edge datanCe to mortarjoints, addItionol concrete anchors may be required to ensure the"MAX ON CENSER' dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR, mitt. CIEMTANCE MIN.;- WMNGE TYJ'E SIZE EM8ED/NEM AIASONRI' EDGE lip AOIACEM ANCHOR rtw TAPCON rrw s TAPCON 3/ 16' 1•1/ 1• r 1•Ij'I x L N.T.S. M er JK owc L FS ORMM w: FL-15225.5- 80 E' C 4'3r.IL J 3 III B SEE DETAIL '3' 111 A III SEE NOTE J 1 II SHEET J 1 B MULLION- 9 1 SHOWN FOR REFERENCE raAccnll BSHOWNFOR _ REFERENCE 1 ONLY B — B 1 16 16 KI t6 in '5 ; VIEW 'C"-'COOUBL DOOR W SID r S w/ Ix Butt INSTALlAT10 TYP. HEAD h JAMBS SEE DETAIL 4' W > WS V'• 3' TT I vrn 4 %afz $ 1 w/2x BtICx A SEE DETAIL 1 INtrAUAnoN ISIX .OE7AISEEL - J. I INSTIALLATTDN 9 .n19. tt) Item DESCRIPTION Material A t 0 x 2- 1 2 P H W00 SCREW STEEL B 1 1- 4 D STEEL C 10 X 1 PFH WOOD SCREW ISTEEL 1 10 x 3 < LG. PFH WOOD SCR Hine to rame STEEL yTTrL 414x2-3 4- PFH ELCO OR ITW CONCRETE SCREW r o 1 4 x 1-3/4- ITW PFH CONCRETE SCREW f 4" x 3-3/4 TIW PFH CONCRETE SCREW STEEL STEEL t 8 X PFH CREW STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITYY PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH ITYV CONCRETE SCREW S L 20 21 HEADER JAMB PINE SG >= 0.42 3 4 THK. PRESSURE TREATED SIOELITE PAU W000 W00 JO 1 2" X 1' X 25 GA. CORRUGATED FASTENER STEEL B TYP. HEAD k JAMBSp 11 ASTRAGAL- I = SHOWN FOR 1 REFERENCEONLY 1 1 16 t6 A' It - r a- VIEW : A' -A' yarn W/ o>•r mmiz.MD rANa47rS rtd # R+*, uc moAvfcm000xweC;46"v tt 0 DETAIL 3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. er: n: Nc 15 J 1= Ix BUCK' IW INTERIOR EXTERIOR T HEAD JAMBToIxsub -Duct a L N v H A I713di INTERIOR EXTERIOR 2 HEAD JAMB 5 5 2X BUCK INTERIOR 1 4 A EXTERIOR r 9 MAX. SHIM SPACE I.IS MM. EMB. 11S MIN. ad. IYP. l41 VERTICAL SIDE JAMB 5 /iv6wbv town 2x eucK A INTERIOR EXTERIOR 3 HEAD JAMB S garo,.Mw: INTERIOR A EXTERIOR 0.1 S MIN. CSINK o.2s' MAx. SFBM SPACE 1.I S MW. EMB. 5 VEROCAL SIDE JAMB S TO woocltrsvlQShams N T.S. OY JK r LFS m ro: 15225,5-80 5 or 6 i INTERIOR Zg INTERIOR 2 EXTERIOR 1 VERTICAL CROSS SECTION 6 contpuoxon EXTERIOR 4 VERTCAL CROSS SECTION 6 0 con• O=u n EXTERIOR 2 VEIMCAL CROSS SE ON b QIV"cWWWOmn Z9 EXTERIOR 2 A— fi INTERIOR INTERIOR S VERMAL CROSS SECTION 6 af-*" conromi on BE lz j INTERIOR EXTERIOR``y. R $ 0 n r 8o' µcdI 21 12ri N < N 6 VERUCAL CROSS SECnOtl_ xx EXTERIOR O. j L1 - I \\tom• 0 u 6 VERncAL CROSS SECTION da, 2 2, 2 = 6 CuhwinOcon purohon eu[, N.T.S. i JKLFS225.5-80LFJL0 THERMAITRU THERMA TRU DOORS I In I.Due—..I. On.. CoaQ .• ON 43e17 61811 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawig has been developed In compliance with the Sth Edition( 2DI4) Roddo Building Code (FBq exdvdNg the lagh Veioctty Hurricane Zone. See the Certification Agency Certificate for slEft specifications and ratings. 2. Product anchors shop be as listed and spaced as shown on detafls. Anchor embedment to base material shag be beyond wall dressing, stucco. foam, brick and other wall coverings. 3. Fastener embedment depft edge distances and center -center distances shall be as specified by the fastener morlufachuer but in no instance shag they be less than shown in this drawing. I. Where shims are used. they must be o mid / stifr material that complies with the requirements of the FBC. 5. Positive and negative design pre swre requirements for use with this drawing shag be determined by others for specific jobs In accordance with the governing code. 6. Site conditions not covered by this drawing ore stMecl to further engineering onalysis. iAKEOFCOMMITS ro DEWRR'IION elevagons, d n b tau notes HountalcrossPVerticalCoseseiors MMOM Rome Rome a b0 F I05-V MAX. OVERALL MAME WWTH — 1 2 M KN 1- KA 11, ,' 1 1' '1 11 11 ,1 'I 1' It 1111 ' IIFS 11 1; j1 I; I -A 4-A 1 1; ;1 1; A 5-A 0=11 W/ S=tM 0= MAX DESIGN PRESSURE 55.0 -SS.O 31-0' MAX OVERALL VIIDTH 1 V2 0;7F W.9 r MAX DESIGN PRESSURE va"00mt+ +55.0 .55.0 semen wu +65.0 .65.0 74O MAX. OV9tALL WIDTH 1 2 ea W MAX OVERALLwroTH 1 2 1 1 11 11 4I11y111 V WOLIWIf4 MOro MAX DESIGN PRESSURE 55.0 -55.0 53D. MAX. OVERALL WIDTH 1 2 `\ 00M rr sewn WISORM air MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55.0 -SS.O +55.0 -S5.0 IOCr HA WWAK MPD r, SRO RMatr fwr1AW" fEArf (ALCM XWOVSwNANSESEM No O "WEr gILNTERIOR INTERIOR fill a Z=V E G fJi XTERIOR EXTERIOR INTERIOR 1 z pppze1 • O Vi71 c T Z HORIZONTAL CROSS SECnON y.,... 3 HORIZONTAL CROSS SECTION M... N O w'^'7 V" M9/IS lib 2 0t,frQ—Wit49/16 pmb LoEXTERIOR 0 S HORIZONTAL CROSS SECTION N E Z INTERIOR INTERIOR 4 figurattort 1 b9 lganb i r O j EXTERIOR EXTERIOR H • z o am221 12 StH Snc N.7.5. S am. T^ JK 2 HORIZONTAL CROSS SECTION 4 HORRONTAL CROSS SECTION r LFS 60?-, 6o bn Z 69/116ng confguratbon auww22 a FL- 15225-68M u aav — L or 5 O Istwx Ex 1 VEIMCAI CROSS SECnON 1 L9l16' toed n I SMAX. 1. 27 QMKEXTERIOR INTERIOR 2 VERTICAL CROSS SECION 3 ou /bMrcnobn fgmti" EXTERIOR IMERIOR S VERTKAL CROSS SECRON b. out can 1 a oil EXTERIOR INTERIOR i It VERTICAL CROSS SECTION 3 oyllwi cQrmg=lwn EXTERIOR i I INTERIOR 6 VERQCAL CROSS SECTION Iwy pulaion pp: Ink 612 c0z ins wtr: N.1' S. c a• JK a a. c er: LFS ; oR. rrK «o. d FL- 15225-68M u a sia[ r 3 _ OF 'J- e r r Irrr I II 11 I lu p =lim 1 u TYP, O NERD 11 F 49f1BHEAD 1.1„ _ MU1110N SNOMM FOR R MENCE — G 69/16•JAMB O 1 IYP.0 JAMBS r,4A/Id JAMB _ v 16 16 12 iii 5 ul 111 12 IVIEW "C-"C" SINGLE DOOR W/SIOfUIES f` N v ei T In DETAIL"S c 1 c + SEE DEIAILY' All T, to ....•• `` N n IId9/Id NERD + '' # ,`` rrllll I's D TYP. O HEAD a z F 49/16'HEAD Y S_ p 9/IEHEl10_ ',mj °N Eo I "Pill Cc SHOWNM > n C F' 49/1dNEAD >• O1 Z a; REFERENCE _ n 41j — G 9n6 JAMB— $EE 6.9/16" JAMB 10 IYP. O JAMBS T Td M. O JAMBS 4A11CJAMB _ — H 4.9/16"JAMB_ SEE c a$ IU — SEE io S OEM It& T 1 x oil VIEW "E'-'E" VIEW'D"-V" SINGLE 0009 W/SIDEL" VfEW "B -"8" CONCRETE ANCHOR NOTE!' 1. carx"re anchor tocowns of the CQTMM mat• as ad"fed to mahtah the mim edge distarlco fo morforjo nft 2. eorz refe andla bcolioro noted as 9NAlf. ON CENTER' must be od)usred ro mohroh the min. edge detonce to mortaridrib. oddift" concrete MWM mor be mqueed to ensue the %0Ax. ON CBAWdrlen570n ore nor exceeded. 3. concrete anchor We: ANCHOR ANCHOR MIN.Mfy. CLEARANCE PO AiAiONRI J4tN,'CIEA AMCC iiD AQIALEM TYF'! SRE EiHBEJ1MIENT EDGEITWANC11iDR TAPCONe EICO 1/4' 1.1/4" 1' 4" UITRACON S/IP 1.1/e ASSHOYM JISSHOMM TA' TW SIpEIITEMae1, The sldetife Is dhaet set Into the jamb with (121 R8 x Y p(h. wood screws. There afe 14) of earn veftoljamb, from the top down at 1= 31", 48.S' 6 66' There am (2) at the header at 4' from the ovWe corners of Hm frame, mere are (2) at the SID, 4" from the cublde comers. SINGLE DOOR VIEW A'- A' fi. Iw- er: JK I FL-15225-68M i scar < or 5 g VIEW "C "C r L r-4 o I 1 I 1 I SO1 DETAIL'{' ID6.9/16' HEAD TYP. 0 HEAD 1 f 9/16•HEAD •,a ASTUGAL I. MULLION SHOWN FOR 1. SHOWN FOR REFERENCE a RM04CE ONLY 1 16 1. 1 r F DOUBLE DOOR W/SIDELIMS T r > O1 ? = fie p 69/16'HERO _ua1TP.0 HERO A /) M 0f49/I6'HEM W 1 4i g G 6.9/I4rJAMB _ SHEFOR REFERENCE TYP. ® JAMBS OIQT I6.9/16' JAMB G z H 4.9/16' JAMB 9DT I TYP. • JAMBS 0:)3n a44/16' JAMB 1 SEE DEFAIL c 16 DETALT + 14 O 1 A VIEW • ti l-"r DOUBLE DOOR VIEW "A" --"A" BILL OF MATERIALS DIEM 4 OiK:WPDM AIA16tUl C 1 fe MAX. SHIM SPACE 0 1/4' X 2J/4' ELCO OR IIW PFH CONCRETE SCREW STEEL E MASONRY - 300D PSI MIN. CONCRETE CONFORMING TO AC 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1/rx2-1/I'ELC0ORITWPFH CONCRETESCREW STEEL G 3/ 16' X 2J/4' IIW PFH CONCRETE SCREW STEEL H 3116' X 2-1 /r IT W FH CONCRETE SCREW STEEL S 1 1,C x I V4" ELCO OR HW PFH CONCRETE SCREW STEEL I I 3/16' x 3.1 /4' ITW PFN CONCRETE SCEW STEEL 12 I/ rxbl/rECoORITWPFHCONCRETESCREW STEEL 16 1 XX 2-1 /r PFH ITW CONCRETE SCREW STEEL 24 A9 X 31,C PWWS STEEL 26 A9 X I- PFH WS STEEL 21 410 X 1 Vlf PFH W000 SCREW um 11 0 io• d W 27DETA L 6 !? ATTACH ASTRAGAL THROW BOLT Z6 STRIKE PLATE TO FRAME La AS SHOWN. 24 ' i MAIL " S" H J N j a $ 24 aa: 2121112 i 3 JK o DETAIL "1" aa. w. LFS ; owoc No_ a e Ft-15225- 68M c 0 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dos 230 Velrico, FL 33595 Phonc 813 659 9197 Flondr Board of Professional Engineers Cerlificsic orAuthoriration No. 9813 Product Category Sub Category Manufacturer Product Name Thermo Tlv Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'6 Single & Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors ExteriorDoorEx Edgerton. ON 43517 Inswing / OutswingAssemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 6 Professional Regulation. I RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Umltatlons: 1. This product anchoring has been developed In compliance with the 5lh Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations Instructions of ANSI AFBPA NDS 2012. AN other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.66. 5. Where shims are used, they must be a "rigid / stiff` material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for speclftc jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Reoort No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11006.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-06 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consuftants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Slaned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Maned a Sealed by Lyndon F. Schmidt, P.E. S.Nrltipr Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33593 Phonc B13.659.9197 Florida Board of Proressional Engineers Certificate of Authorimtion No. 9813 Product Sub Category Manufacturer Product Name Category Therma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Or 8'0 Single R Double Opaque or Glazed Panels wl R w/o Sidelites Doors Mariot Door ExteriorEdgerton, ON 43517 Inswing I Outswing Phone 419.29&1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the " High Velocity Hurricane Zone'. See the Certification Agency Certificate for sixes. specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wan dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture' s Installation instructions. 4. Fastener embedment depths, edge distance and center -neater distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a 'rigid I soft" material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1, Test Report No. Test Standard ETC- 01-741-10593.0 ASTM E330-02 I TAS 202-94 ETC- 01-741.10703.0 ASTM E330-02I TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 I TAS 202-94 TEL 01460147 ASTM E330-02I E1886-02I E1996-02 2. Drawing No. Prepared by No. FL- I5225.5.80 RW Building Consultants, Inc. (CA f19813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA t19813) Sheet 1 of 1 Testlna Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Sinned by Mark D. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Sinned S Sealed by Lyndon F. Schmidt, P.E. Slurred & Sealed by taor, Lyndon F. Schmidt. P.E. Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dor 230 Velrico. FL 33595 Phone 913.65"197 Florida Bwrd of Professional Engineers Cenificale of Authorization No. 9913 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the Slate of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved In the approval process of the product named herein. Umftetlons: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Floridti Building Code (FBC) structural requirements excluding the "High Velocity Hurricane•Zone'. See the Certification Agency Certificate for sizes. specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, loam, brick and other wall Coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-68M. 5. Where shims are used, they must be a 'rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-08M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Suppording Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 I E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. jawing No. Prepared by No. FL-15225.68M RW Building Consultants. Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Sheet 1 of 1 Testing Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Stand & Sealed by Lyndon F. Schmidt, P.E. Signed 6 Seated N Lyndon F. Schmidt, P.E. s1111ilIto fjr , c) it l k 4 '619 w I) :. STAI V OF ; •ttl: 0 rONAl, 1`,``, Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/ 2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH 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 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. =RAME MATERIAL- EXTRUDED ALUMINUM 6D63-75. 6. UN1T5 MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRFO FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCJRS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/e. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. T0. 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 MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE, STEEL 18GA. 33KS1 OR ALUMINUM 6063-T5 1/8' THICK MINIMUM TABLE OF CONTENTS SHEET N0.1 DESCRIPTION 1 I NOTES 2 1 ELEVATION 3 - 9 1 INSTALLATION DETAILS RLYKUNS DEScPI TIDN M'E PPROKO ADDED CHARTS 03/06/12 R L REVISED PER NEW TESTING 10/15/13 R L ADDED FLANC_ INSTALLATIONS 12/06/13 R L REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 10/27/2075 MI WINDOWS C00LAKESIDANDPARKWADOOR FLOWER MOUND, TX 75028 511 II1L/ v .OEfVSh 67 xTkV.-TfAii SERIES 430/440 XIX SGD 143" x 96' REINFORCED NOTES aOF - dF•'(pR10P• omwn: DWc NO, ALv OB D OI1111110G`\\ FACE NTS — 02/23/09 SOOT I OF 9 It 6• MAx - L 7' MAX O.C. 96" MAX FAME HEIGHT 1_ 6- MAX 143' MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.0PSF NONE SEE CHARTS 07 AND D2 FOR OTHER UNITS RATINGS RENSI0A5 RN I OEV-"nON GTC I MWiL A ADDED ChARTS 03/06/12 R.L B REwSED PER NEW TESTING 10/15/13 R L. C ADDED FLANN'GE 1NSTALLA7I0NS 12/06/13 R L 6' MAx CHARTOI 0 REVISED INSTALLATION DETAILS 08/05/IS 4L WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I Design pressure chart fps* Flare le Panel atla Total Frame Wdth (in) t 30.0 36.0 42,0 47.7 fm) 9R00 108.00 126.00 143.00 Pos Neg Pot Meg Pos Meg Neg 84.0 40.0 60.0 40.0 57.9 40.0 S20 40.0 dd.0 40.0 60.0 40.0 54.6 40.0 4@9 44aO 45.0 92,0 40. 6 40.0 51.1 40.0 46.1 42.3 86.0<0.0SQ6 0 149,0 40.0 43.7 0 CHARTI2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9SHEET 7 Design pressure chart fp4 Frame SmWe Panel and TOW Fr®ne wom (in) Height 30.0 1 36.0 410 47.7 in) moo 1 108.00 126.00 143.00 Pos Neg Pot Neg Pot Neg a" 60.0 MO 57.9 57.2 48.0 48.0 88. 0 60.0 60.0 54.5 54.6 E43.43.7 0 45.0 92. 0 59.6 59.6 51. 51. 42.3 42.3 0& 0 66.6 56.6 9.0 t9.0 40.0 40.0 CHART93 Number of anchor locations required Frame Shoo Panel anti Total Frame Wdth (in) lIelght 30. 0 1 36.0 42.0 1 47.7 In) 90.0 10d.0 126,0 143.0 HdS Jame H&S Jamb H3S I Jamb HdS I Jame 84. 0 6 6 7 6 d 6 9 6 6 6 7 6 B 6 9 6 M 6 6 7 6 B 6 9 6 6 8 7 6 d 6 9 e SIGNED: 1012712015 D DOORS LLC MIWI9000ulcrsL0 DEWSFLOWER MOUND, TX 75028 o\`\\ Su PARKWAY . v •' G£Ng '9d1 i SERIES 430/440 XIX SGD F ir• 0 5 * 143" x 96" REINFORCED b Q ELEVATIONSr0 , TAT OF oaa. c: or: No. an OAF j°IORIOP• ' 08 50 0 WC scut NTS O"1E 02/23/09 S"o 230F 9 11111 111vG\\\ WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 10 WOOD SCREW WOOD FRAMING O4 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT 1/4' MAX. _ SHIM SPACE EXTERIOR 11 11 11 I i I I I I INTERIOR LVJC VIJ II 1'11.0 VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JDMT SEALANT BY OTHERS TO 6E DESIGNED IN ACCORDANCE W77HASTM E2112 1 3/8' mw. EMBEDMENT 1 1/2' MIN. EDGE DISTANCE TO WOOD SCREW BE SET W F APPROVED MIN. VENT WOOD FRAMING OR 2X BUCK BY OTHERS 1/4' MAX. SHIM SPACE r 4voss Kv DESMP11OW Di1E Ar>RDVm A I ADDED CHARTS 03/06/12 R.L. 8 j REVISED PER NEW TESTING 10/15/13 IRL. C ADDED P-WGE INSTALLATIONS 12/D6/13 IIRL. 0 REVISED INSTAL LATIDN DETAILS 08/05/15 1 R.L. JAMS INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATICN MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS GRAN Y: D'YIG xp, F.A. 08-00503 seAlE NTS — 02/23/09 -e-3 OF 9 SIGNED: i0awoiS 0 4f 0-TAi0P0KF-' M i E`• LflRtOP• t' METAL STRUCTURE BY OTHERS 10 SMS OR SELi DRILL!NC SCREW METAL STRUCTURE BY OTt,ERS 3/4' MIN. EDGE DISTANCE 3/4- MIN. I ; EDGE DISTANCE ttt" VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS17H E2112 1/4" MAX. SHIM SPACE iI 3/4' MIN. 4S OR EDGE DISTANCE RILLING i R # 10 SMS OR SELF DRILLING SCREWS L TO 9E SET IN 3ED OF APPROVED LLANT METAL STRUCTURE BY OTHERS I 1/4' MAX. SHIM SPACE I RMSbNS REV I DEi'YDi11DN DA:[ AJ4ROv:D A I ADDED CHARTS 1 03/06/12 1 R L L REVISED PER NEW TESTING 110/15/13 I R.L. C ADDED FLANGE WSTALLA ONS 12/06/13 i P..L. D REVISED MSTALIATION DETAILS 08/05/15 I R L JAP49 INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAv.N: SAS ND. F.A. 08-00503 W-"c NTS I DA'r 02/23/09 -- 4 OF 9 SIGNED: 10/27/2015 PMSDNS 2 1/2' MIN. Ro, DEscRVI+oN I DATE APPRwED EDGE DISTANCE A ADDED CHARTs 03/06/12 R.L. E REVISED PER NEw TESTING :0/t5/:3 ; R.,— ANG11/4' MIN. C ADDED FLEE 1HSTALLATIONS 12/06/13 R.L. EMBEDMENT 1 1/4' MIN. ` :/4' MAX. i 0 REVISED INSTALIAP.ON DETAILS De/OS/15 Iql. EM3EDM.ENi I SHIM SPACE CONCRETE/ MA ER`! I B OTHERS + 2 1/2MIN. CPiONAt EDGE DISTANCE I ° IX OBUCK INTERIOR a TOBEi 1 a" MAX. PROPERLYSHIM SPACE c SECUREDfy3/16' TAPCON SEE NOTE 3 SHEET : 1 3/16' TAPCON CONCRETEBY OTHE RY S f C EXTERIOR INTERIOR' •O i q D SILLTOBESETINEXTERIORA RED OF APPROVED ' 3/ 16" iAPCON - SEALANT JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CLwCRETEn.WSONRYINSTALL4TI0N TO 3E PROPERLY MASONRY/ SECURED CONCRETE SEE NOTE 3 SHEET I BY 01HERS i MIN. IOINTERIOR ANDEXTERIORFINISHES. BYOIHERS, 1 EMBEDMENT NOTSHOWNFORCLARITY2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a DESIGNED IN ACCORDANCE WITH AST04 E2112 VERTICAL CROSS SECTION _ CAVCRETEWASONRYINSTALLtTION 2 1/ 2 MIN. EDGE DISTANCE 1 S + SIGNED: 10/27/2015 MI WINDOWS PARKWAY wAKESIOEDOORS LLC ``\` J\ S 1R II ilk x FLOWER MOUND, TX 75028 `,••GEIVq 9Si SERIES 430/440 XIX SGD _1r• o $ x= 143E 96'REINFORCED I FRAME INSTALLATION DETAILSDRAM: Dw.No. RN 'OF•'1OR10;•2: w E NTS DAE 02/23/09 08 S"0T 530F 9 D ,/sSIONA11E?C\ 0 f Nt90N5 1/2" MIN. ' ae, o[SCRPnoN ar APPROVM EDGE DISTANCE A ADDEC CHARTS 03/06/12 R.I. b—T 6 RENS'_'D PER NEW TESTWG 10/15/13 R.L. 1 3/8" MIN. C , ADDED FIANCE INSTALATiOHS 12/06/13 P.L. OOD FRAMING EMBE MENT OR 2X BUCK D REVISED INSTALLATION DETAILS 06/05/15 P.L. BY OTHERS 1/4' MAX. T/4' EMBEDMENT r SHIM SPACE MAX. 1 SPACE 1/2" uI" rc I INTERIOR O j10 WOOD EDGE DISTANCE SCREW F I EXTERIOR i I I INTERIOR 9 ^i I I #10 WOOD I i SCREW — I f10 WOOD SCREW , SILL TO BE SET IN I D A BED OF APPROVED SEALANT L— I I WOOL FRAMING EXTERIOR OR 2X BUCK I; I BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL 1 OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCX INSTALLATION 1 SIGNED: 1O/27/2015 1'I 19000WSLAKESIDD DOORS LLC PARKWAY 5 R111LOA' FLOWER MOUND, TX 75028•GEN0,-1 i NOTES. SERIES 430/440 XIX SGD M-TAi 67.INTERIORAND EXTERIOR FINISHES, BY OTHERS, 143" x 96" REINFORCEDNOTSHOWNFORCLARITYFNGEINSTALLATIONDETAIL$ =-A OF •C 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE o C „o P1v i0i°•• c( P •.4 DESIGNEDINACCORDANCEWITUASTME2712F. A. 08-00503 D sCA" NTS "Ac 02/23/09 s"Lr6 OF 9 //7jo11111\\\ IA ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE 9Y OTHERS 3/4, MIN. EDGE DISTANCE I EXTERIOR nv 1 cn/vn 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: Y. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE NTTH ASTM E2112 1/4' MAX. SHIN SPACE OR 3/4 MIN. LUNG EDGE DISTANCE p0 SMS OR SELF DRILLING SCREWS L TO BE SET IN ED OF DROVED SEALANT RLYISIDNS PLV DESGIIVIDN DATE APPPV4D A ADDED CHARTS 03/06/12 R.L. B RE4SED PER NEW TESTING I0/15/13 R.L. C ADDED FIANCE INSTALLATIONS 112/06/13 R.L 0 1 REVISED INSTALLATION DETAILS 1 08/05/15 R.L 1/4" MAX. F SHIM SPACE INTERIOR METAL qDSTRUCTUREREraPBYOTHERSEXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DPANN DMD ND. F.A. 08-00503 scut NTS I D"E 02/23/09 —7 OF 9 SIGNED: 1012712015 i CONCRETE/ MASONRY BY OrHERS OPTIONAL TX BUCK TO BE PROPERLY SECURED E NOTE 3 SHEET 1 EXTERIOR 3/16 TAPCON —\ RMSIOAS 2 1/2" MIN. AN : D=P>+ a1E APPPaT EDS= DISTANCE A ADDED CHARTS 1 03/06/:2 i R.L. T 3 REVISED PER NEW TESTING 10/15/13 R.I. N.IN. 0 ADDED FLANGE INSTALLATIONS 12/O6/13 R.L MENT ; 1/4' MIN. 1/4• MAX. I D REVISED INSTALLATION DETAILS D3/05/15 R.I. EMBEDMENT SHIM SPACE 2 1/2• MIN. EDGE DISTANCE ° INTERIOR 1/4' • I: i SHIM SPACE 3/ i 6' TAPCON , 3/16- TAPCONFil 1 0 CONCRETE/MASONRY INTERIOR BY OTHERS SILL TO 9E SET IN :a EXTERIOR A BED OF APPROVED Ila, SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAILTOBEPROPERLY SECURED CONCRETEIMASONRYINSTALLATION I I MASONRY/ I 5"cE NOTE S SHEET 1 CONCRETE BY OTHERS Z 1 i /4' MIN. EMS EDM- NT 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. t tiq `• 1 2. PERIMETER AND JOINT SEALANT BYOTHERS TO SE e DESIGNED UI ACCORDANCE WITH AS77A E2112 VERTICAL CROSS SECTION CONCR6TE/A14SONRYINSTALLATION 2 1/2- MIN. EDGE DISTANCE 1 J SIGNED: 1012712015 MI WINDOWSLLC roLAKEsDEPARKWAYStik-. jkli 9d1 i: FLOWE.R MOUND, TX 75028 v •G£N,9- SERIES 430/440 XIX SOD 0 5 x= 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS OE OP + DRAWN: i t`• F(ORol'• ` WC ND. 08 REV SO00503 D NA swc a cNTS 02/23/09 8 OF 9 1 aG\\` 1 5/8- MIN. DGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STRIP J 1 1/4' MIN. EMBEDMENT 1X BUCK BY OTHERS, iX BUCK TO BE qi PROPERLY SECURED 111 3/16' EXTERIOR `S -'— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP 1/2" MIN EDGE DISTANCE 1 3/8' MIN. EMBEDMENT I rlk" 10 WOOD SCREWEXTERIORPANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE 3Y OTHERS TRIM —,, INTERIOR HOOK STRIP RENSZNS REV DESCRIPIIW! OAT APPR01'ED A ADDED CKARTS 03/06/12 RL 9 REVISED PER NEW TESTING 10/15/13 R L C ADDED FLANGE INSTALLATi0N5 12/06/13 R.L D REVISED INSTti'1-ION DETAILS OE/OS/15 I R.:. 3/4" wN. EDGE DISTANCE ISCR SELF DRILLING SCREW FIANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. IA?ER;OR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE =ARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" K 96" REINFORCED HOOK INSTALLATION DETAILS DUwN: DMC ND. F.A. 08-00503 OZ NTS IoAn 02/23/09 sm"T9 OF 9 SIGNED: 1012712015 v Florida Building Code Online (36(6SC C(f CSF Page l of 4 ProfessionalBusiness & Regulation O, fbdd3DpM Cri(j SCIS Home I Log In I User Registration i Hot ToDk3 I SubmR Surcharge i Stals A Facts i Pubkatiorls I FBC Sion I BCIS Site MP I Loft I search I Busmes / Professi al Product Approval USER. ftwc User Regulation thcduct er.oalkat'ren Starch > Popocatbn Lid ). ftoitaue" oetail FL d FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle@amarr.com Brandon Gentle 165 Carriage Court Whislon-Salem, NC 27105 336) 251.1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner®amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0046579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE I ''. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Xam ASTM E 330 2002 DASMA108 2005 Equivalence of Product Standards Certifled By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity • , Yes - No N/A I u• 'nil i Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL V Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009.110-11 Drawing 7.10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE OD48579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. EL5302 R¢ AE IRC-6009-1 10- 11 Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.2 Stratford (M60D); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Fl 502 R6 II IRC-6009-100-i1 drawing 7-10 sealed.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. FL5302 R6 AE IRC-6009-100-11 report 7-10 sealed.pdf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FI 5302 R6 It IRC-6009-120.15 Drawlno 7-10 FL.I?g Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-6009-120.15 Report 7-10,FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6.11 IRC-6009-130.15 Drawing 7.10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FLS302 R6 AE IRC-6009-130-IS ReRgn 7-10 FL odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 53D2.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No WNZ R6 Il •IRC-6009-140 15 Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabui lding.org/pr/pr_app_dtl .aspx?param=wGEVXQwtDqunL7seV ZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use In HVHZ. FL5302 R6 AE IRC-6009-1404S Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL•S362 R6 11 IRC-6009-150-IS.Drawlna 7=10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. +35.6/-42.1 Evaluation Reports Other. Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-ISO-I5 Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-169-iS Drawina 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 Rb AE IRC-6009-169-15 Report 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-IS, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-100-15 Drawina 7-10 FLedf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-100-IS Report 7-10 Fl.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 15302.9 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FLS302 R6 11 IRC-601-1.10-1S Drawing 7-16 FL.Ddr Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.10 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-120-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6* II IRC-6016-220-IS Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.11 Stratford (M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 It IRC-6 16-130-IS•Drawina 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 302.12 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www.floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE OD48579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140.17 report 7-10 sealed.Ddf Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M651 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016.140-24 drawino 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6016.140-24 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-i45-74 drawino 7.10 sealed.i) Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. FLS302 R6 AE IRC-6016-145=7.4 report 7-IQ Sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 Thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6018-110 15 Drawlna 7-10 FL.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use In HVHZ. 0-15 saga 7.10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6018-120-15, 16'2 thru 18' wide Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 Ire-6018-120-15 Drawlna 7-f0 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-IS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. Dark Noa1 Contact Us :: 2940 North Monroe Street. Tatiatusswe F11 32399 Plrene: 650 4t17.1624 The Stale or Florida is an AA/EEO employer. copyright 2007.2013 State of Florida::: PrPVMY Statement :: Accesslbaihr St lemerd :: Refund Statemen Under Florida law, email addresses are public records. It you do not want your e-mall address released In response to a pudic -records request do not send ale tronk mail to this !Miry. Instead, dbntad the office by phone or by traditional mail. Ir you have any questions, please contact 650.487.1395. 'pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email address 11 they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S.. please dick )Ina . Product Approval Accepts: a®M® uTurimmul likeas https:// www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEV XQwtDqunL7seV ZMF... 7/20/2015 ALUSARE Inue CARIUR ATTACM V/ (D 1/4' • Ve' n.T A MR PEA IMIET 16 " OALV. etiTSERRIE r an% UNITS ArTAOH01 TT V/.fl W..'' w <D VA' L.' NCr %Qr 1Et 1EAY 1CDP13 •T IACR RRIErr sTRC TTPICAL W PSII / f 1 NGA VAAtAFC CvjIW "M 3/4 NIX WAR scom 3TRE LT07CMM W WA W ..' no Kof MON W Hats rCe STIR ATTACHOT rd 3TaT Is e[OOFIr61 114 GA, CI 0 G staits rb ! Ee 3(CI=Oi 37 37 t 5 sw Mip aARE 0 of HOC 3 STIVT SHCDr CD Ia• 7 3/.• fia OOeatAR WX wo SC EW t10 1QIQ •rtAaco AT W IMD CD.rre !.C.Cr VI tD VA' . L.' tMas N 6A 11e9E ATTACICD KF WAD SOLT/t C v/ m r/.' A 3/r arcwt O w" SCREW taOV co V.. I/.' 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B, 30' MR}1 E . C, 15' MRH Exp. C, 25' MRH Exp. D,15' MRH EMR x . D, 25' H 155 mph 1 141 mph J 134 m h 128 mph 1 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16-0"xT-O" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"xT-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) lffieteeeoolt Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Qo S ty, SFIE, Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin oM o'h;.•••• [ 9 i 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed 0 V •' 'O ' ••' 1; glass minimum - meets ASTM E1300-04) may be installed in 1 section ; No C^v Submitted By: OF O t) n •••se•• OeeoLooa. aaeG°`; STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Film #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921- G West Friendly Avenue a Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 Florida Building Code Online Page 1 of 4 FL17676.2 Business: ProfessionalRegulation r biCb DDnfWtd Busi nR es //, Irofessi lial BOS Home I Log In I User Registration I ®p ER. Puboduct Use, al what tier Hot TooICS Submit Surcharge Stats 6 Facts publications F8C Stag ( BOS site Map Links search Regulation useR. Product Approval Menu > Product a ADollralbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlingeromiwd.com Authorized Signature Brent Sitlinger bsitlingeromiwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 125 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ELEVATION 36' 2' typ. o.e I d I max. 2' typ. TT 8' o.c. / Max. / o r Min Edge 7/16' I A'*"CLEARANCE ALL FOUR SIDES) HEAD DETAIL IZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIRE PERIMETER BEFORE FASTENING. SHIM AS REWIRED DRYWALL MUST ACHEVESICR/4EW (SHOVM PENETRA OWITHN SHEATHING) INTO STUD.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report 182133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frome width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTEW TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 3 A GENERIC TERM WHICH I VdlndOws & Mors INTING FLANGE•. Gratz, PA INSTALLATION INSTRUCTIONS V.W.R. 12-14-09 do FASTENER SCHEDULE — FIN— °CD= e.m muea owc xan 3540 Single Hung NONE I Cr I oa a R; 3540-3240 SN FIN - Ir FA rA Validator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described belowls hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting b the Administrator orthe results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAWDMA/CSA 1011I.S2JA440-08 LC-PG40•-914x2134 (36x84)-H Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors, LLC 3540 SH (FIN) FRAME SASH 7158 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 067 mm x $92 mm Code: MTL REINF)(TILT)(ASTM) 3'0"x 7'0") 240" x 211") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4, 4-4- ci ted Laboratories, Inc. Authorized for Certification T Ameri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 Summary of Products FL it IModel, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed In accordance with FL17676 R2 11 Install - 3540 SH 36 x74 Fin.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf 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 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other. R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.i)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.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 11 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 E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: r 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI II Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.20 3540 SH 144x72 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf 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 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf 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 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS S2x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-309-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) 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 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: eaa I Q I :: 1940 North Monroe Street. Tallahassee FL 32399 phone: 850.487,1824 The State of Florida Is an AA/EEO employer Copyright 2007-2013 State of FlorMa.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.487.1395. -Pursuant to Section 45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the acensee. 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 45S, F.S., please click here . Product Approval Accepts: m Credlt5AFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 4 Florida Building Code Online FT Page 1 of 4 flordl Dpmrff(d SCIS Nome I Login I User Reglstratbn { Not Topics I Submit Surcharge I Stats 6 Facts Publications FBC Stan E BCiS Slte Map Links Search Busines Professi = alifProductSf kUeApproval Regulation Product Approval Menu > Product or Applicatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 13 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/CSA 101/f.S.2/A440 Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products i FL # Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 3604.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 11 Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 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 3S40 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf 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 11 FL17676 RI Il Install - 3540 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 FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62524 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012470 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other:LC-PG30 FL17676 R2 11 08-01371B 11.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 1 3540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-3S Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 ICreated by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13,Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 S1214I.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 Fls S2x84.Ddf 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(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R3S.(072016) Impact Resistant: No Rev.Ddf 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 11 Install Instructs - 3540 SH FIN 48x72 (As Testedl.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf 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 11 Install - 3S40 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aodt Next Contact Lis :: 1940 North Monroe Street, Tallahassee Fl. 32399 Phone: 850-487.1824 The State of Florida Is an WEED employer Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The email; provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click b=. Product Approval Accepts: go CredrtSAFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Velidator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful oompletion of tests, and the reporting 0 the Administrator of the results of tests, accompanied by related dravAngs, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDMAICSA 1011I.S2JA440-0 LC-PG40--914x2134 (36X84W Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows & Doors. LLC 3540 SH (FINLESS) FRAME SASH Code: MTL 7157 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 067 mm x892 mm REINF)(TILT)(ASTM) 3'0" x 7'0") 2'10" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AM% Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B1910.01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4-Rt- j1d boratories, Inc. Authorized for Certification T Ameri Architectural Manufacturers Association 36- MAX. r FRAME WIDTH 4" RLAY I ANCHORS TO BE EQUALLY SPACED. SEE ANCHOR CHART SHEET 1 FOR UNIT SIZE AND ANCIiOR QUANTITY a MAX. I 84" MAX. FRAME HEIGHT SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors requiredateachJamb Height In) Panel width (in) 24.0 30.0 30.0 24.0 2 1 2 1 2 3" 2 2 2 36.0 3 3 3 42.0 3 3 3 4" 3 3 3 54.0 3 3 4 6" 4 4 4 06.0 4 1 4 72.0 4 4 5 76A 4 4 5 04.0 4 5 5 TARtE OF CONTENTS SHEET NO.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 I INSTALLATION DETAILS 0EWAPnON yr:I -PSO:tD NOTES. 1) THE PRODUCT SHOWN HEPEIN IS DESIGNED AND WNUFACTURED TO COMPLY ::IIH REOUIREMENTS OF THE FLORIDA BUILDING CCOE 2) WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLr TRANSFER ALL LOADS TO STRUCTURE. FRAMIN3 AND MASONRY OPENING IS THE RESPONSIBILITY OF 1HE ARCHITECT OR ENGINEER OF RECORD 3) iX BUCK OVER MASONRY/CONCRETE IS OPIIONA.L WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE R=SPONSIBIUr( C= THE ARCHITECT OR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEPEIN WIND LOAD DURATION FACIOR Cd=1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FPAME MATERIAL: EXTRUDED RIGID PVC. j) SASH UNITS MUST BE F.EINFORCEO WIT" GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE P.EINFORCEC WITH P.F-104S-020 STEEL. REINFORCEMENT. 7) VNTiS MUST BE GLAZED PER AST" E1300-04. 5) A°PROVED IMPACT PROTE;:TIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGION!, 9) SHIM AS REOUIPEC AT EACH INSTALLATION ANCHOR WITH LOAD GEARING SHIM. SHIM WHERE SoACE OF 1/16- OR GREATER OCCURS. M NIMUM ALLOWABLE SHIM STACK TO BE 1/4". 10) FOR ANCHOPNG INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO 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. I I) FOR ANCHORING INTO WOOD FRAIJING OR 2X BUCK USE d8 WOCD SCREW WITH SUFFICIE111 LENGTH TO ACHIEVE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SuOWN 114 ELEVATIONS AND INSTALLATION DETAILS. 12)ALL FASTENERS TO BE CORROSION RESIST*0. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR. MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES w1TF STRENGTHS LESS THAN 1HE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPFC.IFIC ^ RAVITY OF G_0.4i E. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. PIPE I TOR GREATER). MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ. PA 17030=0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES DRAWN MIG ND. V.L. 08-01372 KA-- NTS IDATI 10/17/11 1 S"a' 1 OF SIGNED: 1012112011 w w 2Y BUCF;/WDOD I"RAMING BY OTH..ERS. 2Y. BECK TO BE PRQPER0 SECURED FLANGE TO BE -1 nC3= CGI I SET III BED NT p' 1 MAY J APr'RO'JEO SG'•L NT I` i'llb •,d=E SHIM 171 HEM 10 BE SET IN A BED OF APPFOdED CINSTRULTION SELANT r EXTERIOR _ ay ;i INTERIOR SILL 0 6E SO IN 6ED OF APPROVED CONSTRUCTION-DHESNIE FLANGE 10 Bc 1/4" MAX. SET IN 6ED 0" i f C C'G7G SHIM APPROVED SEALANT 1- 2a EUCK/ K000 FRAMING —VERTICAL CROSS SECTION65' OiI,ErS. 2: BUG: TO BE P;ZO°E^LY SECURED 2X SUCK4VOW FRAMING INSTALLA TION RCNSK`.S CCSCFW7IQN wE I AvpR*tEO ENBEc!.IENT SI IIL1 I^ # 6 .+GGD SCREW INTERIOR 2X SUCK/.:GOJ FpA%41NG HY OTHERS. 7k BUCK 10 EE PR,-PERLY SECURED EXTERIOR FLANGE i0 BE Sc IN 2ED OF APPRCVED SLANT HORIZONTAL CROSS SECTION 2X SUCKAVOOD FRAMING INSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOttN FOR CLARITY, WEESOTWMARKET STREET DOORSM650WINDSGRANTZ, PA 17030-0370 J` 5 . t04f. GEN p + Ao 6STEEL SERIES3540FINLESSPVCSINGLEHUNGWINDOWREINFORCED - NON -IMPACT 36' X 84`INSTALLATION DETAILS 0TAT OF 42, D* G hc. REv Fs ORIO . ON 08 - ijS ONA j1 501372uu[ G1E NTS10/17/11 2 OF 3 F.+>,;, IlRY;'LOr:CBETE BY OTHERS OPTICNAL V' BUCK BY OTHERS. V) BUCw 10 61 ROOERLY SECURED. SEE NoiE .i SHEET I FLAN:•[ iO BE SETIN EEO OF AP=RO';EC SEALANT EXTERIOR FLA,1,E TO BE SL'il`1 BED OF 4PPROVEO SEALANT OPTIONAL iX BUCK B( OTHERS. IX BUCK 10 BE PROPERLY SECURED. SEE NOTE 3 SHEET 1 11 I/-- MAY. J SHIM HEAD 10 BE SET IN A BED OF APPP. VEf) CONSTRUCTION SEALANI INTERIOR VERTICAL CROSS SECTION MASONRY4MCRETE INSTALLATION SILL 10 EE SET IN BED OF APPROVED COIdsTRucnON ADHESIVE 1/4- MAX. 5hil 1 pnijoNs n, GEXI`rw WN OA:E I A—J4D I I,'d" MIN _1 I 1 /1" Mv. EDmEMBENf I — SHIM MASONRY/CONCRETE . Ir S/15" IAPCON BY OFFERS INTERIOR MUMMA E7 MIM. I /, EDGE GIST. I IjL CPTIONAL IX BUCK BY EXTERIOR OTHERS. IX SUC, TO BE PROPERLY SECUPEG. SEE — FLANGE 10 6E 1.07E 3 SHEET 1 SET IN PED OF APPP.OVEO SEALANIT HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION MASONRY/CONCRETENOTE: INFERIOR, ANO EXTERIOR CINISHES, 6' OTHERS, BY OTHERS NOT $HC01 FOP. CLARITY. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRANTZ. PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS opt:r,:: oAo I:o. Fc V.L. 08-01372 - s`lc N TS GAic 10/ 17/ 1 I 1""cc0 3 OF 3 EN.9 i PAT 6EOF ; VIPsjs/ 0NA j1\\ V L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlomaspc.com Manufacturer: MJ Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. supporting Technical Documentation: 1: Approval document: drawing number 08-01372. titled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2, Test report No.: B1910.01-109-47, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York; PA AAMAIWDMA/CSA 101/I.S.21A440-05 Design pressure: +40A0/50.13psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and sealed'by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not impact resistant and requires.impact protection in wind bome-debris regions. Installation: Units must be Installed In accordance with approval document, 08-01372. 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'produd(s). 1of1 111111.1/t P. • L 0 N . %r, E N s.'9tp 0,.6jZ51 elm cc Z: TAT OF s/IINAL1E?` Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 N Florida Building Code Online FL17676.16 Page I of 4 FM W DeparoWtd BUS Home I Log In I use, Registration Hot Topics I Submit Surdwrye I S1ats 6 Facts F Publications FBC Stag ` SCIS Site Map ,Links Search Busines/ Professi lial V Approval USER:ER: pubPublic User Regulation Product Approval Menu > ProAuct or Aoallcalbn Search > Application Lis t > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 761 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Rj Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL it IModel, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 36x84.ndf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 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 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 f Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 1 13540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: 25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI 11 Install - 3540 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 1 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/ 50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 1 1 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Piessure: 40/-50 Installation Instructions Other: La-PG40 FL17676 R2 lI 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Lose Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: 30/-30 Installation Instructions Other: L PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 RZ AE 511988E 1371.odf Created by Independent Third Party: Yes 27676.121 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.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: RI 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://floridabuilding.§rg/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 ` IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.ndf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48x72.R35.(0720161 Impact Resistant: No Rev.Ddf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.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 11 Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bath Mext Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or try traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Stabiles, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The email$ provided may be used for official communicatlon with the licensee. Nowever email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: SKI Credits E https://floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 J Velidator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described belowls hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting 19 the Administrator of the results of tests, accompanied by related drawings. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 10111.S. 2/A440-08 LC-PG35'-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Windows &Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH Code: MTL 10817 PVC)(O/X.O/X.O/X)(IG) ZT31 MM x lea nun 660 mm x 919 Mm INS GL)(REINF)(TILT)(ASTM) 9'0" x 67') r10" x 3'0") 2. This CeNfication will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109.47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification 4te d Laboratories, Inc. Authorized for Certification IF(L . American Architectural Manufacturers Association 2' typ.. 2' typ TT 2' o.c. Max, L t r. 4"*&'CLEARANCE ALL FOUR SIDES) WHICH ELEVATION log' STHING Min Edge Distance JAMB DETAIL HEAD DETAIL 1`11" 13Y ME Anchor See Section Details) c© Min Edge &' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL OYM WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck Installations are assumed 2x S-P-F (0-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. S. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing. non - compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration. water penetration. Intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smoler than shown. locate fasteners opprox. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes ore limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPADA SHOWN WILL ALLOW OEM PRESSURES UP TO +35/-50 UWS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 1 INSTALLATION INSTRUCTIONS FASTENER SCHEDULE - FIN- V.M.R. 8-20-09 3540 Single Hung NONE 1 1 Windows & Doors Gratz. PA Continuous Head and Sill H3540SCSH FIN — 0 Florida Building Code Online 18504.2 Pagel of 3 r SOS Home I t.op In 1 User Registration I Mot Topics I submit surcharge I slats & Facts I Publications FBC Stan I Bas Site Map I links I search I raNi 1 AProdud Approval USER: Public Use Product Aooroval Menu > Product or Aoollca[lon Search > Application lht > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived D 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 bsitlingeremiwd.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 C 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 Ci Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 2 of 3 It Date Submitted 09/02/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Summary of Products FL III Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-1926 Horizontal 08-01455A.odf Verified By: Luis R Lomas PE-62514ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8", Impact Resistant up to FL18504 RO AE 512079A.odf Wind Zone 3 Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-1926 Vertical 08-01445A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512069A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO 11 M-2285 Horizontal 08-01834A.odf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120% Impact resistant up to Wind FL18504 RO AE 512521A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512520A.Ddf Zone 3. 1 Created by independent Third Party: Yes 18504.5 Horizontal Mulliont M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Horizontal 08-01456A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18504 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84", Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. 1 Created by Independent Third Party: Yes FEE NO=t Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850-487-1824 The Stale of Florida is an AA/EEO employer. Cowrloh[ 2007.2013 State of Fl0rlda.:: Privacy Statement .: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to https:Hfloridabuild ing.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide tiro Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here Product Approval Accepts: MOME Credit Card Sate https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES- 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS of THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBIUTY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT 1,14 WINO BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE_ AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION WINDOWS MUST BE APPROVED UNDER SEPARATE APDROVAL 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 71 DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSEP DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIOTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED ITv HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT, DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT 114 STEP 2. MULLICN RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - W1 1• w2 2 REV,S*NS REV I DESCRPRON MTE APPROVED A I REVISED INSTALLATION DETAILS 08/07/15 R L ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE d10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALL EO 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 W000 - MINIMUM SPECIFIC GRAVITY OF 0=0 42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER) 5) TO ATTACH MULLION TO CLIP USE (4) #10 r 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHIEETNO.1 DESCRIPTION NOTES CONFIGURATIONS AND OP CII.ART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. OYYG NO. V.L. 08-01445 SOLE NITS 104TE 01 / 1 1 / 12 SN-1 OF 3 SIGNED: 0810712015 J`\\` C, ft II`r07j,,. A\G E N'tt 9'p O'. T NAL 0 107 3/8" COMBINED WIDTH WI -1[- W2 E3" FRAME HEIGHT WINDOW WINDOW MULLION SPA 1 F HE MU S. 107 3/8" COMBINED WID11-1 wl --If W2 83' LWFRAME HEIGHT WINDOW MULLION SPAN) / f DMBINE CODWIDTH lVI1 -- I r [ W22 WINDOW AME ICHi IWINDO WINDO LUOf l) rl L f II W7 -- il-- w2 10? 3/ 8" 1.V NOtnCli .'/IV n Design Pnts9lr- radag (P-v Unra anchored Into wood homing Mullion Tributary width On) span (In) 1&132&50 J6.00 4200 A00 3213 Moo 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130. 0 1 .0 127.2 127.0 127.0 127.0 4103 120.7 94.3 77.9 73.8 7Z 1 72.0 6Z00 924 70. 6 56.0 51.5 4&8 N37 55.63 86.5 55.8 51.7 47.3 44.4 7Z00 77,8 5&7 45.6 41.4 38.5 64 00 fi21 45.033.129.1 26,3 107 3/8- COMBINEO WIDTH W1- 11- W2 83" [1 LOW FRAME 'WINDOW HEIGHTMULLIONSPAN) 107 3/ E" FCOMBINED WIDTH W2 1 f 83" ! WINDOW JFRAME !!! /// HEIGHT MULLION SPAN)` 111LA/ I r W 1 --I F-- w2 107 3/8" COMBINED WIDTH REMS ONS Rev I OESCRIP1RON I O.1E APOROVEO I A REVISED INSTALLATIONDETAILS06/07/15 R.L. 107 3/8" COMBINED WIDTH W1 -{ r- W2 83'J f WINDOW J FRAME HEIGHT WINDOW MULLION w 1 -- I I-- W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MUL17PLE UNITS AU Y8E MULLED TOGETHER AS LONG AS COMBINED W101H ODES NOT EXCEED 107 WAS SHOWN HEREIN. Dealga pr-ssvra - dna (031 Units anchored into Inasllnry/cononTM Mullion Tabulary WIN In) open on) 1112 25.30 36.00 42oo 4a00 1 5z13 2100 130.0 130.0 130.0 130.0 130. 0 130.0 37.36 130. 0 130.0 130.0 130 0 130.0 130.0 49.63 1300 130.0 130.0 130.0 130.0 130.0 6Z00 130.0 115.4 87.6 79.3 73.9 71.5 6563 130.0 95.6 729 65.5 60.5 5&2 7Z00 99Z 72. 4 54.0 4&1 44.0 420 6400 62.1 45.0 311 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE 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 SCALE NTS GR 01/11/12- -1 s"EE'2 OF SIGNED: 08/07. 2015 GENB,d+ 0 POrF-a* T. 4 iFS • : NAt A 1isIIINA I1.V NOtnCli .'/ IV n Design Pnts9lr- radag ( P-v Unra anchored Into wood homing Mullion Tributary width On) span (In) 1& 132&50 J6.00 4200 A00 3213 Moo 130.0 130. 0 130.0 130.0 130.0 130.0 37.38 130.0 1 .0 127.2 127.0 127.0 127.0 4103 120.7 94. 3 77.9 73.8 7Z 1 72.0 6Z00 924 70.6 56.0 51.5 4&8 N37 55.63 86. 555.8 51.7 47.3 44.4 7Z00 77,8 5& 7 45.6 41.4 38.5 64 00 fi21 45. 033.129.1 26,3 107 3/8- COMBINEO WIDTH W1-11- W2 83" [ 1 LOW FRAME ' WINDOW HEIGHT MULLIONSPAN) 107 3/ E" FCOMBINED WIDTH W2 1 f 83" ! WINDOW J FRAME !!! /// HEIGHT MULLION SPAN)` 111LA/ I r W 1 --IF-- w2 107 3/8" COMBINED WIDTH REMS ONS Rev I OESCRIP1RON I O.1E APOROVEO I A REVISED INSTALLATION DETAILS06/07/15 R.L. 107 3/8" COMBINED WIDTH W1 -{r- W2 83' J f WINDOW J FRAME HEIGHT WINDOW MULLION w 1 --I I-- W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MUL17PLE UNITS AU Y8E MULLED TOGETHER AS LONG AS COMBINED W101H ODES NOT EXCEED 107 WAS SHOWN HEREIN. Dealga pr-ssvra -dna ( 031 Units anchored into Inasllnry/ cononTM Mullion Tabulary WIN In) open on) 1112 25. 30 36.00 42oo 4a00 1 5z13 2100 130.0 130. 0 130.0 130.0 130. 0 130.0 37.36 130.0 130.0 130.0 130 0 130.0 130.0 49.63 1300 130. 0 130.0 130.0 130.0 130.0 6Z00 130.0 115. 4 87.6 79.3 73.9 71.5 6563 130.0 95. 6 729 65.5 60.5 5&2 7Z00 99Z 72.4 54.0 4&1 44.0 420 6400 62.1 45. 0 311 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE 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 SCALE NTS GR 01/ 11/12- -1 s"EE'2 OF SIGNED: 08/07.2015 GENB,d+ 0 POrF- a* T. 4 iFS • : NAtA 1isIIINA I 1073/8- COMBINEO WIDTH W1-11- W2 83" [ 1 LOW FRAME ' WINDOW HEIGHT MULLIONSPAN) 107 3/ E" FCOMBINED WIDTH W2 1 f 83" ! WINDOW J FRAME !!! /// HEIGHT MULLION SPAN)` 111LA/ I r W 1 --IF-- w2 107 3/8" COMBINED WIDTH REMS ONS Rev I OESCRIP1RON I O.1E APOROVEO I A REVISED INSTALLATION DETAILS06/07/15 R.L. 107 3/8" COMBINED WIDTH W1 -{r- W2 83' J f WINDOW J FRAME HEIGHT WINDOW MULLION w 1 --I I-- W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MUL17PLE UNITS AU Y8E MULLED TOGETHER AS LONG AS COMBINED W101H ODES NOT EXCEED 107 WAS SHOWN HEREIN. Dealga pr-ssvra -dna ( 031 Units anchored into Inasllnry/ cononTM Mullion Tabulary WIN In) open on) 1112 25. 30 36.00 42oo 4a00 1 5z13 2100 130.0 130. 0 130.0 130.0 130. 0 130.0 37.36 130.0 130.0 130.0 130 0 130.0 130.0 49.63 1300 130. 0 130.0 130.0 130.0 130.0 6Z00 130.0 115. 4 87.6 79.3 73.9 71.5 6563 130.0 95. 6 729 65.5 60.5 5&2 7Z00 99Z 72.4 54.0 4&1 44.0 420 6400 62.1 45. 0 311 29.1 26.3 24.9 LARGE AND SMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE 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 SCALE NTS GR 01/ 11/12- -1 s"EE'2 OF SIGNED: 08/07.2015 GENB,d+ 0 POrF- a* T. 4 iFS • : NAtA 1isIIINA I LARGEANDSMALL MISSILE IMPACT, LEVEL 0, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE 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 SCALE NTS GR 01/ 11/12- -1 s"EE'2 OF SIGNED: 08/07.2015 GENB,d+ 0 POrF- a* T. 4 iFS • : NAtA 1isIIINA I 2 1/2" MIN I" MIN EDGE DISTANCE SEPARATION MASONRY/CONCRETE BY OTHERS 4 i 1/4" a MIN EMBEDMENT I I J J 114" TAPCON SECT5796 CUP SECT M-1926 MULLION SECT5796 CLIP 10 WOOD SCREW 1 1 / 1 I 1 3/8" MIN EMBEDMENT 1 /2- MIN _ - WOOD FRAMING/ EDGE DISTANCE 2X BUCK VERTICAL CROSS SECTION BY OTHERS MASONRYiCONCRETE AND WOOD FRAMING INSTALLATION 3 3/4" 1" 3/S" 41 1 3/8 2" L 7/ T SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125• THICK 2X 01/4' 3 3/4" 2 1/4" _- 3/8" 7/8" 2X 01/4" ` 7/8" 1 1/ u 8. OESUMP1gr1 DATE I PMVED REVLSEO ISTALI II014 OEUILS 08/07/15 1 R.L. SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING INSTALLATION 16GA (.0631) GALVANIZED STEEL ALUMINUM 6063-T S -125' THICK 2 3/4" { SECT M-1926 MULLION ALUMINUM 6063-T5.125• THICK SECT5796 OR MT000022 CLIP I i SECT5796 OR MT000022 CLIP CLIP INSTALLATION MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS CPA 0«0 1.0. V.L. 08-01445 ALE NTS ICATE 01/11/12 1 S-E'-'3 OF 3 SIGNED: 0810712015 Nk%9 1R! ILI0 i GENSF`P 21t• or8 6• t p TTAtT1rE OF ; REv i"••'clOR10p'• k n L. Roberto Lomas P.E. 233 W Main St Danvilic, VA 24541 434-688-0609 rllomas@Irlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: W1926 -Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance. The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units 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. Certirication 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 1111111/11il E N S".'gcJ''' TATE OF ;tvcc Z: 0' NA11\\ Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 I NOTES: I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4 WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM SIACK TO UE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL.: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 86 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. MOONS I acv I O[SCFIWgN I WE I APPR 0 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2 GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO I.ABFLED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDUTES, 3500SP, 3540PX, 3540T, 3540SOLITES, 3540SP, 3250PZ, 3250T, 3250SDUTES. 3250SP, 3240PW, 3240T, 3240SOILITES, 3240SP, 3500HPPw, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 358OSOLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES. S-3500SP, S-3540PW. S-3540T, S-354OSOLITES, S-354OSP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-3540SOILITES, W-3540SP, 1255PW, 1255SP, 1280PW. 910SP, 1255HPPW, 1255HPT, 1255HPSOLITES AND 1255HVSP. I TABLE OF CONTENTS SHEET NO.1 DESCRIPTION ' NOTES ELEVATIONS INSTALLATION F-tZpM'FLktA QLA56 f — SIGNED: 0211712016 M650WINDOWSDOORS MARKET GRATZ, PA 17030-0370 J\ 811 111 0/,/ v,• v GENS •S 0 6 SERIES3500FIXEDWINDOW96" X 60" NON-IMPACT rt8 2•= NOTES O; STATE OF ; .a: i;( ORIO; ORAWN: Vic NO. REV N. G. 08-022859 iONA11 N aTcScAuNTS02/04/16 1 OF 3 2' 1, FI HI 96- MAX. FRAME WIDTH MAX 10 MAX O.C. 2' MAX 10' MAX iU' O.C. AX. IGH T IGHT SEI F01 OF 2" MAX -I SERIES 3500 FIXED WINDOW EXTERIOR VIEW FTN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1- X 1/8- WEEPSLOT AT 2- FROM EDGE OF SILL FACE CHART A11 Haight CHART f I I NUMBER ANCHORS FWAslopts I m I oesmpum I OAR I APPfM o i— Ttoc4 b 80-y MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION ONPWN' 0'MC MO. N.G. 08-02859 W-"L NTS — 02/04/16 1 -r2 OF 3 SIGNED: 0211712016 tnu unr 0EMs*. ,pi D , ATE OF ; I sev, 0 FS 0RlO Z2 IONA j1\\ 4 N APPROVED SEAL ANT BEHIND FIN 06 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE 1/4' MAX SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/ 4" MIN. EMSEOMENT APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RLHsvoNs oexamoN ah .rraoWn NOTES: 1. INTERIORAND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FRAMING DESIGNEDINACCORDANCEWITHASTME2112 TMrnZiCI BY OTHERS b y v O 14 SIGNED: 0211712016 TOOKSM650IWEST 1REIlTO M KET STREET17030-0370 J\5 ,/,' NSt.•,'pGRATZ, PA v,•v\G SERIES 3500 FIXED WINDOW 0 *= X 60" NON —IMPACT N INSTALLATION DETAILSFIN TE6OFDA G`` N.G. o«c 08-02859 S OR10 z111;1111wueo'c aHmNTS02/04/16 3 OF 3 jj ll\ i Florida Building Code Online Page 1 of 2 r Florida ftaI 1MId BCIS Homo I Lop In I User Registration i Hot Topic I Submit Surcharge I Stab 9 Facts publications I FaC Stan I eaS Site hop I Links Search I Busines //V Professi 4'i I P oductAppmval t R:ftaleUser Regulation Pffldr d Arwrovat Menu > Pradu[t or Aooiiathn Scorch > Aaaliatbn List > Application Detan FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CUfton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W- Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. v6 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 Standarrd Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/r)r/Pr_app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/201 S Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products t FL it Model, Number or Name Description 12019.1 Triple 4" and "Quad 4" 0.012" Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use In HVHZ: No FL1201.9 R5 11 Inst 12019.1.od1 Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019.1.odf speclflc application and for any other additional use Created by Independent Third Party: Yes limitations and installation Instructions. 0nck Mga1 QDI=.1S ;; 1940 North Monroe Street. Tallahassee Fl. 32399 Phone: ASO.487.1924 The State of Florida Is an AMEEO employer. copyright 2007.2011 State of Florida, :: Privacy StatemeM :: AccessrblHtr Statement :; Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released In response to a putilIc-recom request. do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you hove any questions, please contact $50.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, ef ecUve October I, 2012, licensees licensed under Chapter 455. F.S. must provde the Department with an small address If they have one. The email$ provided may be used for official communication with the licensee. However email addresses are public record. 11 you do not wish fD 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 e55, F.S., please click IIM. Product Approval Accepts: a I<t Crc tSf- r E https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 I o ACM M ANIGHCAN CONSTRUCTION METALS 5140 West cliRor sheet Tampa, FL 33634 TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES I . This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing or stucco. 3. Site conditions not covered by this droving are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 7 x 7 batten strips. S. Aluminum soffits sholl conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 17101 TAWS OF commm SMEETi OESCRIPIION 1 TypiCal elevations r general notes 2 Pond detals 3 Soffit details d design pressires 4 Soffit decals rk design pressures S Soffit defogs. design pressures & bill of materials TRIPLE 4 4 T•&012 (AI IS OKV4 T-" A(013S THf.Ij QUAD 4 Q4 G-01210115-THM 0- 014(J135-mm er: JK or MS iO.0 M0: R-12019.1 r _La SOFFIT AIR FLOW TABLE SOFFIT TYPE AIR FLOW SOFFIT TIMM AIR Flow r.a.ae. Bison nr<e ze arena. nee ceaTO w— r.RAewTTarw 3.91 2.71% sv" vofr AaansTroy , 11.74 8.16% mow 11.74 8.16% iin I 3.69 2.66% i^ 3.69 2.66% P ISf' 1.25 I r— DT IT A15S' 1-- OBoRlr I FASCIA 2 'lCNANNEI - 'CHANNEL COVETAGE Pei vo W,4 I:OVEiAGE IL-1-7 too" J3 Al AISI.R. Q N Wl1R. AT o Dr ale AND END DERAILS IT COVERAGE 11/16 _ AVAI'PrtCH 25/8' IIAetElOetowEl6 T TRIPLE 1 PANE! IS COVERAGE P AST(REF) 4w PRCN 2AT—r% WHAVAIUYEfOILOWEe1 I (".4pw 6 °° ADiPANEL 125' 00000oll 00000—ra 0 0 0 0 0--- 0000,0 n n n n n n LOUVER PAnM PULL SCALE) § LOUVERS FOWM IN SAME 2{ DIRECTION AS RIBS) L o3T — VIEW-Aa1 NxSCAIE) S d PULL VENT. WIDE PATTERN Lowers formed m some Direction as Ihs) s 1 L000000-1 F—o°o°oa a OTT OOOOOOOOOa0 Oaaaa0a00 -j LOUVER PATTERN LOUVERS FORMED IN SAME 0 cnON AS RIBS) VIEW'A•A'(4xSCALE) 5 d FULL VENT -NARROW VENT PATTERNleavenloanedinsamedmIctionas NOS) d2EENIF FL-12019.1 SPAN ' A ' ROOF OVERHANG ROOF FRAMING ALUMINUM FASCIA TRIM CMU ORSOFfITJ M000 SEEOEIR-NL'A_ fRAHEO SEEOETAB' J SIDE VIEW - SINGLE SPAN w/F-CHANNEL Slrown w/ hw/ft-m canolew) SINGLE $PAN LENGTH A' DESIGN PRESSURE (PSn POSITIVE INEGATIVE r 70.0 141.0 10, 60.0 60.0 Ir 50.0 50.0 Ir 38.5 38.5 u- 30.0 30.0 nV It: W V VU rKAMIn V P~ %.VnntMIVCQ AJ = DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORO T-- -4. N DETAIL " B " F-Channel SPAN - A ' ROOF OVERHANG ROOF FRAMING SOFFIT EMU OR a0o0 3u$ EE0E*AIL*0' DETAIL'C'FRAMED SIDE VIEW - SINGLE SPAN, Shown w/ our famug arwlem) TRIM NAIL ATTACHED THROUGH FASCIA 0 Id, O.C. MAX. STAPLES INSTALLED 0 END OF PANEL AND r MAX. (D.C. SEE OETAL-J -. SHEETS) L1firMAX. DETAIL" A" Fascia STAPLES INSTALLED 1112E' O.C. (INTO WOOD) ON FCHANNB LEG OR TNNAIL 01 T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. (INTO WOODI IN FCHANNEL SLOT OR T-FLAIL 01 T O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FIAT AGAINST PANEL STAPLES LOCATED 24* O.C. INTO FRAMING Z. r ROOF OVERHANG SPA" - A - * r z Wst ROOF ir F/l FRAMING • f IL n a i ALUMINUM FASCIA TRIM / SOFFIT CMU OR M000 SSEE DETAIL-^' fRAMEO SEE DETAIL' C. SIDE VIEW - SINGLE SPAN I CHANNEL Sham w/ WaYfranikq anbk.a) ua MAX. 5 I' MAX. STAPLES INSTALLED 017 O.C. ONTO WOOD) IN JCHANNEL SLOT OR T-NAIL 0 IT O.C. DETAIL " D " J-Channel Foscio STAPLES MALTED 0 ITO.C. (INTO WOOD) IN JCHANNEL SLOT OR T-NAIL 0 1 T O.C. ONTO WOOD OR MASONRY) STAPLES LOCATED LI J 2C O.C. INTO FRAMING — 7 9Q I/r MAX. I -MAX. ---- 1 1 DETAIL "C" J-Channel SCAL: N.T.S. owc W. JK SUBSTRATE NOTES: aa. W. EFTS 1. WOOD SUBSTRATE G = 0.42 OR OEM Gww.wG w, 2. MASONRY SUBSTRATE. 300D PSI CONCRETE (ACI 301) FL-120 19.1 OR HOLLOW BLOCK OASTM C901. yW OF 7T SPAN ' A ' ROOF OVERHANG ROOF FRAMING SPAN " A ' ROOF OVERHUNG SEE NOTE 2 ROOF FRAMING ALUMINUM ALUMI'4JM FASCIA FASCIA 9 TRIM TRIM SOT7 CMU OR-jCHU OR WOOD SOFFIT) / WOOD FRAMED FRAMED SEE DETAIL `E' SEE DETAIL' F' SSEE DETAIL' G' VA ffDETAIL 'E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/1-CHANNEL Shawn w! Mas/fn3M&V oveft g) (Shown w/ busSmrardng weAun9) TRIM NAIL ATTACHED THROUGH FASCIA 0 I6` O.C. MAX. NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STARES BKTAIL® 0 ..... - d ..... END OF PANEL AND - B` MAx. o.C. 1:DETAIL` J".SHEET51 I I C --- ------- I / B' MA X, ---I 5 DETAIL" E" Fascia I - I/ WMAX. DETAIL" F" F-Channel STAPLES INSTAW3) 0 2r O.C. (INTO WOOD) ON F- CHANNE LLEG OR T-NAIL 017O.0 IWO WOOD OR MASONRY) STAPLES INSTALLED 0 170.C. ONTO WOOD) IN F CKANNEL SLOT OR TJJAIL 012, O.C. ONTO WOOD OR MASONRY) SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. MASONRY SUBSTRATE' 3= PSI CONCRETE (AC1301) OR HOLLOW BLOCK MM C901. CONNECTOR NOTE: 1. WOOD TRAA9NG AND CONNECnOM TO BE OMNBD I'// BY THE ARCHIECT OR ENGINEER OF RECORD 2 120 COMMON NAIL OR 3/1C BW IAPCON CONCRETE SCREW MIN. 1. 1/,rEMSEDMENII 0 2r ON CENTER SINGLE SPAN UOIGTN A- DESIGN PRESSURE ( SO OSMVE NEGATIVE B' 70. 0 141.0 IV, 60. 0 60.0 Ir 50. 0 50.0 Ir 30. 5 3D.5 14" 30. 0 30.0 STAPLES LOCATED ZC O. C. INTO FRAMING I/r MAX. - I' MAX. DETAIL" G " J-Channel m49 STAPLES INSTALLED 0 ITO.C. ( INTO W000) IN !-CHANNEL SLOT OR T• MAIL 017 O.C. pNTO WOOD OR MASONRY) lm JK er LFS Wm io.: FL-1200. 1 aT 4 or 5 ITEM DESCRIPTION MATERIAL I FASCIA .0215• THK. AL 3105 - MI 4 ALUMINUM 2 7 CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 Tr CHANNEL .0155' THK. Al. 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL AI IS OR .0135' THIC AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .013S' THICK) Al. 3106 ALUMINUM 7 R 15 x I4V4" TRIM NAIL S.S. 8 18' GA. X 1/4' SS STAPLE w/ 7/8' MIN. EMBEDMENT STEEL 9 7' X 2" BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXr. 15/32" PLYWOOD OR BETTER WOOD 1 I 097" OIA. T-NAIL w/ 5/8' MIN. EMBEDMENT) STEEL 12d X 3-1 /4' H.D. GALV. STEEL COMMON NML 0 ZC O.C. w/ l i/4' MIN. EMS. DETAIL " H " IX2 VERDCAI FRAMING (G-0.421 ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMING 12d X 3-1/4" M.D. GALV. STEEL COMMON NAIL 0 2C O.C. w/ 1-31C MIN. EMB, STAPLES INSTALLED 0 STAPLES INSTALLED END OF PANEL AND ENO OF PANEL AND Ir MAX O.C. - 8'MAX.O.C. SEE DETAIL •1DEfAL'11 5 6 DETAIL " I" MAX. DETAIL " 1 " ROOF CVERHANG SEE MAP. 'A•` SHE13) TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A• DESIGN PRESSURE (ISF) POSITIVE NEGATIVE 16" 70.0 70.0 IM 66.5 66.5 20' 60.0 60.0 22- S4.5 54.5 24• 50.0 50.0 ROOF SPAN ' A SEE DETAP - B - J I I (SHEET 3) 1 I I V 1I CHU OR WOOD I CONTINUOUS (J ( SEE DETAL' H • BATTEN ®CL sPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ buss/framing candle w) SPAN ' A ROOF OVERHANG SEE DETAIL' G' SNEET 41 ROOF FRAMING SEE NOTE 2 I III I } MU OR w000 O, AL•1• 8 11 FgAHEO SEE DETAL' A' SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR TIDIES: (Shown w/ bus ftrrdm overhang) I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: 8YTHEARCHITECTORENGINEEROFRECORDI. WOOD SUBSTRATE: G = 0.42 OR BETTER 212dCOMMONNAILOR3/16' RW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 1000 PSI CONCRETE (ACI 301) IMII. 1.1 X EMBEDMENII 0 ZC ON CENTER OR HOLLOW BLOCK (ASTM, C90). uc: N.T.S. ar ) K ar LFS umrc w. FL- 12019.1 n 5 or 75 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrieo, FL 33S95 Phone 813.659.9197 Florida Board orProrewonal Enginem Certificate orArrhorintion No. 9813 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Oued 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc- and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewutrements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330.02 2. Drawina No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals Is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet t Of 1 Testing Laboratory Slaned by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Started & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt. P.E. 811t/111/J%IsY. v'.•;G is N,q..• i Wo 43409 it L t 4u zlyndon F. Schmidt, P.E. 0 . : <fl: FL PE No. 43409 pR1 4r,nofsQ.= ti Florida Building Code Online ` Page 1 of 2 Business & Professional Regulation rc e A ''&ppn;-jMTeMd SCIS Home I tug in I user Registration i Mot Topes I Submit Surcharge I stats a FMS I Publications I FBC Stan I SCIS Site Map I Links I search I Busines ProfessiRal ctUSER "pbicUseefOV"' Regulation Product Ae KMI Menu >, Psddtict or AnaMthn search > Aoolxatien list > Application Cetae i Fl-# FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolllns®atlasroonng.com Authorized Signature Meldrin Collins mcollins@adasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden rb Validation Checklist - Hardcopy Received Certificate of Independence F0630S R4 COI ATI 13002.4 2014 FBC Product Evaluation Shinal s.nd_r Referenced Standard and Year (of Standard) Standard YP.lJL ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 3995 TAS 107 3995 Equivalence or Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDquJBMjgU 1 j 3N... 7/20/201 S Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products t FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 11 ATL13002.4 2014 FSC Product -Evaluation Shinales,pd( 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 Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnoles.Dd( Created by Independent Third Party: Yes Sack llbal Contact Us :: 1940 north Monroe Sheer- Tallahassee IFIL 3LM Phone: 850.487.1824 The State of Florida Is an AAIEEO employer: Comiaht : Privacy Statement :: AcrecdbgR :; Refund Statement Under Florida low, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, pease Contact 850.487.1395. -pursuant to Section 4S5.27511I. Florida Statutes, effectwe October 1, 2012, kensee5 licensed under Chapter 455. F.S. must provide the Department with an email address If they have one. The emarls provided may be used for official communication with the kensee. However email addresses are public record. If you do not wish to supply a personal address, please provde the Department with an errhall address which Can be made available to the public. To determMe if you are a Ikensee under Chapter 455, FS., please dick here . Product Approval Accepts: M®OE ixYU rim' https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C EDITION (2014) Manufacturer- ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES EaGt e o Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Constriction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 1DO 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2D08d PRI Construction Materials Technologies (TST5878) ATLA32-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-Di ASTM D 3161 2D09 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 20D9 PRI Construction Materials Technologies (TST5878) ATLA62-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-M ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 20D9 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 20D9 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 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 (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161. Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMI 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 Dangefield) 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 16305-114 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 8 Basic Wind Speed (V„ n): Tough -Mastery 20 Basic Wind Speed (V83d): Deck (HVHZ)- Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in aocordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or '6 Nail Pattern' detailed below. T- j Nails cIn 1 5/17w 12- 1 — 12- Figure 1. GlassMaster® 30 8 Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) M. Nails 12" • SJ8" 1 ] a 11 12^—'1-12"' Figure 2. GlassMaster® 30 8 Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AM'' Architectural Basic Wind Speed (Vo): Basic Wind Speed (Vow): Deck (HVHZ).' Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 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 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 Pattern' or '6 Nail Pattern" detailed below. 39x M- Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) VT I Figure 4. Pro -LAM'" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servlces. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster@ Shake Basic Wind Speed (Vul): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or'6 Nail Pattern' detailed below. 39 2w a0 Ub, W Irr M Ucm =1IOC 7 u L,r-, 00or rrr rrC",r r_ = 1 l. 1 Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) as x cn 1208 plMoaednq"n W mti ar1sw r// i yr ,• 0 0 0 CD O O O O 0 0 I O O O Q 0 0 0 0, ,.• Figure S. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattem ATL13002.4 FL 16305•R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vu,): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern" or "6 Nail Pattern' detailed below. 1w Tel: • T Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMasterV Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vut): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. U. 1, . t Ur •+7 wa,.n 0 0 Figure 9. Pro -Cut® Starter Strip ATI-13002.4 FL 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3.. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VW,): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed New): 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. 12" r 12 ga. 1-1/2" ring i shank nail i i I 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any 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. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PW R q, G-E NSA. FS' oN74021 r r_ cc Z STATE OF .71UJ sx! % CERTIFICATION OF INDEPENDENCE 2015. 06.2 1h. %- 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest In any company manufacturing or distributing products under this evaluation., CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT ATL13002. 4 FL 16305-R4 Page 9 of 9 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shah notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 15W.2.5, 1507.2,7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (rST5878) 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 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 (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109.02-01 ATLA 16-02-01 ATLA 18-02-01 ATLA 19-02-01 ATL-123.02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATLA 32-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136.02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20.3. The manufacturer shall nobly 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 (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161. Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vui): Tough -Mastery 20 Basic Wind Speed (Vud): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): k ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or '6 Nail Pattern" detailed below. 36' Nails i••1" 1 y8' 12'•— 12-'— Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 30" J NailsTj SW 1 Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK' TECHNICAL SERVICES, LLC Prol-AMTO Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements: Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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 Pattem' detailed below. V w u w Maro"a wP m N•IrW VCD r I V a CD 0 0 0 CD n Cn o CD 000 eLM- Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) ov Nuti'wOVrA nrrrw 3 - " M• I I. e. a w• I L Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnac" Pristine & Basic Wind Speed (Vun): StomlMastertno Shake Basic Wind Speed (Vaw): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or *6 Nail Pattern' detailed below. Figure S. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern (Non-HVHZ only) V o my awrym , 00 Z 0000„0000 — 00 00 O 000 fJ 0 0 0 0 0 O O O O O 0 0 0 0 0 O s rw• PI L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern u• ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (Vwt): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StolmMaster® Slate 6 Nail Pattem ATL130D2.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vun): Basic Wind Speed (Vese): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 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 in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 1. u n.Wr nA slu+l tiV v o 0 6 wre.r — _ _ _ _ — = c c c = _ _ _ _ = o = c = = c T. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided'for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vw,): Max. 194 mph Basic Wind Speed (Vew): 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 oonstrucbon. 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. I 12 ga. 1-1/2" ring shank Hall LII Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICAL. 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 Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. RY IR,I Pt'eiPq, 2015.06.2 No 74021 912:55:48 S Cc —0400' STATE OF Zachary R. Priest, P.E. Florida Registration No. 74021 18111tlttsN% Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. installation, recommended use. or other product attributes that are not specifically addressed herein. Florida Building Code Online Uncker f Page 1 of 1 L1 21(- r Fbfida _ I(d aCIS Home I log 1n I User Registration Hot Topics 11 Submit Surcharge Slats 8 Facts I Publications Fac Staff SCIS Site Map Links Search n Busmes ) P' r0fessi a) Product Approval USER: Public User Regulation r Prod .ry nerevalotcnu > Product or AeolIcatbn Search > Application Uot Search Criteria Refine Search Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use In HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL FL# o Tune Manufacturer Validated -By MUM FL15216-RZ Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments wpproveu or'!—. nppmr..0 r __ r .,..,..o..................._ -r .- . — -....- Conan us .: 1940 Neith Hemet Street. Taffehasi..e Ft 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Ccy6aht 20W-2013 coat of nerwa- :: Privacy Statement:; Affy«Iblllly Statement :: Relune aatement Under Florida lew, email addresses are public records. It you do not want your PmaO address released in response to a Public -records reouest. do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions. Please contact 850.407.1395. -Pursuant to Section 455.275(t ), Florda Statutes, affective October 1. 2012, Ilcim ees licensed under Chapter 45S, F.S. must provide the Department with an email address 8 they have one. The emalls prwlded may be used for offiWI communication with the licensee. However email addresses are public record. if you do not wish to suPPN a Personal address, please provide the Department with an email address which can be made available to the public. To determine If YOU are a licensee under Chapter 455, F.S., please click h=. Product Approval Accepts: tale o 'i: i` Crc '!fAWE https://www.floridabtiilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 r FAMM ftidil Ilen mmofof BCIS Home I Log In I User Registration I Not Topics I Submit Surcharge I Slats 6 Fans I Publications Fat SUM SCIS Site Map ( Unks ( Search Busmes Professibvnal product Approval USER: Public User Regulation MWrProduct Ao=VaLMaml > Product or ,oMle skin Search > A icatlon List > Applleatl Oelbll FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nleminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE i Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code EU216 R2 COI 2015 Ol CQJ_Nlemin en.odf 1507. 2.3 1507. 5.3 1507. 8.3 1507. 9.3 1507. 9.5 T1507. 8 https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL 0 Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Installation Instructions FL1S216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R22,Ddf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports rL1S216 R2 AE 2015 04 FINAL ER INTER' RHINOROOF FL1S216- R2_odf Created by Independent Third Party: Yes DadI HC t Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida Is an WEED employer. Copyright 2007.2013 State of Florlda.:: Privacy Statement :: arr.sdbtULeratemrm :: Rotund t nt Under Florida law, ernall addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. instead, contact the ofte by phone or by traditional mail. If you have any questions, please contact e50.487.1395. *Pursuant toSection455.275(1), Florida Statutes, eltective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an er,40 address If they have one. The emads provided may be used for official communication with the licensee. However emaU addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emall address which can be made avallable to the public. To determine if you are a licensee under Chapter 4SS. F.S., please Click UM. Product Approval Accepts: a®a® xrvrih•.0 nnrr https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/20I 5 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262.9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance:02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5`h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhInOROOf Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words '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. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert 1. 1. Nieminen, P.E. Florida Registration No. 59166, Florido DCAANE1983 Vtaurrtr,q -- i ' ss ,•!.' lsssss' • The buimie sal oppeariq was authorized Iry Robert Nbmi en, i7 P.E. on 0e/27/2015. this does not so" as an olearonicalk shoed doo mant. Slgned, sealed hardcoples have been transmitted to the Prodmi Appro l Admrrdslrator and to the named dlenl CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 20D5 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2012 ITS (TST2509) Physical Properties 100539395C04002 10/27/2012 ITS(TST2509) Physical Properties 200539395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report Is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On TileI Foam -On TileI Metal Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No I No Yes I Yes No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type 1 or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Certificote o%Authorization #9503 Evaluation Report I40S30.02.12-1012 FL15216-RZ Revision 2: 04/27/2015 Page 2 of 3 V* TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinitle Laver: Roof Slope > 4:22: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520.3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-142 Certificore of Aulhor/zolion #9503 FL25216-RZ Revision 2: 04/27/202S Page 3 of 3 QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX; (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL35216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5t11 Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 qat°rnp pQ;y GE t = Nleminen, t Ss The facsMOe cad appea-r{ was authorized by Robert a!>• N' p E. on od/27/2015. Thu does not sane as an electronically signed document. Signed, sealed hardwplas haw been transmitted to the Product Appmal Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 2507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 2507.9.3, 1507.9.5 on Heating 2507.2.3, 3S07.5.3, 2507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COCI-002 10/27/2012 ITS (TST15D9) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA2573) Quality Control Inspection Report 12/17/2024 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD 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. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nall -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U2D Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 Rhinoltoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificore of Authorizorion #9503 FL15216-112 Revision 2: 04/27/201S Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:22: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 Certiflcore of Authorizorlon #9503 FLIS216-RZ Revision 2: 04/Z7/2015 Page 3 of 3 C 0211112015 13:41 ffNp P.0021004 MIAMI-DADS COUNTYMI® PRODUCT CONTROL SBCTION 11905 SW 26 street ttoom log DEPARTMENT OF REGULATORY AND HCONOMIC RBSOURCEs (RER) Mla rm, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (7U)313-2590 F (7W) 313-2599 NOTICE OF ACCEPTANCE (NOA) www.mismidode ov/eminonw Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksoovllle, FL 32218 Scam This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in arest other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revolm, modify, or suspend the use of such product or material within their jurisdiction. RER•reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no chimp in the applicable building code negatively affecting the performance of this product. T$RMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, that it shall be done in its entirety. INSPECTION: A copy of this entire NOA 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 NOA renews and revises NOA No. 08-0423,01 consists of pales I through 3. The submitted documentation was reviewed by Juan S. Collao, R.A. NOA No.: 13-0814.08 Expiration Dote: 04/15/19 Approval Date: 01/23/14 Page I of 3 0211112015 13:42 ffo P.0031004 ROOFING AssitmLY APPROVAL Category: Roofing Bub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELIl;D BY APPLICANT: Hanufactared by AirneneiTest Product Applicant oas t3amcadoue Description Weather Vern Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flame: 24" x 520 Thickrom: 0.0217 inch. MANUIl' ACTURm LOCATION 1. Jacksonville, FL EvmaNcc ftBlmr zD Test AFeraev Test Idendfi r Test Name/Report Date M Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 CC - ES AC132 SBM-0274Y241 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck DescripUoa: rs/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3SYa" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with 1-1/" galvanized ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Not Free Area: 99 square inches. I40A No.: 13-0814.08 Expiration Data: 04/15/19 Approv* 1 Date: 01/23/14 Page 2 of 3 02/11/2015 13:43 M P.004/004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturers current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. 5. All products listed herein shall have a quality assuranoe audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo. city, state. and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Bxpirstion Date: 04/15/19 Approval Date: 01n3/14 Page 3 of 3 Florida Building Code Online Page 1 of 3 fbfW D2j131UfI I# SaS Moms I log In I User Registration . Hot Topes I SUbMit SUMharge I RSU & FaCu Busines" Approval a® Professi UW Regulation l Hi•jr > ptoduet or aootKatlon seared > ApUlkatbn Us t > Appllagon oeWl uuraho_ A cr n:.+ osraoinntosc cwv.:aON FL * FL2197-R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MITek Industries, Inc. Address,/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-S746 314) 851-7480 Ext7480 dwert@mli.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Emall 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017S746 314) 851-7480 dwert@mil.com Quality Assurance Representative David Wert Address/Phone/Email 14S1S North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FI 2197 R5 Cb1 Certificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) Standard Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/201S Date Pending FBC Approval Date Approved 07/05/2015 Surnmary of Products FL # j Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallationESR-1988 ADril2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: WA Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.Ddf for the Florida Building Code 2197.2 MIl 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS tl InstallatlOOESR-1311 Nov2011.Ddf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other, Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197RS AE ESR-1311.Ddf for the Florida Building Code 2197.3 MTIBHS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II InstallationESR4988 ADr112011.ndf' Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: WA Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1988 Supplemental FLZ197 RS AE ESR-198B.odf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS II IrlstallettonESR-1988 Aor11201Lodf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Design Pressure: WA Created by Independent Third Party: Evaluation Reports Other: Can use HVHZ per [CC -ES ESR-1988 Supplemental FL2197 RS AE FSR•1986.odf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL2197 RS 11 InstallationESR-1311 Mov2011:Ddf Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-1311.Ddf for the Florida Building Code. Contact us •: 1040 Norte Hornoe Street, Tallahassee FIL M99 Plpne: 850•IS7•IS21 The State of Florida Is an ANEW employer. Comdahl 2007-2011 State of Florida.:: Privaev statement :.'AccesUbikly 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 man to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please Contact 850.487.1395. *Pursuant to Section 455.2750), Florida Statutes, effective October 1, 2012, licensees Chapterpnseeslicensedunder 455. F.S. must provide the Department with an mull adores5 it they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. it 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 delemune of you are a licensee under Chapter e55. F.S.. please dick b=. Product ApprovalAccepts: UINM ® https:// www.floridabui lding.org/prlpr_app_dti.aspx?param=wG EV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre i LAVE https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%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 hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from 1CC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06.17 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC :. ICC P„MG, LISTED, Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Polity Council WSSPQ Award in Excellence" ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not w specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t ex im lie . recommendation jar its use. There is no warranty by lCC Evaluation Service, /,I. C, express or p d as to any finding or other matter in this report, or as to any product covered by the report.,"0 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES 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 Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the Oat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave four, 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 MiTee M-2D and Mil 20: Model M-20 and Model MII 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 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Fvaluanan Reparn are not ro be construed as representing aesthetics or any other annburu not speclt lcally addressed. nor are they to be construed MasonendorsementofthesubjectofthereportororecommendationforItsuse. 'Thera is no warranty by ICC F.valumnon Service. M.C. express or nmphed. as to any finding or other owner in this report, or as to any product covered by the report. Copyright 0 2015 Page 1 of 6 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 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. 6.4 Trusses must be assembled within the tolerances specified in ANSIITPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable aftematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSt/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIfTPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI) TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIJTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of b TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' jib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southem pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem4lr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/-in= = 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 load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Poundsllnch/Pair of Connector Plates Efficiency Pounds/lncWPalr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation Isee Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension ® 0° 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear values Shear ® 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1085 Shear ® 60D 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ®1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm. Cinch = 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 line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0 33T 016M 84mm 4lmm 00000 0000 0 0 000a 000000aoo 00000 Wmm I M- 16, M1116 0125' 0 257 0125• 2 ffun 6 4 mm 3 2,me 000000000000 ODDDDDOODODD 000000000000 0DDDUD000000 o 00000000D000 0000000000DD w 0 42r 108mm H 0 36S' 0 3 nun w 1 M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 012V 0.2W 0 WV 0 3W 32mm 6/mm 127mm 93mn A J- x I 000 000 000 000 000 00D 000 000 0n0 J r 000 000 000 I0D0 000 000 aoo 00o aoo MUM I t M-20 HSI MII 20 HS1 MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the'lntemational 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: MiTeke TRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS " 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16. 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC -ES Evaluation Reports ore not to be construed as representing auiheoa or any other attributes naf .cpeclficolly addrused, nor are they to be mmtirned as an endonemem of the subject of the report or a recomme elation for Ifs use. There is no warranty by ICC Evaluation Service. LLC, uprus or tmplud as to any finding or other moNer in this report, or as to any product covered by the report W,= Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16. MII 16, M-20, Mil 20. M-20 HS, Mil 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 Wee Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Floida Building Code —Residential, provided the design and installation are in accordance with the International Building Code (IBC),provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII %. M-20, M1120, M-20 HS, M1120 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (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-GS Evatuanon Reporly are not to be construed as representing aulherics or any other amibuks not specifically addressed, nor are they to be construed ] as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service. LI.C. express or lntplted, as to any finding or other "Jotter in this report, or as to any product covered by the report CopyrightO 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 24515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, M1120 HS AND MT20HSTM I,CC ICC.... c PMG: LISTED Look for the trusted marks of Conformityl• 2014 Recipient of Prestigious Western States Seismic Policy Council 0 iuita unoiut WSSPQ Award in Excellence" A Subsidiary of ca couNpr ICC-l:S Evaluation Reports are not to be construed as representing aesthetics or any otter attributes not "`ua"" specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a tt r implied, recommendation for its use. There is no warranty by ICC Evaluation Sen tce, L/.G, express or as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code° (IBC) 2012, 2009, 2006 international Residential Codee (IRC) 0.2013 Abu Dhabi International Building Code (ADIBC)l The ADIBC Is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES 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 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 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 Oat 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 MII 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 0.33-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 MiTeke M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM' metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-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, CC-FS Fvatuaswn Reports are not to be comnued as representing aestheua or ony Other onnbules no$ specVicolly addressed, nor are they to be consimed as an endorsement of the subJen of thr report or a recommendation jot ih use. Ttrcre is no warranty by !CC M•o/uation Sen•lce,1.1.C. express or Implied, as to any jlnding or other matter in Mir report or as to any pruducr covered by the report. Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Tnisted Page 2 of 6 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. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. 5.4 The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek° Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.6 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIIfPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=!PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir --larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 043 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11blin2 = 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 bad, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND MII 20 W20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Palr of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Join? Tension @ 00 0.68 1945 0.62 1091 0.67 1718 Tension @ 909 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 9U° 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Ibfinch = 0.175 N/mm. Cinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 ( Most Widely Accepted and Trusted Page 4 of 6 0SWI 0lor a4mm 41Mrf 000000000 0000a DODO 000 M-16, M1116 0125- 0 25M 0.125- 32imn 04mm 3?mr 00004000o 0000000000 OOOODOOOOOD Il00DD000000 00000000000 00000000000 o.42r Ioomm H 03W 9 3'mm I M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 1 Most Widely Accepted and Trusted Page 5 of 5 0.125' 0 2W 0.5W 0 36S 3 2{mtm 6 4 mtm mm 93 mm12.7 in 1 ODD hDo 000 OOO A 000 I- 000 D 000DDD0 J t 1:000 DOD D00 OOO OOO DOD goo DOO ODD M- 20 HS1 Mil 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orst 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek! TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"A. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in' accordance with -the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-FS F.raluation Reports are not to be construed as representing oestheacs or any other attributes not spectficully addressed nor are trey to be construed as an endorsement of the subject of the report or a recommendsuon for its use. There is no Warranty by ICC Evaluation Service, U.C, express or Implied as to any finding or other matter In tha report, or as to any product covered by the report s Copyright O 2015 Poge 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423-6587 1 (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) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS70 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeeTruss Connector Plates M-16. Mll 16. M-20, Mll 20. M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code—Residentiai, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is. theresponsibilityofanapprovedvalidationentity (or the code official when the Deport holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-F.S Evaluation Report, are no$ to be construed as representing aesthetics or any other aunbures not specifically addressed nor are they to be construed as an endorsement ofthe subject of the report or a recomme danon for its use. There b no warranty by /CC F.vwluarlon Service. UC. esprers or implied as ' to airyf mhng or other matter to this report. or ar to any product covered by the report._ Copyright 0 2015 Page ;Of 1 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 EVALUATION SUBJECT:' MITEV TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 201 M-20 HS, MII 20 HS AND MT20HSTM ICC . ICC : i• ` . ICC PMG;; LISTED: Look for the trusted marks of Conformity) a r 2014 Recipient of Prestigious'Western States Seismic Policy Council E Otrr WSSPQ Award in Excellence" A Subsidiary of io "r ar CC -ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a t recommendation jar its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. mMKOW ' Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsl 1 (800) 423-6587 ( (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Codee (IBC) 2012, 2009, 2006 Intemational Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC) tThe ADISC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In the ADISC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek° M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 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 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS'": Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)). ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (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-F$ F,voluation Reports are not to be construed as representing aesthetics or any other attributes not specjcally addressed. nor are they to be construed as an endorsement of the subject of the report or o recommendation for its use. There is no warranty by /CC Fvoluotion Service. U.C. express or tmpfad as N to any fitdmg or other matter in this report, or as to any product covered by the report 'ti Copyright 0 2015 Page ;"of 6 ESR4311 1 Most Kridely Accepted and Trusted Page 2 of 5 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. 5.4 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. 4.2 Allowable Design Values: Allowable design values for MiTee metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek° metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire- retardant4reated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries• name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' fib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir -larch 0.5 176 121 137 126 Hem4ir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mll 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce-pine-frc 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the•wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inchiPelr of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation ]see Section 5.4.9 (e)] Maximum Net Section Occurs over the Joine Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 1 0.46 544 0.3 537 For SI: 1 (Winch = 0.175 N/mm, Iinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of b 0.33a• 01W 0.42r 846nun 4Imn loamm H H H o-0000 0000 OOOOD D O0D 0a0 ooao o00000000 ooaoo M-169 M1116 0 125' 0 25V 0.125, 0 36sr 3m 9 n 3?,mm 93cwtv 0000000000p1 00000000000 00090000000 00000a0oaa0 00000000000 r 60000000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES ( In inches) ESR-1311 I Most Widely Accepted and Trosled Page 6 of 6 0,12V 0.25W 0.900" 0 365 32mm 04mm i27tmm 8t3mm G00 000 00o I J r-o0o A ono Goo 000 000 00o 000 ODD WtDrii M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ong ( (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek* truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code* provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC -a Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be conatnrcd as an endorsement of the subject ofthe report or a recommendation for is use. There is no warranty by ICC Evaluation Semite. UC. express or impbed as to arty finding or other matter in this report, or as to any product covered by the report iam Copyright 0 2015 Page 7 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, Mil 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: 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, MII 20. M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the. master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and*the 2014 and 2010. Florida Building Code—Resdential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MI120, M-20 HS, MII 20 HS, and MT20HST" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building -Commission for the type of inspections being conducted is- the responsibility of an approved validation entity (or the cede 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-h.S [valuation Reports are not to be construed as representing aesthetics or any other attributes not specfealty addressed. nor are they to he construed j as an endorsement aJthe subject ofthe report or a reeommendatton jor its use. There is to trarranty by ICC Evoluation Service. LLC, express ar Implied us fiP 3Sf 1 40 to arty finding or other natter in this report, or at to any product covered by the repart. 9116: S Copyright O 2015 Page 1 of 1 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 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS AND MT20HSTM ICC .ICC -..:_ .. ICC .. r:) PMG: U_ STE_0 Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" CC -ES Evaluation Reports are not to be consirued as representing aesthetics or any other attributes no specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CC Evaluation Service, LLG express or implied, as to any finding or other matter in this report, or as to any product covered by the report. 0-41 INASubsidiaryofcoptWoq ' CG*41id ' G: nmamn.r us w, Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009. 2006 International Building Code® (IBC) a 2012, 2009, 2006 International Residential Code® (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the some sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTekm M-16 and MII 16: Model M-16 and Model Mil 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 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 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MITee M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is fonned 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 MT20HSTO: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth al each end. Each tooth is additionally shaped, twisting ar approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-Es Evaluation Reports are nor to be construed as representing oesthertcs or any other attributes not specifically addressed. nor ore they to be construed as an endorsement of the subject of tho report or a recommendation for its use. There a no warranty by ICC Evaluation Service. U.C. express or Implied as to any finding or other matter in this report, or as to any product covered by the report Copyright 0 2015 Pape 1 016 ESR4311 I Most Widely Accepted and Trusted Page 2 of 5 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. 6.4 Trusses must be assembled within the tolerances specified in ANSIlTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: SA This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 6.6 5.7 6.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek° Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/fPI 1. MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI1TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek° Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT (Ib/ln'/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce-pine-fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Soulhem pine 0.55 187 143 138 150 For SI: 1lb1n' = 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 load EE - Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers. or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-/6 AND MII 16 W20 AND Mil 20 M-20 HS, M1120HS AND MT20HS Efficiency Poundslinch/Palr of Connector Plates Efficiency I Pounds/Inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joine Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0" 0.54 1041 0.49 574 0.43 761 Shear @ Xr 0.61 1173 0.63 738 0.61 1085 Shear @ 6U° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Winch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Waximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 0.33V 018e- 0 42r 64mm 4 tmm 108mm H fi H M-169 M1116 0125, 0 2w 0 125' 0 36V 3 2}mm 6 4 mm 3 2 mm 0.3 mm 11 H 00o0000Doo 00000600900 11 000000D00D0 J t j:0000O000000D 000000000000 il14 000000000000 M-209 M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trusled Page 6 of 6 0126- 0.25V 0.500' 0 saw 32} tmm 64mm 127mm 93rm 1 1 t--i 1.1 000 000 000 goo DOo 000 o- Goo r D0o 000 000 J 000 00o 000 Goo 000 000 VAOTH M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora ( (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Caftmia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTee truss connector plates M-16, MII 16, M-20, MII 20. M-20 HS, MII 20 HS, and MT20HS ", described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-FC F.voluation Reports are not to be construed as representing aesthetics or any other attributes nut speclylcally addressed, nor ore they to be constued as an endorsement of the subject ofthe report or a recommendation for its uses There is no warromy by JCC F.voluotion Service. LI.C. express or implied, as to ony finding or other master in this report. or as to any product covered by the report. Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Buildiiig'Code—Residential, provided the design and installation are in accordance with the Intemational Building Code® (IBC) provisions noted in the master report. Use of the MiTek® Truss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS "J has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes no spccujkally addressed. nor arc they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by /CC Ewtuaaon Service, U.C, express or Imphed. as to any finding or other matter to thh report, arm to any product covered by the report w4mo - Copyright O 2015 Page 1 of 1 Florida Building Code Online Page 1 of 26C-" v Professional Regulation rAFNi)'rl"'qrMnId BCIS Moms I Log In I User Registration i Hot Topics I Subntlt Surcharge I suits & Facts PutAkatkxu FBC Staff I BCIS She Map I Links I Search I t Bus'i nMes lProfessi*a Product Approval useA: Public user Regulation may' r > ProOuct of Aeolkallon Search > aooholion LIS > Application Detan FL 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/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ii;- Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-OD46549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE WO Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect FL14239 R3 Eauiv Eaulv.odf https://www.floridabtiilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/201S Summary of Products FL V Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Umlts of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R3 11 Dwo.odf Approved for use outside HVHZ: Yes Verified By: Frank L. Sennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the FL14239 R3 AE Eval.odf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. a Mbat sari Us:: 194QNorth nenree Street. Tabanassee rL SIM none: aS0.1e7.1 Cti The state of Mrtde Is an AA/M errwayar. f deM 2007.201 a owf_ _eofflorlda :: :: :: end Statermnt Under FlorNa law, Wnad addresses are Public records. it you do not went your e-mail address released In response to a public -records reeuest, do not send dKtronle maa to tms "Uty. instead, contact We once W pWW or W Wadebnal gVit. if you nave any auesuons, please ca CV $S0.487.1395. •wrawnt to Section 455,27511). flaida SMUdes, effective Otuoer S. 2012, 11mi-AftIkerhsed under -Chapter *SS, F.S. must WWWe the Department with an emall address Ir they have ene..The OMM IYOWO M" be used for offiWl eWMnW katlon with the licensee. ""waver emall addresses are Public rem . U you do not wish to supply a Perswl addres , oloase c lovlde the DeWKmeld with an em:P address which can be made sysilable to the pubic To determine It you are a Ilceraee under Ct" W ass. r.S.. please dick belt• Product Approval Accepts: No SO Ca IAtlgr E https:// www.floridabuilding.org/prlpi _app_dtl.aspx?param=wGE VXQwtDquDEJErtOSCei ... 7/20/2015 BMP INTERNA IN MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE MECHANICAL UNIT. MECHANICAL UNIT MUST BE U { SQUARE OR RECTANGULAR, OFS X mENOIRREGULARSHA ZW ! H v `xAx lYP HOST STRUCTURE DESIGN / BY OTHERS. SEE OESI ' SCHCOVLES FOR ALLOWABLE SUBSTRATES 75L O MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. 1 SEE DESIGN tCENTER 0- f r SCHEDULE FORGRAVI ` MAXIMUM SURFACE 777 AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUPS. SEE DETAIL In • 213 a FOR CUP INFORMATION, 3 TYP. 3' MA)f ) r woI 1L d J3'KAX MECHANICAL UNIT 1 TIE -DOWN ISOMETRIC TYPE OF CUP AND NUMBER OF CUPS 1 1' . 1'-0' ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES CI{6 ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPSTRATESTHtPROCEDUREUSEDToLENETHS __ ALLOWABLE _ MECHANICAL UNIT lr1AT CONFO(Tte FOLLOWING EXAMPLE URMSS TO THE DI114ENSIM R S'TRICTIONS ANON DESIGN CRFT9UAUSTCD HEREIN. SEE SHTCP EETSINSTALLATIONfOR DESIGN SCHEDULES,) GIVEN MECHANICAL UNIT CRITERIA. CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING CRrFEWA. VNl•ITO MM-, EXPOSURE AB' TALL a AB' OEEP R A6' WIDE. 100 LS (WOGMT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSl MIN OD. CRE'TE WITH (1).2• CLIP AT EACH CORNER OF UNIT (TOTAL OF (A) CUPS) PROCEDURE STEP RESULT t JOETaMtHe THE CONNECTION TYPE EASED ON THE DIACAANS ON SHEET Z CONNECTION rpe 3 THIS INSTALLATION IS INTENOE-0 FOR A Vv%.170 MPH, E)VOSU IX'S'. THIS DESIGN Z DETERMIINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE S 3 IDMAMIWL LARGEST FACE AREA Of MECHANIUI UNIT TO Of INSTALLED 411*08-06FT• THIS UNIT HOGNT OF AB' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGNT Of Ar. H076T THIS PIODUCTAPPROVAL ALLOWS THE UNIT TO BE /NEO STAtLONTOP A CHECK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND THAT IF A AAXINON 30" TALI, IF Am A/CSTANO IS CNECK TD SEE THAT THE STAMP ODES NOT rXCEED 30' J N MIGHT S CIIEOC NININUM UNtTW101M CT II OIN NSA 1/{OI ISG ATER y," IKEMINIMUM ALLOWABLE WIDTH OF21' THIS UNIT MAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO l5 FT. ADDITIONALLY, THIS UNIT HAY BC INSTALLED ON ROOF-TOPMEtGHTS GREATER 6 DETERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THE IRSTALLATON THAN SOFT AND LESS THAN 100 FT. SEE (-) ON TABLE S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: _ * THIS MIOOUCF HAS BEEN OESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE BUING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZM DD INDICATED INTHE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED 6 CALCULATE THE ALLOWABLE ROOF-IO HEIGHTS CONSIDERS ASQ 7-10 SECTION 21.5.1 FOR ROOF TOP NEIGHS ND (HO S60 FTASECTIONN,S FOR ROOF TOP "EIGHTS OD>60 FT B SCCTtON 21.4. 1 FOR t1KTALIATIO,YS AT GRADE (GG3,...•3.10 WITHIN THE NVNL 0=10E THE 4 ML (GG_ )! is M ALL LOCATIONS (CONCURR JM Y N Ly Gt T; gl.10 ALL COTHER DESIGN VARIABLESAREI" AOmwANCE WITH ASCE 7.10 CHAPTERS 26 6 21. r1n1 v 4 z THEHEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF Z X w W THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR ER04 UNIT TO BE INSTALLED ON A TOP OF THE HEIGHTS 3 W 3: MAXIMUM ) WTALLAKSTAND (CERTIFICATION BY OTHERS) ON N C 3 LISTED IN THE DESIGNSCHEDULES. GENERAL NOTES: 0. 10 t THIS PRODUCTHAS BEEN DISIGNEO AND SHALL Be FASUCATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE A ASCE 740. THIS PRODUCT MAY BE USED WITHIN AHD OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33.1l3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CLIENT PROVIDED PRODUCT AND Ole SMCETS FROM TEST J REPORTS P fEt Oi ST , t 7 BY TESTING EVALUATION LABORATORIES. INC.. NO SUBSTTLRSONS W17 W0.(TTEM APPROVAL BY THIS ENGINEER SHALI Be PERMITTED. A. MAXIMUM 6 MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL J Z CONFORM TO SPECIFICATIONS STATED MCRCIN. ALL MECHANICAL SPECIFICATIONS RECOMMENDATIONS Z A mCLEAR SPACE, TONNAGE, FTC) SHALL BE AS PER MANUFACTURER AMD ARE THE EXPRESS RESPONSIBILITY Of THE CONTRACTOR. O 2 ced t II F S. FASTENERSTO BEP12 X 3: OR GREATER SAE GRADE S UNLESS NOTEO OT•EIWISE TAPCONS REFERRED TO MOWN SHALL BE ITW BUILOEX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCMEOULE FOR ANCHOR Q ^ REQUIREMENTS. AIL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION z E I j L• C t TO PREVENT ELECTROLYSIS. 6. ALLSTEELCUPSSHALL BE ASTM AZ$3 STEEL (GRADE O) WITH FYv33 131 OR GETTER. uJ e 7 ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WTN AN APPROVED COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION, G/0-RATED (DATING n i t REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM. z P„1 ALL CONCRETE SHALL Be STRUCTURAL CONCRETE A' MIN THICK ANO SMALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. TO INSULATE All MEMBERS FROM OISSIMILAA 0 Z 6. THE CONTRACTOR IS RESPONSIBLE MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRITJLL GROli.90, LNNBI RfQUIREO, TO OeS(GMEp B INSTALLED M OTHERS. m 10. THE ADEQUACY OF AIM EXISTING STRUCTURE TD W1IHSTANO SVPERIMgSED TOADS SHALL IL VORFI D BY THE OIISITE DESIGN PROFESSIONAL AND IS NOT UICLUOED IN I4.t lE S THIS a MrTCATOILEXCEPT AS EXPRESSLYPROVIDEDHEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM TIE CONDITIONS DETAILED gg e g HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE UI CONRRICFION WITH THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BE THE MILL RESPONSIBILITY' OF THE INSTALUNG CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED C (E? H .4 1 RAAND OR ALTERED WATERPROOFING MEMBRANEISRESTOREDAFTERFASRICI1T0IIINSTALLATIONOFSTRUCTUREPROPOSEDHEREIN- THISENGINEERSHALLNOTBeASRESPONSIBLEFORANYWATERPROOFINGORLEAKAGEISSUESWHICHMAYOCCURW11TER-11GHTNESS SHALL BE ME FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VWt WIND i SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. m11071/WIILOILP 15-2378 R jOuVI 7° Y 3- MAX 1 1- CUPS TYP. /// 1• Cl.ros ,~ - t w 1 • 3• PIA% V. ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS 5UUTRATe OESCIU PTTOM U-5J16.0 CA"ON STEEL ITW BUILOEX TAPCON. CONCRETE: 2Y.• FULL Emwo TO 6' THICK MIN, CDNCUETE, 311• MIN. 30(10 PSI HIM.) EDGE DISTANCE, 3 V.• HIM. SPACING TO ANY ADJACENT ANCHOR. 1)•P N SAE GRADES ALUMINUM - WWNVM' SHE" METAL SCREW TO MIN. ALVNINUM, PROVIDE IS) THICK. 6p61•T6 PITCHES HIM. PASTMIN. ALUMINUM)146 THREAD NAME STEEL: 1)•116 SAE GRADE 5 0.12S-NIN- SMEET METAL SCREW TO TMCK, 33 K9 STEEL PROVIDE (S) IN. STEEL) FITCHES MIN. FAST THREAD PLANE suesmATE onam omrs- Z iy•5J1610CAREON ITw BUNO CONCRETE: E%TAFOOty 2Y.- RILL EPIBED TO ryj R TMICK HIM, G07KAET . 3w MIN. -, cowa low PSI MIND E9G! OISTATICE, WHIM. SPACING TO ANY ADJACENT ANCHOIC J NQg W bZ ALUMINUM: O.IIS- MIN ZfM Pl6SAEGDESSHEET METAL SCREWS TO AWMINUM, PROVIDE (S) W 41 gFS$3g THICK, 6% .76 W- MIUM) PITCHES MIN. PAST N NIN. A THREAD PLANE W v W ,- LOFs STEEL: 2)•916 SAE GRADE S 0, 125'MIN . SHEET METAL SCREWS TO THICK, 33 KST STEEL. PROVIDE (5T R MIN. STEEL) FRCTIES MIN. PAST V THREAD PLANE Z P. E TrP. 1. EMBEDMENT AND CDGe DISTANCE "NUDES R NISHES, IF APPLICAI LE. J 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCMEOULE. Cl 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO Meow"IM UIIR. CONNECTION TYPE C 1 Q ^ CONNECTION TYPE C2 p A 1 CUP • UTILIZE (1) AT EACH COPA%R FOR A TOTAL OF (6) PER UNIT C2 1. CUP . UTILIZE (2) AT E11CM CORNER FOR A TOTAL OF (B) PER UNR 0 ( d Q 6 I g Z _ LLI v UNRWIDTH „ r t I \ L t f N 6- MAX 6' MAK CUP OFFSET I E-CUP PAIR SPACING CLIP OFFSET J..0 yyy 1a ZvW II 3' TTP MECHANICAL m I? ( t7 - 1---F-CLIP•CUP UNIT PER SOACING SEPARATE CERTIFICATION aIj I, ,Sid 3 2- CUPS 3. NAJ,.. TYP. ,./ 2' CLIPS , - '3• UTILIZE (6) CLIPS EA SIDE Of UNFOR A TOTAL OF O UNIT(a) PER UNIT 1 (J !! fDNAPi MIRL1LOMYACPL r s ALTERNATE 8 CLIP DETAIL 15-2378 C3 CONNECTION TYPE C3 CONNECTION TYPE C4% 2- CUPS • URUZE t1) +kiT EACf1 CORNER FOa A TOTALOF .(!)JW UNR • a 2. Cylpg - UTILIZE (2) AT E4CH CORNER FOR A TOTALOF L PER R UNIT 3N.T.S. PLAN VIEW THIS DETAIL MAY DE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (0) CUPS PER UNIT. FOR ANY CUP LONGER THAN 10' 0 19• UTILIZE (S)'CIZ SAE Y 7YP. GRADES SHEET METAL SCREWS, TYO, 0.068• THKK IASTMA283 STEEL, TYP. 0 JNOOV 3).012 SAE GRADE 5 . SHEET METAL SCREWS Z, o 0{ FOR CUPS UP TO S LONG. (5)-r12 IT) c O•OIA SHEET METAL METAL SCREWS 9 FOR CUPS LONGER THAN V. TYP. 1111J yo HOLE, WITH OANCHORFROMI. CUP ANCHOR O.7S SCNEOULE, TYP. OTHERDIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC r O 0.072. OR 0.1I THICK 111 v ASTM A283 STEEL. TYP. 3)-t12 SAE GRADE S SHEET METAL SCREWS a FOR CUPS P LONG. UTTU2E (1)- 12 SHEETZ. $CREWS FOR CLIPS LONGER THAN 4'. TYP. WO HOLIES, NOT TO BE USED FOR ANCHORS, TYP. FACTORY -MILLED Y.'O HOLES; UTTUZE (1) OR (2) ANCM(% L FROM 2' CLIP ANCHOR SCHEDULE. TYP. o.so' 2 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL VN1T BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 606346 MIN, ALUMINUM SHEET WITH FtV-30 KSI, 0.125• MIN. THICKNESS, STEM HOUSING UNITS SMALL BE ASTM A653 Fy-33)(SI MIN. STEEL. GRADE 33, 22GA MIN. (t.0.0ZW). 0.066' THICK ASTM A283 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLUSH WITH BASE OF CLIP, NO SPACE PERMITTED. TYP. 3)-r12 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S' LONG, UTIUZE ($)-917 SHEET METAL SCREWS FOR CUPS LONGER THAN 5•. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, 7, W. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE 1" TIE -DOWN CLIP 3 ANCHOR DETAIL CETA(L CUP IS DESIGNED FOR FULI. CONTACT WRM THE RASE OFMACH NECHANIVII UNIT, IYP. MFCMANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 M.N. ALUMINUM SHEET WITH RY.30 KSI, 0.175- MIN. THICKNESS. STEEL HOUSING UNITS SMALL BE ASTM A653 FY-33M MIN. STEEL, GRADE 33, 22GA MIN, (1-0.02"'). 0.072' OR 0.133• "'./// THICK ASTM A293 STEEL CLIP, TYR BASE OF UNIT SHALL /c//Z' BE FLUSTI WITH BASE OF CUP, NO SPACE PERMITTED. TYP. 3)-012 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4' LONG. UTILIZE (4)-F 12 SHEET METAL SCREWS FOR CUPS LONGER THAN •'. PROVIDE (5) PITCHES MIN. PAST THREAD P(.VIE FOR EACH SMS, TYP. I) OR (2)ANCHORS PER ANCHOR 3m/— SCHEDULE e SUBSTRATE PER ANCHOR SCHEDULE IIrrSCHEDULEVARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 3• . 1'.0• DETAIL CLIP IS DESIGNED FOR PULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT. TYP. reA+ R {, aOvuAoo, e6 II NTpiMlflyh ..__ it : Ut i8 : JL.Z U J n Z0.2 rud F G z t g CL. z 4 woo z m 15- 2378 MI TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOCITV HURRICANE ZONE-) MAXIMUM 1 ISURFACEAREAOFUNITUMI I WIDTH Cl CZ C3 C4 U'RY-5 ARCM LARGESTIHFTFACEI l 6FT' i 24'MAX 112'MM N/A AT GRADE AT+ GRADE MS200fT T GRADE j H f 60 fT 9FT' 32' MAX I LS' MIN N/A 1.A.•G..RADE_ AFT+ r+- 6FT' AT GMOEHSUOFT ATGRADE . NSAOFT NS30FT HSZ\ OOFT AT GRADE F NS200FT,11 N/A T ATGRADI H A } Al GRADE AT_WE N116OF1 TGILAOE ' H S 40 R 9 FT' 148'MAX; 20'MIN 12 Fr i6PT' J N/A ` ATGMOEN/A I ATGRAOE1 20 F' r' N/A AT GRADE N/A AT G ` MOE 2S FT4 ) WA AT GMOE N/A AT GRADE 60' MAX 4B' MIN LOFT+ WA tF A - . N/A AT GRADE 3636 I' ll - N/A I ow lJJA AT GARDE 1 TNIS TABLE 15 PERMIS11SUE TO BE UWO WI THIN THE HVHZ WMrMH CONTAINS 6ROWARO AND MIAMfOADc_ COUNTIES. CHECK WITH LOW AUTHORITY HAVING JURISDICTION FOR THE APPUCABFUTY Of THIS TABLE WITHIN CERTAIN FtORIOA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRICTUItE•I ALLOWABLE ROOF - TOP HEIGHT IN) TIE -DOWN CONFIGURATION TY E MAXIMUM • I - SURFACE AREA OF UNIT UNIT Cl Q CI C4 UNIT'S LARGEST HEIGHT) WIDTH FACE I 6FT+ 24• MAX' 12'MIN NIA Hszwff ,6p iT GRADER H5200 FY 9 FT' 131-MAX IS- MIN N/A 60 FT <H 5200 FT A7 GRADE HS200 FT AFT' I H5zoo FT N5200 FT H5200Fr ; 60 FAIGIAD0FII 6FT+ 1 ATGRAOE H1200 iT HI ZOD FT HSZOO PT 160IT 9 FT' I43'MAX 2A'MIN 11/A I1S200FT 6oR 'ATGMDE NSZOD FT Nf6o iT' - 12FT' 1 I NIA 60FTT GRADE FT N/A M f I00R 16 rT' I N/A AT GRADE n/A H S 200 FT 20 W NIA AT GRADE MIA' H S 100 FT 25FTI I N( 4 N/ A •••.• N/A H530FT L60FT<HSIODFi 60• AIAX ; 49' MIN AT GRADE 30 FT+ FJ/ A N/A E6OFT<HSIBOFTI NIA _ 36 Fr'. L WA NIA _ AT Gr1A0E TVA— _ _ _ AS ANEXAMPLE, THIS TABLE IS PERMISSIBLE TO 6E USED WITHIN PALM BEACH COUNTY. CHECK WrrH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLOVIDA COUNTIES. TABLE 2 : Vult= 175 MPH, EXPOSURE D FOR USE WITH A RUSK CATEGORY II STRUCTURE 111 THE HIGH V(LCKTTY HURRICANE ZONE-) ALLOWABLE ROOFTOP HEIGHT INI TIE•OOWNCONFNWMTIONTYPE IMAXI. MIIM •. T •...__ R SURFACE AREA OF I UNIT UNIT Cl ) C7 I C3 C4 UNITS!ARGEST HEIGHT j WIDTH 1 , 9 R'^ !Z' MAX IS'MIN N/A ' H%30FT N/A ATGRAOE _ I _FT' _ + AT GIUDE 'H S i00 FT AT GRADE N S 200 FT 6FT+ _ fl/A _ 1_ HSIS FT ATGMOE H5200FT 9FT' Or MAX 24•MIN . tQA I ATGRADE ATGRADE I NfBOFT 12 F r ' _ N/AAT GRADE N A AT GRADC 36 FP _ 1_ N/A AT GRADE _ WA AT GRADE 20 (T+ N% A AT GRADE _ N/A y ATGRADE2SFF* tt/ A —_ N/A _ __N/A_ RT GNAOE GO' MAX; AB• MIN • - -N/A 30 fT' 1I .. N/4 N_A - NIA AT GRADE J/Tp' • I _ N/A NJA -N/A ATGRADE THIS TABLE 15 PERMISSIBLE TO 6E USED WITHOI THE HVN2 WHICH CONTAINS BROWARD AND MIAMFOAOE COUNTIES. CHECK WATH LOCAL AUTHORITY HAVING JUMSOICNON FOR THE APPUCA11Un OF THIS TABLE WITHIN CERTAIN rLORIDA COUNTIES. TABLE 4 : Vult= 170 MPH, EXPOSURE 0 FOR USE WITH A RISK CATEGORY R STIIUCTUREI SURFACE AREA OF UNIT • ' UNIT CI UNITS LARGEST HEIGHT WIDTH I LACE AVOWABLEROOF -TOP HEIGHT TIE -DOWN CONFIGURATION TYPE 1 I i C2 C3 CA I 6 FT' 24' MAX 12' MIN NIA H 5 200 FT ) AT GRADE H S 200 FT I 111 ,60FT<H f BID iT 9FTr '32'MAX i5'N4N N/A en IRAOM 1 N/A Hf200 FT cr 4 FYI AT GRADE LI S 200 FT H 5 200 Fr 14 S 200 FT G { aA, I • 60 FT <H S 100 R, Is 11 6R' N/A Nf13 FT HS200f7 60F T <H3200FF H5200 FT p 7 CIC0•. Ci7 9 FT' 4r MAX 2V MIN N/A HS15R AT GRADE HS 200 Ft 1r j IF 60FI<NSMOR. 12FrIA MIA Ai.GRAOE60Ff< HS120ft) N A NS200 FT I s 16 FT' N/ A N/A N/A H S 40 Fr 60 FT<N3700 FT; T11 IOFir I N/ A ATAD GAE • N/AHf40 FT1 1,. 60 FT <HS20OFT0O.C41lLtLe ATGRADE 25FT' NIAN/ A N/A 6orT<HS2Qlrt 15-23 60' MAIL A6' MIN . • AT GRADE FSJi4 H r4 10 FT' NIA N/A f41A 60 FT < N S 100 FT w EL'RI eesa± n 36 F1' N/ A N/A N/A AT GRADE AS AN EXAMPLE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM SFAO4 COUNTY, CHEO(WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, Q TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY IISTRUCTURE') e ALLOWABLE ROOF -TOP HEIGIIT (N1 TIE.00WN Ca"w"T10N TYPE MAXIMUM SURFACE AREA OF UNITUNITCIj CI O CIUNIT'SIAAGEST HEIGHWIDTH FACE 6 FT' 24'MA1f l2'MIN 1 HSLSFT I 60 FT<H3120 FT R5200FT HS200FT H5200FT 9 FT' 32'MAX 111 15'MIN I AT GRADE NSZOO FT H5200F7 HSZODFT 4 FT' MSZOOFT Mf 100 FT HS200 FT HS200 FT NS200 FT1 6Ff' ( OFr 60FT HRS200FTJ N1200 FT HS200 FT Hs200 FT9FT' 14'MAXj AT GRADE I 2A'MIN ' 60 FT FT H5200 Ff HSZOOFE 12 FT' ' AT GRADE NS200 FT 60 FT< 5ZOO FT HS200FT 16 FT' I N/A HS200R HSIS FT 60Fi<HS TOO FT HS200FT A HSISFT 20 FT' N/A HS200FT 60 FT<HSIDOFT Hs200FT N/A I H 540 FT fOFi<M5200 FT AT GRACE 60 FT < X StO FT 25 iT' I H f 200 FTr---•••— 160'MAX4'MIN-- ...___- M1 .. 30 FT' MIA I NS15 FT ATGRADE H5200 FT4 60 FF < N S MIT FT 36 FT' N/A ATGMOE AT GRADE 160 FT 4 H S 60 FT • - H52G0FT AS AN EXAMPLE, THESE TABLES ME PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CNECX WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPUCABILITT OF THIS TALE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE 0 FOR USE WITH A RISK CATEGORY II STRUCTURE-) MAXIMUM SURFACEAREA OFUNIT UNIT Cl UNIT'SLARGEST ( HEIGHT W10TH FACE s 1 6 FT' 124- MAX 12- MIN MIA 9 FT' 132' MAX lS' MIN ( r MIA NS40 FT f FT' 60FT4HSZO01 6 FT' A~RAVE 60 FT< NS 1001 T 9 F' T' 4' MAX 24' MINI MIA 12FT' MIA MIA pFTe N/ A 25Ff' MIA ti GDMAX 461MIN • .— _ •--. 30FT' i MIA 36 FT' N/ A TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 0 STRUCTURE') 6 ALLOWABLE ROOF -TOP " EIGHT D') TIE -DOWN CONFIGURATION TYPE MAXIMUM Ir SURFACE AREA OFUNITIUNITClIC2IO I CA UFRT'S LARGEST , HEIGHT WIDTH II A FACE 1 6 FT' : 21' MAX 12' MIN F AT GRADE H S 200 FT I H S 200 FT 9 FT' 1 32'MAX 1S'MIN i NIA H9200 FT XSISFT 6OFT<Hf200F1 AFT' ' I H S 2U0 FT H S 20O FT H S 200 FT GFr j G H5200FT H1200R IBD FTAT 11BORIHI200FT MSJOFT 60FT4NSZOOFI 9 FT' WMAX24'MIN 1 ATGRAOE AT GRADE 12 FT' I MIA M S 200 FT I 60 FT<H1140 F1 HS15 FT AT GRADE 16 FT' 1WAI60FT<HS200FTIO FT' N/ A HS30FT 60 FT < H f 200 FT AT GRACE 25 FT' MIA AT GRADE 60 ii=NS1A0R AT GRADE' r_ _ _.j 60' MAX AB'MINi 30 FT' 1 I N/A ATGRADE WA N/Ar. 36 Ff' N/A ATGRADE ALLOWABLE ROOFTOP MLIGHT( H) TIE-OOWN CONFIGURATION TYPE C2 1 C3 HSZOO Fi ITS SOFT FT<HS200 FT 60 HSZ00R ATGRADE 60 hT <H S IJO FI Hf200FF Nf ZOOFF HSIOOFT HSZOOFT H5Z00FT H%lSR FT< N5200FT HSfOFT ^ ATGRADE OFT< HS200FT 60FT4H5$ 0FT a ATGRADE N/ A Off ATGRAOE ATGRADE 0FT< N$ 200FTATGRADEMIA SOFT<HSM FTN/A N/ A CA 1 Nf200FT I M 5 200 FT I i H f 200 FT 1 1 H S 200 FT 1 MS100FT MSZOOFT `I H 5 20D FT H S 200 Fi H 5 200 FT 1 NS+O IT< H 5ZOO FTI AT GRADE THSI00 FT; HS200FF M S 20O FT IT 200 FT 1 Gm W,sa H S200 FT WW IT—,oW... b0 H S 200 FT H s 200 FT Mf200R z E! H S ZODFTNS20O FT J L i p# 2 H530fT IFf< MS200FF' Q r dam' m R F r t Z LU 2G ELL co09 y G0 P• E • •• 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 61G20-3.005, 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 withASTM01761-88 test standards per test report(s).#TEL 01970387A and #TEL 01970387B by Test ' *M!M Y ratodes, Inc. .,,o.'f''_. '_.:r.;:,'•.'"0_ STRUCTURAL ENGINEERING CALCULATIONS Reased Lngjqeer's Seal Viifid for N0• AW9_2Structuralengineeringcalculationshavebeenpreparedwhich ages 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 4. Maximum Allowable Unit Surface Area I11IIiiiN PE004 p5 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM P.60W ENGINEERING C EXPRESS" 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM CITY OF SANFORD BUILDING & FIRE' PREVENTION PERMIT -APPLICATION v Application No: Documented Construction Value: S JobAddress:. - QCA' Gia -- Historic District: YesEl No Parcel ID: Residentiato Commercial L-1 Type of Work: New. Addition Alteration Repair Demo Change of Use Move Description of Work:Qlln--I(QG'LJi`i1 t. Plan Review Contact Person: Title: Phone: ` kI lF333_325-3 Email: cpy)'N Property Owner Information Name I 'c Phone: Street:- _ _ ,t`_Q" Resident of property? City, State Zip: T:• Cont idor Information Name- .._->1- Phone: `- t0 Street: (!>3tsco Fax: 0 - 53 City, State Zip: Elar State License No.: 3 O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 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, 2015 Permit Application NOTIC -":In addition to the requirements of this permit, there maybe additional restrictions applicable to this property that maybe found ii the public records of this county, and there may be additional permits required from other governmental entities such as water manage nent districts, state agencies, or federal agencies. Accept ce of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The dip, 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 acti al construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accord ce with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit w 11 be applied to your permit fees when the permit is issued. be don Signature Print Own Signature. Perm t'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will in compliance with all applicable laws regulating construction and zo ' g. Date Name or Florida Date ent is Personally Known to Me or ID Type of ID of Contractor/Agent t Contractor/A ent's Name 0A. a Oka A -A cqt /7 Signature of No ry-State of Florida Date 0' ' " CHERYL D AKERS A'c MY COMMISSION # FF998962 M,EXPIRES June 05, 2020 407)198-0153 FloridsNolarySerAm.cm Contractor/Agent" is - je:fPersontilly Known to !Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Required: Building - Electrical Mechanical Plumbing ction Type: Occupancy Use: Total S' Ft of Bldg: Min. Occupancy Load: New Gas[-] Roof Flood Zone: of Stories: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30, 2015 Permit Application IW Gm1•ttlUml IAuF Iwl Venf0! U.- 1 IFA 1 D 1 NIN fNe<tNe Date S/1!/IOIt AII) AIU veroMAWbN ca o ! ate (] uu/T.navi IA.) ILIN iNlYrrlullN AV.. 14I« 1 DAI! 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W I Ar 41An4Cf NA [pYMIgVA6 { OI.M 4r ur41 A 1 I/ tl llll IDNNLAaw N14a•r.+ IAIfYY.ett p4v4w«Y 4..0441MrY/IYMr•/h 1/nN MK Ifbbw NI4P Ye.W.4 ul epYDllgYnG{ WfWID OOSY.Cars Nr•b+b 1l.+rt1Y.1 Mr IYt 41r li fINM -_Sm M[b> IbfC WNtal]!lfy JlD>:! tp 1 d ] S/n/niir 111! W r ! 7DESCRIPTION AS FURNISHED. Lot 289, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 0 thru 71, Public Records of Seminole County, Florida. B6UNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 306 I I N 00010' 44" W 40.00' LOT 289 19.80, 19.80, 5.00, 15.7 o Oi OM 5.00' 8' RECESS FOR POCKET SLIDER h U FORMBOARD FOUNDATION TOP OF FORMS - 24.14' R LOT 290 O h O) CS LOT 288 00 CO 5.00' 5.0' s? o ' 0a 1 27.3' 5.00' 25.20' 25.20' 10' U77L ESMT. 315.03' '9? 1 1M1 B.B.)S 00° 10' 44" E 40.00' ON LOT AREA LOT - 4.800 SOFT. LMNG - 1.467 ry1 d 0yy1 GARAGE - 455 ti p ENTRY - 71 SO.FT. SOFT. SO.rT. G G LANAI - 139 SOFT. BREEZEWAY- N/A SOFT. ROCKY GROVE LANE DRIVEWAY - A/C PAD - 1818 SO.FT. SOFT. G WALKWAY - 70 50 R/W) TRACT I IMPERVIOUS- 54.6 SOFT. x UTILITY & ACCESS R/W - 2,623 SOD SO.FT. QQp 1 S R/W - 440 SOFT. PROPOSED - FINISHED SPOT GRADE ELEVATION APRON - 110 SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS., SIDEWALK - 200 SO.FT. f'- - PROPOSED DRAINAGE FLOW FRONT - 25' SOD - 130 SOFT. LOT .GRADING TYPE A . REAR - 15' PROPOSED INFORMATION SHOWN - 5.240SIDE - 5.0' SOFT PROPOSED F.F. PER PLANS - 24.1' /h BASED ON SUPPLIED PLAN DRNEWAY - 513SIDECORNER - t0' SOFT. PROPOSED GRADE PER CON57RUCPON PLAN++ T AND/OR INSTItUCT10N5 PER SIDEWALK - ?70 CU M NOT FlELO VERIFIED SOD SOFT. SO FT. CR USENME .M? — SCOTT Lac A SSOC. , INC. — LAND SURVEYORS LEREND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • MT nL. , rmNT M LDS r • ro.0 TTP. . TOT& M07` 1!. • DIM PM PR,C. • POIMI Or RrvV= CWIVATIM IA WON RM = • pw"T OF Coro" CISIVATUK 1. THE IWDUMNED OM MOtOr CENIIFY MIT DO SUW4Y AdrM THE STANDOW OF PRCME SET FORTR Ur 111E FIORM 8MRD OF PROFCSTRTHIL SUAAtORB AND WMM W CNVM W- I? FLOISDI AOIWU MIW CODE PURSUOWT TO SDLWN 47L0E7, FLOWA STATM SE • CDQCIE OLD 43 T Ma• RADUIL pm RECOVIM L. . 1/Y w 47K P. • VITNM PODTT Z UIN= DJMM W N SVRWMWS S11 WnM AND 0AWPIL X%= SEAL TW SURIEI' MW OR MRO ARE NOT MW X TM6 $UMW I[LT POMPARm FROM RILE WIOM47M /URN6' M TO TIC STDMETOR IM M MAY W GYMN RCSTMUCTKIM POA • POOR OF 3901IDW CALL • CALMULATW PAC. • MT OF COK/mQM rRM • rEmvion RVERD6C M014ROn OR OITOIDRS 1NAr A9w /NO PROM"r.. 4. NO VhVIO 6T10UMD AdWOOVEMDIM /NAVE DUN WCOM UNLESS 0711TRMLK SNORM. l • COIIORLDC Ff. . MOM rLOOR piVATTM NbP • MULL L DISII SiL • SIIOAIMO SETSACN LINER0. "M SWMT 5 PIO MED FOR 17R =9 !OINK OF TMOSE CGWV® 10 AND DIOIRO NOT SE MM 4~ Cr NW Onot Dmrr. OORHSMONS SHOW FOR THE LOOLTIp/ OF Wrow4a um 04MM SHM" NOT OE um To ROOONSTRUCT OGIAIMRr IP4L 4 Mu> ESUT. : R VAT 7. OEA PM ME MTm ASftWW M/W AND ON THE LM VVW AS MSE BE~ IDA% SRAWAGC 0. EIMTMOM p SM MX ARE Bk= ON IIAl10N L GEDCT)71C WTW LESSOF16MUNOTIIFARRE NDI ITll. uTL . UTILITY CLft. • CNAM LDK TO= 9. COMDMATE Or AVY110M.AIIGN N. 49". VDFC. • VOOD FENCE C/ D • CONCRETE 3LDCK pt.• QUIT OF CIRVATIRC SCALE I- I' 20'- DRAWN BY: P. T. • PONT OF TANGDCT DCSC. • D[xRvnM CERTIFlID BY• LATE ORDER N0. L : i CLE"M PLOT PLAN 02-28-17 797-17 D ' METACMDRD RMSED PLAT PLAN OS-JI-17 C4 - CHM SCARING NORTH FORMBOARO FOUNDA770N/ELEVS 08-07-17 3129-17 THIS BU7LDING/PROPCRtY DOES.NOT LIE WIRIIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' ON L RUS EYER. R. S. / 4714 ZONE v MAP / 12117C 0055 F W. SCO , R.LS 1 4801 Revision Response to Comments Permit # 1-7 — Project Address: H36 R e G C City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Li 2 3 1 Email: building@sanfordfl.gov Submittal Date 10/25/17 ip L/q Lot 2 Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: iBuilding Plumbing General description of revision: PRODUCT APPROVALS REVISED Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building ROUTING INFORMATION Approvals r RECORD COPY CBUCK Engineering Specialty Structural EnglneN nq CBUCK, Inc. Certificate of Authorizotion u8064 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 RE SION Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B a Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: " MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 3 w OR.mk half. upow#loWdw SU No 31242 STATE OF Do&* Sip od by; bmM L Mx , P.I. CBUCK, Inc. 2015.03.0210:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: ( 561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 25-104-MM2-St0RV-ER 14 of 7 Speclalt i Structural Engineerinq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. CBUCK Engineering FL #: FL 26568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER 14 Page 3 of 7 Speclalty Structural Enginsprinq DUCK, Inc. Certificate of Authorization a8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. ODtion for aDDlication 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 #1: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15Of MM2-St0RV-ER_14 Sppclalfiy Structural EnglnPPrinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Tyne 1: Thickness: Yield Strength: Corrosion Resistance: Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Roof Cement: Type: Application Size: Standard: MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', 8' and 10' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 55of MM2-StORV-ER 14 ISppclalty Structural Engineprinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) CBUCK Engineering FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER 14 Page 6 of 7 Speclalfiy Structural Englneering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i 1 5-1/2" Profile Drawings 18-1 /4" 12" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) 3" Higher Slope Back) FL #: Fl. 16568.1 R1 Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15-11M-MM2-St0RV-ER 14 SpEKclalty Structural EnglnGerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 12" W, o.c. 4' o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wood Screws Nominal Lengths 4 Ft. 6 Ft 8 Ft. aae Jai Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws CITY OF SANFORD BUILDING ENTION PERMIT APPLICATION L-)OLr q jL fl 7C ,1 Application No: PI Documented Construction VDlue: S Historic District: Yes No Job Address: Resldeoli-O A.Bmmercial PsrcellD: TypcofWork: Nmja Addition Alterstbn RepoirEl Dcmo CbanBeofUse Move Description of Work: Titic:-- Plan Review Contact Person: Fos: Email: Phone: Property owner Information phone; Name Resident of property? : --------- street - C::,,:,.tc: contractor Information Phonr. Nome Fos: Street: /n3d SYea•! P-1 Stole License No : Fr/.Iry SJUB City, Stole Zip if nn F S 3 ArcAltectlEnglnoer Intorrlatlon Phone: Namc: For Street. E-mail: City, St, Zip: Mortgage Lender: Bonding Cowpony' ' Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICERECORDED AND FORPOSTED ON TLEJOB SITE BLMUST 86 FOItH THE FIRST INSTo YOURPROPERTY. A PECTION. IF YOCE OF UNINTENDTOOBTAINFINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT ApplicW- a bereby made to obofn a pemm ID do the work end udtsll"wns u Indicated. 1 certify dal no w.A or -i coem n hnr cwomenud prior a the Itruanee of . p6mu atd do all woA will be pa[o.mcd oo Bled ctarldards of all lawc g. 01ue{ conmact k m Ab nced P Too. 1 aade"" o tbat n ote permit man be natured for dalrlol «or0. FNmbinp dITA rely pool+. fa —cm boilerk hater. u'" "d Or cenditl.nem etc. FBC 103. 3Sb.11b.1-11,16 wll lb- deb.r.pNbti...edlM rM.b.Iktlu N/.I dNe S•Pditls. mat )h t pawn Arrhrarrl rtsnem< of gis'pamh, oboe mey be enall' "l "d fret n< epphuble w ubh'"66"' d h mcY be i to addition c do f tho , ed from olds ao<nnm<nyl mlNn <wb n wero _ ound in ubc P.W. roGon17 of Nn roumtY• laac meY be edditimul;mmrn egos nene{nn<m dlnriw. cw G esawia m f<dcN eaowlcr <me u of Flmide U. tt., Fk 717 AcmWnce of permit ie w+fl< u" Ib4 nanN Nc ovev of 1bc Property of uaa rtquu Tae Ury of Seofmd rtpuun FeY of a plan mwe. rat o dw d .. mimeo e of 0e lob o do rn..1 mbmiml n only b ulculnc •Olen n:•ic• Glurac am will be mnndord 1 iv cn T" in cMet n the u6. uAe pssmit h bwW. aTweear.l eemwnigo velun:.io be fiaw<d essed on the HYIVa off ur usanrd <oealcr noud Ja ecual wnwonion w,tee. erooudssu vritb bur mdiniirc Sjee, j— ft d <LnW {d. . • credn will be epplird w Y permh fw whin Ae penult i< issued. n accurate and that all work will E M AV1T: I certify that all of the foregoing information be done in compliance with all applicable laws regulating construction a ... Ding• m ae • 5W_ef0-WAV . nwcueunAW'1ao< araweefNSY•aaa et Fl.l<e Itr . Owoa/Ag" is p1wrallY Ko`c'o to Me or produced ID TYD4 offD F G6115Tin FIDbStWOW t5,20¢1 Contract, o ly Kra"teMe Produced U) TYP BELOW IS FOR OFFICE' usE ONLY rcal permits Required: Building I%ICcmMawnisePlumbing GasO Rpo"o i Flood Zone• Construction T Occupoaq Ux: of Storfuct: — Tvtq) Sq Ft'of Bldg:— Min. Occupancy Load: Ylnmbtbe= q of lria ure+ . New Construclioo: Electric - M of Amps Fire Alarm Permit: Yes ' No WASTE WATER: — Fire Sprinkler Permit: Yo0 No M of Heads — APPROVALS: ZOWWG: UTIL11'IFS: ENGPIEERMG: — FIRE• — BUILOING: COMMENTS: DMONSON CONTRACT LECIRIC AGREEMENT 1rA01a JpB Nam: DATE! 11/2602017 THORNEBROOK OeER7Y ^ R OR tic AGENT 09{.TlvW: ELECTRICAI, CONTRACT k PRICINGoti TAYLOR MORRISON HOMES mcm: SINGLE FAMILY L3ID,: ALI, ELECTRIC mmxw: 301 N CA7'I1FJdAN RD 178100 N616EI: ORLANDO FL aar SARASOTA • FL COUNTY- SANFORD WIRING PER2011 NEC PERMITTING FEES ARE NOT INCLUDED Y IUONGIIIMM IINOLn RESERYa710N M MU7NGn1531 7S6S S 6.135.00 DA NENE D I 1DOA I 2599 IS 6,955.OD MANCNESTEA II I 150A I 2,131 IS 6,955.00 REDWOOD I 1,A I I,S57 IS 0,950.00 WILLOW I ' 1SOA I 7,051 `S 5,835,00 w a warmwar.rnar.es..... a..sromnuo.nuaawnw,tau.u.o.re...u•.aw.n u+o n..w.r.ee rweu.ro..r^rn..,w.wow,an wuwn,s om..w.rwamc CONTRACTORIOWNER: - DATE: DATE: 7 EDMONSON ELECTRIC: a^>n • T—oa. EL 336b. hone (913)910.340) • EA+I'l61 0.15a6 • www EdmonsonElecvlc can Tay I o r M o r r i s o n Taylor Morrlwn, Orlando DMslon 2WO take Lucien Drive, Suite 350 Malitand, FL 32752 Toil Free: 966.520 3703 or Local: 407.629.OD77 11/30/2017 To whom it may concern, The purpose of this letter Is to notify the City of Sanford that Taylor Morrison has ended its relationship with Miller Electric. The following homes we request the existing electrical permit Issued to Miller electric be transferred to Edmonson Electric. They will complete the remaining work needed to comply with all applicable codes. The homes listed below need to be trimmed and final Inspections called. We appreciate the Oty's assistance in expediting this change. Please call me with any questions regarding this transfer. Lot 242: 250 Merry Brook Or 17.1082 Lot 242: 254 Merry Brook Or 17-1083 Lot 243: 258 Merry Brook Or 17-1094 Lot 244: 262 Merry Brook Or 17.108S Lot 245: 266 Merry Brook Or 17.1086 Lot 246: 270 Merry Brook Or 17.1087 Lot 247: 274 Merry Brook Or 27.2088 Lot 248: 278 Merry Brook Or 17.2099 Lot 85: 455 Rocky Grove Lane 17.1885 Lot 86: 451 Rocky Grove Lane 17-1887 Lot 94: 407 Rocky Grove Lane 27.1943 Lot 289: 436 Rocky Grove Lane 17.1886 Lot 294: 416 Rocky Grove Lane 17-1907 Lot 295: 412 Rocky Grove Lane 17.19D6 Lot 296: 408 Rocky Grove Lane 17-1888 Respectfully. Scan Cowdery Area Construction Manager Taylor Morrison 322-436-4487 leYlur TWIoNgLn Morrison i iJLY+-• www uvbrmOnisOn cam FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project NameTHlkI dzi Builder Name:`r4zy Street: Im C G i0 1C-oi1^e. Permit Office: J City, State, Zip: Ywho 1 Permit Number: Design Location: Jurisdiction: Envelope Leakage Test Results Single Point Test Data: rr HOUSE PRESSURE: FLOW: Leakage Characteristics CFM (50): hels ACH(50): 6. q R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with section R402.4.1.2. SIGNATURE: PRINTED NAME: i DATE: Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 6 3.1- I Florida Building Code Duct Leakage Results Builder: Neighborhood: Square Footage: M01 I M 0 m State: F I Permit #: Stage of Construction for Test Rough in with Air Handler E]Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: p % System CFM25 Square Duct Leakage Location Pass or Fail Footage CFM/100s ft. MI G 2 d 3 4 5 Ipass Rating Company: S(nkYeTec® Inspection Date: Rater Name P u 4 UL. Rater Signature: v me" The Energy Code Experts Fail 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 11.866.SKYETEC www. SkyeTec.com DESCRIPTION AS FURNISHED: Lot 289, THORNBROOKE PMASE 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 306 I N OOD 10' 44" W I I REC. 1/2" I.R. I 40. OO REC. 112" I.R. NO I.D. NO I.D. y1• LOT 289 4 ocx 1 R19.80' 19.80' 4 3.5'x3.5' G 20u C L Pvo LACPAD 5.00' 1 15.7' 1 Di Oi CONC. 5.00' 8• RECESS FOR POCKET SLIDER M W lVU1 TWO STORY RESIDENCE F.F.=24.14' CO CO COC) LOT 290 ( d h U) 0) d LOT 288 b a) a) A co CO 5.00, 5.0' s t/] COV'0. 00 BRICK 5.00' 0 Oi BRICK WALK 1 21.3' 5.00' 16' BRICK 1 DR. 1 25.20 5.20' P, 1. 0 7' 10' UTIL. ESMT. 1N 315.03' 9e'• ti`ti' PC) — — REC. X CUT REC. X CUT5' CONC. WALK ALKINW IN WALK BB)S 00010'44" E 40.00' ON LOT AREA CALCULATI LOT - 4,800 5W.1' 1. 6 0 p` LMNG = 1,467 GARAGE a 455 ENTRY - 71 SO.FT. SO.FT. SO FT. LANAI - 139 SO.FT. BREEZEWAY- N/A SOFT. DRIVEWAY = 403 SOFT. ROCKY GROVE LANE A/C PAD = 18 SOFT. a 50' R/W) TRACT I MPERWVOUSa 54.6 Sz UTILITY Ce ACCESS R/W 2.523 S00 2 177 SO.FT. SOFT. 5Qp9 O AR ALCULA IONS: QQp R/W = 440 SOFT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 200 130 SO.FT. SO FT. PROPOSED DRAINAGE FLOW FRONT - 25' TOOOTAL AREAS: LOT GRADING TYPE A EARR= 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SO.FT PROPOSED F.F. PER PLANS = 24.1' + SIDE 5.0 = BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.F7. SIDE CORNER 10' AND/OR INSTRUCTIONS PER SIDEWALK a 270 SO.FI'. PROPOSED GRADE PER CONSTRUCTION PLAN + CUENT NOT FIELD VERIFIED SOD2,307 SO.FT CRUSL'NAfEivER-,S'COTT ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLAN00, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • MPDL PLAT • POINT ON LINE F ELD TYP. . TYPICAL NO1ES: I. P. IRON PIPC PRC. • POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES NMMY CERTIFY IMF THIS SURVEY MEETS THE STANDARDS OF PRACTICE SE! FORM BY INC FLORIDA WARD Or 1A. IPOM ROD P.GG •POUR OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA AWWWRAIIYF CODE PURSU.ANI TO SECTION 471027, PLO" STATUES C N CONCRETE H ONUKENT RAO. RADIAL 2. UNLESS EIIBOSSE HTM SURVEYOR'S SIGNATURE AND ORMNAL RMSED SEAL THIS SURVEY MAP OR COPILS ARE HOT VAUD. SET LR. . 1/2' IA /ILI 4596 MR NON-RAWAL S, OIa SURVEY WAS PREPARED FROM TTILE RNFORM41ION FURNKNED TO ME SURVEYOR. THERE MAY BE OMER RESiRM110N5 REC. RECOVERED WP. WITNESS POINT PALB. POINT OF BEGINNING CALL. CALCMMTfO aIx •• PERMANENT REFERENCE MONUMENT OR EASEMENTS rwr AFFECT INS PMOPEIm. 4. NO UNDERGROUND BIPROVWEMS NAVE BEEN LOCATED UPO£SS OTHERMISE SHOWN PAIR. . POINTorCONMENCEMEM4tCENTERLINE rF'. :'FINISHED FLOOR ELEVATION B. MIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED 10 AND SHOULD NOT BE REUE UPON By ANY OTHER ENTITY. NAD • MAIL L DISK 9SL • BUILDING SETBACK LINE B DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNES. R/v - RIGHT-OF-WAY ex • 'BCNCIDMRK B.B. • BASE SEARING 7. BEAM= ARE 8ASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE SEARM (B.B.) ESMT. CASEMENT DRAIN. • DRAINAGE B• ELEVATIONS. W SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM Or 1929. UNLESS OTHERWISE NOTE UTIL. UTILITY 9. CERTIFICATE OF AUTHMZATION No. 4590. CL.rC. • CHAIN LINK rcwc WDFC. • WOOD FENCE C/D • CONCRETE BLOCK SOU.E I-- 120DRAWN BY: P.C. •POINT OF CURVATURE P.T. •POINT Or TAMGENEY CERIIFlEO BY.• DATE ORDER No. rcsc. • DESCRIPTION P • RADIUS PLOT PLAN 02- 28-17 797-17 DELTAENGTM p ARCL REVISED PLOT PLAN05- 3I-T7 C • tMORD FORMBOARD FOUNDATION/ELEVS. 08-01-17 3T29-T7 C.B. CHORD BEARING NORTH FlNALIELEVS. 12-11-17 5306-17 i THIS BUILDING/PROPERTY OOES. NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'TRM• TO . GRUSENM R, R.L.S. / 4714 ZONE Jf• MAP / 12117C 0055 F JAME SCOTT, R.L.S 1 4801