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448 Red Rose Ln 17-1913; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT 1r)-19 3 3 3 STATEMENT NUMBER: 17100004 BUILDING APPLICATION #: 17-10000423 BUILDING PERMIT NUMBER: 17-10000423 UNIT ADDRESS: RED ROSE LN 448 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: July 06, 2017 3 ayj 0 21-19-30-510-0000-1490 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: 448 RED ROSE LANE THORNBROOKE PH 4 LOT 149 SFR FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE ORD HouWg 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: Afl1 AN R SIGNATURE: LEASE PRINT NAME) DATE: 1 O j 1 NOTE TO RECEIVING SIGNATORY/APPLICANT• FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. TH9 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 FIRk STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 1111111111111111111111111111111111111111 Parcel ID Numberlj-19-30-6& -0000-LLD 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 MALOYr SEMINOLE COUNTY C:L.EF;1: HF CIRCUIT COURT & COMPTROLLER BY. 8949 P9 79 UP9s) CLERK'S * 201706911E RECORDED 07/07/2017 03:24:55 PH RECORDING FEES 810.00 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 infoymt ion is provided in this Notice of Commencement. I . Description of property : LOT / 9 Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book_(_Pagi f the public records of Seminole County, Florida. Addresses : 414tAlleomlq g, Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : (O Signature of Owner's Agent: . J n Asa Wright Taylor Morrison of Florida I . Sworn to and subscribed before me this by John Asa Wri is personally known to me. 00 Notary Public DA Clark My commission expires: 6/27/19 fyrpc 1 S•N S ria o. FF 209108 otary Signature: to LB N COU ', FLORIDA '%ys O T 2017 BY DEPUTY CLERK 1 T-D CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT Iq APPLICATION Application No: 17- 1 Documented Construction Value: S Gaoq.OD W% 13- 1-_1xTV9E Job Address: L-1 RME LANE7 Historic District: Yes Nto Parcel CD:TffQANY,&0VF 191 —A 17 hy,_MWS —)k Residential q Commercial Type of Worlt: Ntew g 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 Phone: Street: Title: Resident of property? : City, State Zip: 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 VIAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEIVIENT ImUST 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 CONINIENCEMENT. 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. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10;.3 Shall be inscribed with the date of application and the code in effect as of that date: 5ih Edition (2014) Florida Building Code Revised, June 30. 2015 Permit Application NOTICE: In addition to 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 or 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. ed A( signatureefOwner/Agent Date signature ofco etor/Agent &Mte Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID I&Y M'4HAAEY Print Contractor/Agent's Name J`SAN/ ry EXPREs ' r-gnature of Notary -state of Florida )ate= GEORGIA JUNE 8. 2020 Contractor/Agent is Personally Known to Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes[] No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised- June 30. 2015 Permit Application I ` JUN 21 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11-L G 13 Documented Construction Value: S t 338 3 8 (o . ° O Job Address: 44? f f d k0es,e, L.a ku, Historic District: Yes No Parcel ID: 27-19-30-510 -0000- I U10 Residential R Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNERROOK PHASE LOT NUMBER: 1 (49 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: Name: MAITLAND FL 32751 Phone: 407-257.6940 Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: K Bonding Company: N/A I Address: vl E- mail: Mortgage Lender: N/A Address: 6 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR T 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. IMIS Iv FBC 105.3 Shall be inscribed with the date of application and the code in effect a)snofl that date: 51s Edition()2014) Florida Building Code Revised: June 30, 2013 OI t/ v'``t'l 7 1 on`limit Application S 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 1 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 [CC 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 construct* and zoning. b t, Signature f Owner/Agent D to I Signa re of Contractor/Agent Date TAYLOR MOR56WZF FLORIDA INC Print Owner/Age 1711 Signature o e of Florida Dat 0PO4r, D. A. OAK k MY COMMISSION 6 FF 209108 EXPIRES: June 27.2019 or SOT Bonded Thru Mot Notary services Owner/hii is yM Personally Known to Me or Produced ID N/A Type of ID JOHN *4WGJJT Print Co r/ ame 6 z(( 7 Si -State of Florida Date MY COMMISSION 0 FF 209109 EXPIRES: June 27, 2019p' r oFF.dr Bonded Thr) Budget Notary Services Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical® Mechanical Q Plumbing0 Gas[] Roof Construction Type: Jg Occupancy Use: Q 3 Flood Zone: Y*- F E az—A,cftb Total Sq Ft of Bldg: 3 26'+7 Min. Occupancy Load: % 7 # of Stories: 2- New Construction: Electric - # of Amps 1 So Plumbing - # of Fixtures Z \ Fire Sprinkler Permit: Yes NOR # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONIN l UTILITIES: Pl "L G-14-17WASTE WATER: ENGINEERING: MIC- 1-'•'7-DR FIRE: Ok to construct single family homeCOMMENTS: _ with setbacks and impervious area shown on plan. BUILDING: sic '7• 2,1• 0 Revised: June 30, 2015 1 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 448 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1490 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) OFF CI L USE 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 M The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP#17-1913 Reviewed by: Michael Cash, CFM Date: July 3, 2017 0 IL)),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape 8 7 Department of Planning 3 Development Services nfor 300 North Park Avenue, Sanford. Florida 32771n9OV Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly Identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. xee sAW1 below. 71m"Badjw oT I Calleetorerouela 1. Project Locallon/Address: 4 j{ 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Stan Date Completion Date Emergency Repairs 4. Brief Description of Work: AMIC A Y Am Nal &1X This application is submitted by: Qp'r ,yy Signature:eql 1IR+ld/t J ,1/Y/ Signature: Print Name: Address: ISI WaMA14 44AMEA2W RAIMAX &CE 9XICI Phone: 40-&7-6 0 Fax- ol hnr (yAum; i* tIOV Date: o Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the per ittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated cAterta, 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, if necessary, file a lien on the Requestor s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its eouncilpersons, 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 consequendal), 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 Citys rlghlof-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree ip y all city fees related to this application as required by the city's//adoptted Fee Resolution. Signature: Date: l d /7 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: f...°•'••.:•}.}.1:>.•1.7i}., ..1. '.J^Jt}•i:J%i::..r:,,': .F>.}>::i,>E' .t•:: z.:,.:Y.>•> ::,.':.::Offit:ial iJ se 4n A saP,I Catlon:t f6' P J,>:: ate J ^<..::.1::;>YY.,a.;• ,: A.,: iA:v •Y4L f n)•. n :•F:w .:J''• dv'Y',+:•bA4J:i4n .v>:.JA/.i/'"'}.:. }' Vetewed° 4>. JPtit] Warks'A:<n.i Z i< iwtoll1 t tors:: J. J>:•. ::::A..::.: n:'....', .. .. } ': JY.!!' i.Y}"v..:. i.>... '.{}:.": rqv dPp. e i • Sa i ty Dafe. . n::,...n ... . .:. :. .. ' .i:'1...'n i:A}.'l..i:::a :::l.::.:.1: :.'J.. :.:%:: ....: Sp.J`,YY.l':J.}•.S..b..i.:: :.'a Ai. .9.:i •. .+..Y. ..'. J.%} •..4.. , •. 4i>,A..S'..,w:..•:w w• :, %'. n:.:.i .'i.<.':i :J•41:'ud::wY ti:,,':A%f.:': {:v":%}•Y Z.. .J.•. ,J n :.r:.::»:<. ::nc: .n:J .: r,:; ii:r':'Y.i<yJr..: ..J: t p cteQ,b Date• ss S real' <v:,:... ::7- , .::v.,> J:... :i•i.:•1.':r:'.::>:z,: pe .P..ermlLCondrtrons; s• 40 aepcemoer Zulu ROW Use Ddvwmy.pdf taylor morrison NOmO. InlPliq by Y TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Junes 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:. Lot q: JIM 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. The 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: Owner Signa re Brian Brunhofer ES'D President, Taylor Morrison of Florida, Inc. P ed Name gnaturetLc/ STATE OF FLORIDAA 6 liy C/i11,A%.&^- COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this day of , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally known to me. A.IMod SION NotaryPublic Stat f FI ida Print Name: mf6L My Co mission Expires: OF022420 : a; as+ OQ I.,_ Or Revision Response to Comments Permit # // --- AW,5 Project Address: Contact• Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades a compassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date Fax: General description of revision:, JUL 2 4 2017 ROUTING INFORMATION Approvals AV 4% CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD,, FLORIDA 32772 PHONE: 407.688.5150 FAX: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 17-1913 Date: 07/14/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: daphneclarkinc(@cfl.rr.com Project Description: New Single Family Home Job Address: 448 Red Rose Lane (Lot 149) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: I. Missing complete Product Approval package FBC 107 f No Review Conducted** Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve 17iorey at 407-688-5065 or by E-mail at steve.fiorey(@,sanfordFl.gov . Respectfully, Steve Fiorey Residential Plans Examiner do. .1 CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD,r FLORIDA 32772 PHONE: 407.688.5150 FAX: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 17-1913 Date: 07/14/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: daphneclarkincQcfl.rr.com Project Description: New Single Family Home Job Address: 448 Red Rose Lane (Lot 149) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: 1. Missing complete Product Approval package FBC 107 No Review Conducted** Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorey(@sanfordfl.gov . Respectfully, Steve Fiorey Residential Plans Examiner REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 11- vR 13 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: A4dg STL ELECTRICAL PERMIT Min Max Ins ection Description 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final MinElMax Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Builder Name: Taylor Morrison 1lDIA/ GpLot149ThpornbrookeDariingtonCGRNStreet: qQ god Aot.-CL4 Permit Office: S" fe-•-•( 9 1 3City, State, Zip: FL, 54..,lr,...If Permit Number: 1 % - 1 SANFORD Owner: Jurisdiction: 6 500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) OFPAHJ_ 1. New construction or existing New (From Plans) 9. Wall Types(3145 8 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4 1 1380.60 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 (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft 6. Conditioned floor area above grade (ft') 2582 b. Knee Wall (Vented) R=30.0 27.00 fl' Conditioned floor area below grade (ft') 0 c. N/A 11. Ducts R= ft' R ft' 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft' b. Sup- Attic, 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. Healing 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: 4.154 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 69.57 PASSTotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and 0 -tHE ST,gT this calculation are in compliance with the Florida Energy Code. - specifications covered by this indicates compliance v__,J1 calculation with the Florida Energy Code. PREPARED BY: 144K Before construction is completed DATE: 3/23/1.7 this building will be inspected for compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. 0DwiththeFloridaEnergyCode. /f f,, WE OWNER/AGENT: _ BUILDING OFFICIAL: DATE: - I 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. 3/23/2017 10:56 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 149ThornbrookeDadington Bedrooms. 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL. New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled 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 ft° 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 Emitt 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 0 266 ATTIC RBS IRCCTypeVentilationVentRatio (1 in) Area 1 Full attic Vented 300 1480 ft° Y N 3/23/2017 10:56 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 1:187 TMAi:Z111T.& E,I CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 W 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 13 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V #-Omt To Wall Type Space R_Value-Ft-In-Et-In Area-R_Value_Frac6on-Absor__Grade%_ 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft' 0 0 0.6 0 3 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 4 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft' 0 0 0.6 0 5 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 6 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft' 0 0.23 0.6 0 7 E Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft' 0 0 0.6 0 8 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 S 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 Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 9 6 8 18.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang ft Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 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 N 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 N 3 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 3 ft 0 in Drapes/blinds None 5 NE 5 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft' 11 ft 0 in 0 ft 4 in None None 6 E 6 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 E 6 Vinyl Low-E Double Yes 0.34 0.31 15.0 fl' 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 E 7 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft' 10 ft 6 in 11 ft 8 in Drapes/blinds None 9 E 7 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft' 10 ft 6 in 11 ft 8 in Drapes/blinds None 10 S 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 S 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 S 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 13 S 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 10 ft 8 in 0 It 0 in None None 3/23/2017 10:56 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 455 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 SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS v # 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 It Attic 6 223 f12 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 3/23/2017 10:56 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling JanHeatingJan Feb Feb Mar Mar r AA- MaMay Jun Jun Jul Jul AuAug SeSep Oct Oct Nov WNov DecHDecVentingJanFebMarAprMayJunJulAugSepOctNovDec 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 3/23/2017 10:56 AM 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* = 91 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 (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 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. Knee Wall (Vented) R=30.0 Area c N/A R= 295.74 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft' ft' ft' 4.154 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Floor Over Other Space R=0.0 1102.00 ft' c. other (see details) R= 13.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature:/ Date: Address of New Home: p LQI%C. City/FL Zip: k.A/ Area 1521.00 ft' 1380.60 ft' 244.22 ft' ft' Area 1482.00 ft' 27.00 ft' ft' R ft' 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 E 4C Cap: 50 gallons EF: 0.95 Pstat 0THE srgr r iiG e r LA 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. 3/23/2017 10:56 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 DEL -AIR Manual S Compliance Report ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407-333-38M Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot149ThombrookeOadi Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17574 Btuh Entering coil DB: 76.1°F Outdoor design WB: 76.3°F Latent gain: 2627 Btuh Entering coil WB: 62.9°F Indoor design DB: 75.0°F Total gain: 20200 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: 19242 Btuh 109% of load Latent capacity: 3346 Btuh 1271% of load Total capacity: 22588 Btuh 1120/6 of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 20284 Btuh Entering coil DB: 68.8°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: 22437 Btuh 111% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 83% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Atwri hlsoft' 2017-Mar-2311.39.05 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 1 IingionCGRN\Lotl49ThombrookeDarlinglonCGRN.rup Calc - MJ8 House laces: N 1 DEL -AIR Manual S Compliance Report camnamw ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407.333.3853 Web: WWW.DEL•AIR.COM For: Taylor Morrison Design Conditions Job: Lot149ThombrookeDadi... Date: 6,4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 15619 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 18544 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: 17774 Btuh 114% of load Latent capacity: 3191 Btuh 109% of load Total capacity: 20965 Btuh 1130/o of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13589 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 1650/6 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•Mar•23 11.39 05 CCAwrightsoft' Righl•Suile® Universal 2017 17.0.16 RSU24011 Page 2 IingionCGRN\Lot149ThombrookeDarlingtonCGRN rup Cak:. MJ8 House laces: N 1 DEL -AIR Component Constructions Job: Lot149ThornbrookeDarli... P Date: 6/4/2014 EAr'B • Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain tp BWhm}-•F tl°-"FBWh BWhm2 BWh 8tuh/W aWh Walls 12C-Osw: Frm wall, stucco exl, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco exl, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"W wood frm, 16" o.c. stud n 240 0.091 13.0 2.58 618 2.34 562 e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.201 0 5.69 292 4.35 223 ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 w 30 0.032 30.0 0.91 27 2.38 71 225 0.091 13.0 2.58 581 1.44 325 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 It window ht, 1 it sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, Or low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (5 ft window ht, 3 it sep.); 6.67 ft head ht 10C-v: 2 glazing, Or low-e outr, air gas, vnl frm mat, Or innr, 1/4" gap, ne 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (8 it window ht, 0.33 ft sep.); 6.67 it head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 It window ht, 1 It sep.); 6.67 ft head ht 15 0.340 0 9.62 144 10.6 159 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 130 0.340 0 9.62 1251 17.5 2279 15 0.340 0 9.62 144 10.6 159 23 0.340 0 9.62 225 19.0 443 6 0.340 0 9.62 58 30.4 182 C Wrl I1tSOft• 2017-Mar-2311:39:05 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRN\Lo1149ThornbrookeDarlingionCGRN.rup Calc - M.18 House faces: N 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 5 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium: 10.5 It overhang (3.17 ft window ht, 11.67 It sep.): 6.67 It head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, a 19 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 It overhang (6.25 ft window ht, 11.67 It sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 58 0.340 0 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It w 39 0.340 0 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 It head ht all 97 0.340 0 2A-2ovd: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" s 72 0.580 0 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1483 0.032 30.0 gypsum board int fnsh Floors 20P-19t: 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 A + wrightsoft Right -Suite® Universal 2017 17.0.16 RSU24011 IingionCGRNtLot149ThombrookeDarlingtonCGRN.rup Calc - M.18 House faces: N 9.62 48 30.4 152 9.62 185 30.4 585 9.62 561 12.2 708 9.62 374 30.4 1180 9.62 935 19.4 1888 16.4 1182 16.8 1213 11.0 202 12.0 220 0.91 1343 1.42 2099 1.41 18 0.71 9 28.0 4140 0 0 2017-Mar-23 11:39:05 Page 2 1 DEL -AIR Component Constructions Job: Lot149ThombrookeDarli... P Date: 6/4/2014 KAM CONNnOMM 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 Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWhAR•'F Itt'F/Bwh 80whAI2 81uh 8Wh/W Btuh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int Irish ne 23 0.201 0 5.69 130 4.35 99 e 470 0.201 0 5.69 2675 4.35 2046 s 150 0.201 0 5.69 851 4.35 651 w 470 0.201 0 5.69 2671 4.35 2044 all 1164 0.201 0 5.69 6619 4.35 5064 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" w 30 0.032 30.0 0.91 27 2.38 71 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2' gypsum board int Irish, 2"x4" 225 0.091 13.0 2.58 581 1.44 325 wood frm, 16" o.c. stud Windows 1OC-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, Or innr, 1/4" gap, ne 23 0.340 0 9.62 225 19.0 443 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 5 0.340 0 9.62 48 30.4 152 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 it overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, a 19 0.340 0 9.62 185 30.4 585 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.5 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, s 58 0.340 0 9.62 561 12.2 708 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w 39 0.340 0 9.62 374 30.4 1180 overhang (6.3 ft window ht, 11.67 it sep.): 6.67 ft head ht all 97 0.340 0 9.62 935 19.4 1888 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 IN overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 11.0 202 12.0 220 C wri htsoft 2017-Mar-23 11:39 05 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 3 IingtonCGRN\Lot149ThornbrookeDarlingionCGRN.rup Cale - MJ8 House laces: N Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 30.0 0.91 12 1.42 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 0 28.0 4140 19 wri htsoi 2017•Mar•2311.39:05 Sj Right•Suile® Universal 2017 17.0.16 RSU24011 Page 4 IingtonCGRN\Lotl49Thombrooke0arhngionCGRN rup Calc . MJB House faces: N 1 DEL -AIR Component Constructions Job: Lot149ThombrookeDaril... P Date: 6/4/2014 AA CONWrIGIM ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 (M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Cig HTM Gain tr stuhm=•F ft'FiEWh Btuhm Btuh Btuhnt= Btuh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud a 470 0.091 13.0 2.58 1209 2.34 1100 S 200 0.091 13.0 2.58 515 2.34 469 W 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4' gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 it head ht s S w all 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk: NFRC rated (SHGC=0.31): 50% drapes, medium; 1 it overhang (5 ft window ht, 3 it sep.); 6.67 It head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31): 50% drapes, medium; 1 It overhang (3 ft window ht, 1 ft sep.); 6.67 It head ht Doors none) Ceilings 16CR-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 15 0.340 0 9.62 144 10.6 159 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 130 0.340 0 9.62 1251 17.5 2279 15 0.340 0 9.62 144 10.6 159 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 13 0.050 19.0 0.91 1331 1.42 2080 1.41 18 0.71 9 wri htsoft' 2017-Mar-2311:39:05 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 5 A...IingionCGRN\Lot149ThombrookeDarlingtonCGRN.rup Calc . MJ8 House laces: N DEL -AIR Project Summary Job: LotlWhombrookeDarO... Y Date: 6/4/2014 tt11ata0-AM olmmmmto Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407-333-3653 Web: WWW DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 2/15/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26196 Btuh Structure 23503 Btuh Ducts 7677 Btuh Ducts 9690 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33873 Btuh Use manufacturer's data Rate/swinngg y multipplier 1.00 BtuhInfiltrationEquipmenfSensibleload33193Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area ( ft2) 2582 2582 Equipment latent load 5551 Btuh Volume ( ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment total load 38744 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.0 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wrl htSOfflt' 9Right -Suite® Universal 2017 17.0 16 RSU24011 2017- Mar-2311:3905 Page 1 IingionCGRN% Lot149ThombrookeDarlinglonCGRN.rup Cale - MJ6 House laces: N Project Summary Job: Lot149ThombrookeOarli... DEL-AIR ahiu 1 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Notes: RVSD 2/1/16 JA LS 3/8116 LS 6121/16 JA LS 2115/17 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 16903 Btuh Ducts 3381 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20284 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating Coolingg Area (ft2) 1467 1467 Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equiv. AVF (cfm) 89 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Efficiency 9 HSPF Heating input Heating output 21800 Btuh @ 470F Temperature rise 24 OF Actual air flow 840 cfm Air flow factor 0.041 cfm/Btuh Static pressure 0.30 in H2O Space thermostat Capacity balance point = 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE 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 14645 Btuh Ducts 2929 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 17574 Btuh Latent Cooling Equipment Load Sizing Structure 2627 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2627 Btuh Equipment total load 20200 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C ii ht SOft' 2017-Mar-23 11:39:05 Wr 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 IingionCGRN\LoII49ThombrookeDadinglanCGRN.rup Calc - MJ8 House faces: N w DEL -AIR Project Summary Job: Lot149'rhombrookeDar l 1 Y Date: 6/4/2014 t*AM - M camminmal 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 2/1/16 JA LS 3/8116 LS 6/21/16 JA LS 2/15/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 9293 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13%9 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 9 HSPF 21800 Btuh @ 470F 4 0 840 cfm 0.062 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 8858 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 15619 Btuh Latent Cooling Equipment Load Sizing Structure 1538 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2925 Btuh Equipment total load 18544 Btuh Req. total capacity at 0.75 SHR 1.7 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.054 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htSOft' 2017-Mar•2311.39.05 9 Right -Suite® Universal 2017 17.0 16 RSU24011 Pape 3ACCP.... IingionCGRN\Lot149ThombrookeDartingtonCGRN.rup Calc - MJ6 House laces: N 1 DEL -AIR mm • M eamteso Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 ax 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot149ThombrookeDadingt... 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 It 9.3 It 4 Room dimensions 5 Room area 2939.3 f12 1470.0 It2 Ty Construction U•value Or HTM Area (10) Load Area (W) Load number Btuh/I12-IF) Stuh/fIl or perimeter (It) atuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vjl 12C-Osw 0.091 n 2.58 2.34 270 240 618 562 0 0 0 0 2A•2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 l( 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 11 V)I IG 13A•2ocs 0.201 no 5.69 4.35 46 23 130 99 46 23 130 99 I0C-v 0.340 ne 9.62 18.97 23 0 225 443 23 0 225 443 Vjl T 12C-Osw 0.091 a 2.58 2.34 491 470 1209 1100 0 0 0 0 2A-2Dv 0.340 a 9.62 30.36 6 0 58 182 0 0 0 0 I)---GG 2A-2ov 0.340 a 9.62 30.36 15 0 144 456 0 0 0 0 13A-2ocs 0.201 a 5.69 4.35 494 470 2675 2046 494 470 2675 2046 2A-2Dv 2A-2Dv 12C-Osw 0.340 0.340 0.091 a a s 9.62 9.62 2.58 30.36 30.36 2.34 5 19 270 0 0 200 48 185 515 152 585 469 5 19 0 0 0 0 48 185 0 152 585 0Vjl fC 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 0 0 0 0 28-21v 0.340 s 9.62 10.77 40 70 385 431 0 0 0 0 yl 13A-2ocs 2A•2ov 0.201 0.340 s s 5.69 9.62 4.35 12.15 280 58 150 0 851 561 651 708 280 58 150 0 851 561 651 708f C 2A-2Dvd 0.580 s 16.41 16.85 72 144 1182 1213 72 144 1182 1213 VLG 12C-Osw 2A•2Dv 13A•2ocs 0.091 0.340 0.201 w w w 2.58 9.62 5.69 2.34 30.36 4.35 491 30 508 461 0 470 1186 289 2671 1079 911 2044 0 0 508 0 0 470 0 0 2671 0 0 2044yl C 2A-2ov 16A-30ad 0.340 0.032 w w 9.62 0.91 30.36 2.38 39 30 0 30 374 27 1180 71 39 30 0 30 374 27 1180 71W q 12C-0sw 0.091 2.58 1.44 244 225 581 325 244 225 581 325 0 11D0 0.390 n 11.04 11.99 18 18 202 220 18 18 202 220 C 16CR-30ad 0.032 0.91 1.42 1483 1483 1343 2099 13 13 12 19 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 6 c) AED excursion 0 0 Envelope loss/gain 20485 17899 14156 9979 12 a) Infiltration 5711 1809 2748 870 b) Room verthlation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 1 26196 23503 16903 14645 Less external load 0 0 0 0 Less transfer O 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26196 23503 169M 14645 15 Duct loads 1 29% 41% 7677 9690 20% 20% 3381 2929 Total room bad 1 33873 33193 20284 17574 Air required (cfm) 1 1680 1680 1 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. x_ 41- wrightsoft' 2017-Mar-2311.39.05 AM Right -Suite® Universal 2017 17.0.16 ASU24011 Page 1 IingtonCGRN%Lotl49ThombrookeDarlingionCGRN.cup Calc - MJ8 House faces: N 1 DEL -AIR aaro • M Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIQNINC 531 CODISCO WAY, SANFORD. FL 32771 hone: 407- -2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot 1Whom brookeDarlingt... Date: 6/4/2014 By: FJF 1 Room dame ahu 2 2 Exposed wall 169.0 1t 3 Room height 9.0 it 4 Room dimensions 5 m Rooarea1469.3 Its Ty Construction U-value Or HTM Area (fig Load Area Load number Btuh/ ft2-*F) Btuh/ftg or perimeter (It) Btuh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 V) I 12C-Osw 0.091 n 2.58 2.34 270 240 618 562 I 2A• 2ov 0.340 n 9.62 10.58 15 0 144 159 2A•2ov 0.340 n 9.62 10.58 15 0 144 159 W 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 11 yl 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 f 10C- v 0.340 ne 9.62 18.97 0 0 0 0 V)! 12C- Osw 0.091 a 2.58 2.34 491 470 1209 1100 Il---GG 2A-2ov 0.340 a 9.62 30.36 6 0 58 182 2A-2ov 0.340 a 9.62 30.36 15 0 144 455 V613A-2ocs 0.201 a 5.69 4.35 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 yl 12C- Osw 0.091 s 2.58 2.34 270 200 515 469 l-f! 2A-2ov 28.21v 0.340 0.340 s s 9. 62 9.62 10.77 10.77 30 40 53 70 289 385 323 431 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 2A•2ovd 0.580 s 16.41 16.85 0 0 0 0 V1l 0 12C- Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 w w w 2. 58 9.62 5.69 2.34 30.36 4.35 491 30 0 461 0 0 1186 289 0 1079 911 0 yl 12A• 2ov 16A-30ad 0.340 0.032 w w 9. 62 0.91 30.36 2.38 0 0 0 0 0 0 0 0 G W R l_ O 12C-Osw 0.091 2.58 1.44 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16CR- 30ad 0.032 0.91 1.42 1469 1469 1331 2080 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 I0 Envelope losston 6329 7919 12 a) Infiltration 2963 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (liras 6 to 13) 9293 8858 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9293 8858 Duct loads I 46% 76"/6 4296 6761 r Total room load 13589 1%19 Air required ( cim) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A%=. _Fk wrlghtsoft' 2017-Mar-23 11.39 05 AMK Right - Suite® Universal 2017 17.0.16 RSU24011 Page 2 IinglonCGRN\Lotl49ThornbrookeDarlinglonCGRN. rup Calc= MJ8 House laces: N DEL -AIR Right-J® Worksheet ra.a-..'"'"'" ahu 1 DEL -AIR HEATING & AIR C9NDITIgflING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407• •2665 Fax. 407-333.3853 Web WWW.DEL•AIR COM Job: Lot IWhom brookeDariingt... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mslr nn 2 Exposed wall 147.9 It 42.0 it 3 Room height 9.3 It 9.3 It heat/cool 4 5 Room dimensions m Rooarea1470 0 It2 17.0 x MS If 263.5 I12 Ty Construction U-value Or HTM Area (It2) Load Area (W) Load number Btuh/ I12--F) atuNlt2) or perimeter (It) atuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Val 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 F`---GG2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A• 2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 11 yl G 13A• 2ocs 0.201 no 5.69 4.35 46 23 130 99 0 0 0 0 10C-v 0.340 no 9.62 18.97 23 0 225 443 0 0 0 0 VV II I-- C 12C-Osw 0.091 a 0.00 0.00 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 1 2A- 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 13A•2ocs 0.201 a 5.69 4.35 494 470 2675 2046 159 159 902 690 2A•2ov 0.340 a 9.62 30.36 5 0 48 152 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 19 0 185 585 0 0 0 0 1y 12C42sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 28•21v 0.340 0.340 s s 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A• 2ocs 0.201 s 5.69 4.35 280 150 851 651 145 86 491 376 2A•2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 2A•2ovd 0.580 s 16.41 16.85 72 144 1182 1213 0 0 0 0 yI I--- G 12C-Osw 2A-2ov 13A•2ocs 0.091 0.340 0.201 w w w 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 LG2A•2w 16A-30ad 0.340 0.032 w w 9. 62 0.91 30.36 2.38 39 30 0 30 374 27 1180 71 0 30 0 30 0 27 0 71 W R12C- 0sw 0.091 2.58 1.44 244 225 581 325 0 0 0 0 0 1100 0.390 n 11.04 11.99 18 18 202 220 0 0 0 0 C 16CR• 30ad 0.032 0.91 1.42 13 13 12 19 0 0 0 0 F 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 1470 148 4140 0 264 42 1176 0 6 c) AED excursion 0 70 Envebpe losstgain 14156 9979 3661 2161 12 a) Infiltration 2748 870 822 260 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) 116903 14645 4483 3251 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16903 14645 4483 3251 15 Duct load. 1 20% 20-/e 3381 2929 20% 20% 897 650 Total room bad 20284 17574 5379 3901 Air required ( cim) 840 840 1 1 223 186 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. e 4' wr1ghtsoft' 2017•Mar•2311:39,05 AM Right• Suite® Universal 2017 17 0.16 RSU24011 Page 3 IingionCGRN%Lotl49ThombrookeDerlingtonCGRN. rup Calc - MJ8 House faces: N QEL-AIR Imo • at earmterno 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: Lot 149ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr blh mstr 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 Room area 12.0 x 8.0 It 96.0 It= 6.5 x 7.5 It 48.8 (12 Ty Construction U-value Or HTM Area (Il2) Load Area (Ill Load number Stuh/I12-•F) at Ill or perimeter (ft) atuh) or perimeter (It) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 011----(f 2A•2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 yl 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 C 10C-v 0.340 ne 9.62 18.97 0 0 0 0 0 0 0 0 Vjl f 12C-0sw 0.091 a 0.00 0.00 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 GG 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 v 13A-2ocs 0.201 a 5.69 4.35 112 112 637 487 0 0 0 0 F-C C 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2 v 12C-0sw 0.340 0.091 a s 9.62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vjl 2A•2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0ff28-21v 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 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 yI L-G ylt--G' G' 12C•Qsw 2A-2ov 13A-2ocs 0.091 0.340 0.201 w w w 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 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 w 0.91 2.38 0 0 0 0 0 0 0 0 q 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 O 1 too 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.9w 27.99 0.00 96 12 336 0 49 0 0 0 6 c) AED excursion 41 0 Envelope loss/gain 973 446 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 515 01 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Retfistribution 0 0 0 0 14 Sublotal 1191 515 0 5 15 Duct loads 1 20% 20% 2381 1031 20Y. 20% 0 1 Total mom bad 1429 618 0 6 Air required (clm) 59 30 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wrlghtsoft' 2017•Mar•2311:39:05 AIMRight•Suite® Universal 2017 17.0.16 RSU24011 Page 4 IingionCGRN\Lot149ThornbrookeDartingionCGRN.cup Calc . MJ6 House faces: N 1 DEL -AIR vua • rur coNwnt n Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR P9NDITIq IN9531CODISCOWAY, SANFORD, FL 327hone, 407.3 •2665 ax 407-333.3853 Web- WWW.DEL•AiR.COM Job: Lot149ThambrookeDarlingt... Date: 6/4/2014 By- FJF I Room name mstr we den 2 Exposed wall 0 It 21.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions m Rooarea5.5 x 3.5 ft 19.3 IV 1.0 x 146.5 It 146.5 It' Ty Construction U•value Or HTM Area (Ill Load Area (Ill Load number BtutrAMF) Btuh/ftg or perimeter (it) Bluh) I or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vjl iL---GG 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W I3A• 2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 11 VL13A• 2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 10C-v 0.340 ne 9.62 18.97 0 0 0 0 0 0 0 0 G Vjl12C- Osw 0.091 a 0.00 0.00 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 t fC 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A• 2ocs 0.201 a 5.69 4.35 0 0 0 0 145 125 713 545 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 1-l( Vjl 2A- 2ov 12C-Osw 0.340 0.091 a s 9. 62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 19 0 0 0 185 0 585 0 2A- 2ov 28-21v 0.340 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 Imo-(( ILS13A•2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-20v 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A•2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 Y--1 12C-Osw 2A-2ov 13A-2ocs 0.091 0.340 0.201 w w w 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 I--f 2A•2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 W 16A- 30ad 0.032 w 0.91 2.38 0 0 0 0 0 0 0 0 q 0 12C- 0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11D0 16CR- 30ad 0.390 0.032 n 11. 04 0.91 11.99 1.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F20P• 191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A• tpl 0.989 27.99 0.00 19 0 0 0 147 21 588 0 6 c) AED excursion 0 1 101 Envelope loss/ gain 0 0 1778 1455 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ MO 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 2160 1576 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1576 15 Duct bads 20% 209/6 01 1 20% 201/6 432 315 Taal room bad 0 6 2592 1891 Air required ( cim) 0 0 107 90 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. FP_ wrightsofft' 2017•Mar•2311:39:05 leek Right• SuileG Universal 2017 17 0 16 RSU24011 Page 5 lingtonCGRN%Lo1149ThombrookeDadingionCGRN rup Cak - MJ8 House faces: N 1 DEL -AIR a aeon Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR NDIT19 6N9531COOISCOWAY, SANfORD, FL 32 t hone 407-3 ax: 407.3333853 Web: WWW.OEL•AIR.COM Job: LotlWhombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 4.0 It 4.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 4.0 x 11.5 It 46.0 It2 4.0 x 11.5 It 46.0 It= Ty Construction U•value Btuh/f(°-•F) Or HTM at fig I Area (Itg or perimeter (it) Load atuh) I Area (fig or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 V)I _ 12C-Osw 2A-2ov 2A•2ov 0.091 0.340 0.340 n n n 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011----fta 11 W yl f 13A•2ocs 13A-2ocs 10C•v 12C-Osw 2A•2ov 0.201 0201. 0.340 0.091 0.340 n ne ne a a 5.69 5.69 9.62 0.00 0.00 4.35 4.35 18.97 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl I-1 I-f2A•2ov 13A•2ocs 2A-20v 2A-2ov 12C-Osw 2A-2ov 28-21v 13A•2ocs 2A•2ov 2A-2ovd 0.340 0.201 0.340 0.340 0.091 0.340 0.340 0.201 0.340 0.580 a a a a s s s s s s 0.00 5.69 9.62 9.62 0.00 0.00 0.00 5.69 9.62 16.41 0.00 4.35 30.36 30.36 0.00 0.00 0.00 4.35 12.15 16.85 0 37 0 0 0 0 0 0 0 0 0 37 0 0 0 0 0 0 0 0 0 212 0 0 0 0 0 0 0 0 0 162 0 0 0 0 0 0 0 0 0 37 5 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 184 48 0 0 0 0 0 0 0 0 141 152 0 0 0 0 0 0 0 Vy t-Ct Vy II-G yI L G 12C-Osw 2A-2ov 13A-2ocs 2A•20v 16A-30ad 12C-Osw 0.091 0.340 0.201 0.340 0.032 0.091 w w w w w 0.00 0.00 5.69 9.62 0.91 2.58 0.00 0.00 4.35 30.36 2.38 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI f W q D C IIDO 16CR- 30ad 0. 390 0. 032 n 11.04 0. 91 11. 99 1. 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 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 6 c) AED excursion 58 31 Envelope loss/gain 324 104 344 324 12 a) Infiltration b) Room ventilation 73 0 23 0 73 0 23 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 6001 0 Subtotal ( lines 6 to 13) 397 727 14171 347 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 397 727 417 347 15 Duct bads 1 20% 20'/e 79 145 20% 20% 83 69 Total room bad 476 873 500 417 Air required (cfm) 20 42 21 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- 2017-Mar-23 11:39:05 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 6 lingtonCGRN% Lo1149Thombrooke0arlingionCGRN.cup Calc - M.18 House faces: N j; QEL-AIR M camloro Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`11 hoJDao 333-2665 Fax: 407-333.3853 Web: WWW.DEL•AIR.COM Job: Lot 149ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family nn dining rm 2 Exposed wall 35.0 If 10.0 It 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 210.0 It 5 Room area 297.3 ft= 210.0 It2 Ty Construction U•value Or HTM Area (III Load Area (III Load number Btuh/Itz-F) Btuh/It2) or perimeter (It) Stuh) or perimeter (ft) Stuh) Heat cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V)I IL-G 12C-Osw 2A•2ov 0.091 0.340 n n 0.00 0.00 000 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W yl Lam; 13A-2ocs 13A•2ocs 0.201 0.201 n no 5.69 5.69 4.35 4.35 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10C•v 0.340 no 9.62 18.97 0 0 0 0 0 0 0 0 Vjl 12C-Osw 2A•2ov 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0II----f 2A•2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V1! 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vjl 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 L-- G 2A-2ov 0.340 S 0.00 0.00 0 0 0 0 0 0 0 0 28-21v 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 v 13A-2ocs 0.201 s 5.69 4.35 135 63 360 275 0 0 0 0 f2A•2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 1&41 1685 72 72 1182 1213 0 0 0 0 yl mil" 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 yI 13A-2ocs 0.201 w 5.69 4.35 191 191 1088 832 93 54 310 237 2A-2ov 16A-30ad 0.340 0.032 w w 9.62 0.91 3036 2.38 0 0 0 0 0 0 0 0 39 0 0 0 374 0 1180 0 C W R 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 c 16CR•30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P•19t 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 255 517 Envebpe loss/gain 3609 2066 963 1934 12 a) Infiltration 636 201 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 4246 31871 11145 2221 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 4246 3187 1145 2221 15 Duct bads 20% 20% 849 637 20-/- 209% 229 444 Total room bad 5095 3825 1374 2666 Air required (clm) 1 211 183 1 1 57 127 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Fk wrightsaft' 2017-Mar-2311:39:05 9!& Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 IingionCGRN\Lot149ThombrookeDaningtonCGRN.rup Calc a MJ8 House faces: N QEL-AIR r mo • ai eormror o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 7C9NDITII%NINq531COOISCOWAY, SANFORD, FL32 1 hone:407.3 -2665 ax:407-333.3853 Web: WWW.OEL-AIR.COM Job: Lot149ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 it 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 it 21.0 ft= 1.0 x 275.8 it 275.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (fig Load number Stuh/ft2-*F) 81uh/(12) or perimeter (it) atuh) or perimeter (it) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 vil 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 L-((i 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 yl f 13A.2ocs 0.201 ne 5.69 4.35 0 0 0 0 46 23 130 99 IOC-v 0.340 no 9.62 18.97 0 0 0 0 23 0 225 443 yl 12C-Osw 0.091 a 0.00 0.00 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 I f^ 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 a 5.69 4.35 0 0 0 0 5 5 27 20 I--((? i 2A-2ov 2A-20v 12C-Osw 0.340 0.340 0.091 a a s 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 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B-21v 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 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0lC2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 yI L-G yl C 12C-Osw 2A-2Dv 13A-2ocs 0 091 0 340 0.201 w w w 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 0 135 0 0 135 0 0 770 0 0 589 2A-2ov 16A-30ad 0.340 0 032 w w 9.62 0.91 30.36 2.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W R 12C-Osw 0.091 2.58 1.44 0 0 0 0 244 225 581 325 D 11D0 0.390 n 11.04 11.99 0 0 0 0 18 18 202 220 C 16CR•30ad 0.032 0.91 1.42 0 0 0 0 13 13 12 19 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-ipl 0 989 27.99 0.00 21 0 0 0 276 20 557 0 6 c) AED excursion 0 224 Envelope loss/gain 0 0 25W 1491 12 a) Infiltration 0 0 363 115 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) 10 5 2866 2806 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2866 2806 15 Duct beds 20% 20'/6 0 1 20% 209% 573 561 Total room bad 0 6 3439 3367 Air required (clm) 0 0 142 161 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof' 2017-Mar-2311:39:05A.- Right-Suite® Universal 2017 17.0.16 RSU24011 Page 8 IingionCGRN%LoII49ThornbrookeDarlingtonCGRN rup Cale. MJ8 House laces N DEL -AIR Right-J® Worksheet rnaem•rmcmrro ro ahu 2 DEL -AIR HEATING & AIR ho ne531CODISCOWAY. SANFORD. FL 32771 hone 407-3 65 ax: 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot149ThombrookeDarlingit 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 5 Room dimensions Room area 1469.3 ft2 14.5 x 15.5 it 224.8 ft' Ty Construction number U•value Stuh/ft;'F) Or HTM atuhlfl2) Area (ftx) or perimeter (it) Load atuh) I Area (W) or perimeter (it) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl mi 12C-0sw 2A-2ov 2A•2ov 0.091 0.340 0.340 n n n 2.58 9.62 962 2.34 10.58 10.58 270 15 15 240 0 0 618 144 144 562 159 159 0 0 0 0 0 0 0 0 0 0 0 0l 11 W yl 13A-2ocs 13A•2ocs 0.201 0.201 n ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 10C-v 12C-Osw 2A-2ov 0.340 0.091 0.340 no a a 0.00 2.58 9.62 0.00 2.34 30.36 0 491 6 0 470 0 0 1209 58 0 1100 182 0 131 0 0 131 0 0 336 0 0 306 0 yl I-f3 L=' v 2A•2ov 13A-2ocs 0.340 0.201 a a 9.62 0.00 30.36 0.00 15 0 0 0 144 0 455 0 0 0 0 0 0 0 0 0 f Tf' Vjl I-fC; 2A•2ov 2A•2ov 12C-0sw 2A-2ov 28-2fv 0.340 0.340 0.091 0.340 0.340 a a s s s 0.00 0.00 2.58 9.62 9.62 0.00 0.00 2.34 10.77 10.77 0 0 270 30 40 0 0 200 53 70 0 0 515 289 385 0 0 469 323 431 0 0 140 30 0 0 0 110 26 0 0 0 282 289 0 0 0 257 323 0 yl I---G 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 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 0 012 Vy L-0 VjI I--6 12C-Osw 2A-2ov 13A-2ocs 2A•2ov 16A-30ad 12C-0sw 0.091 0.340 0.201 0.340 0.032 0.091 w w w w w 2.58 962 0.00 0.00 0.00 0.00 2.34 30.36 0.00 0.00 0.00 0.00 491 30 0 0 0 0 461 0 0 0 0 0 1186 289 0 0 0 0 1079 911 0 0 0 0 86 0 0 0 0 0 86 0 0 0 0 0 220 0 0 0 0 0 200 0 0 0 0 0 W q 0 C 11 DO 16CR-30ad 0.390 0.032 n 0.00 0.91 0.00 1.42 0 1469 0 1469 0 1331 0 2080 0 225 0 225 0 204 0 318 F 2OP-191 0.050 1.41 0.71 13 13 18 9 0 0 0 0 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 96 Envelopeloss/gain 6329 7919 1330 1308 12 a) Infiltration b) Room ventilation 2963 0 939 0 693 0 219 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 92M 8858 2023 1528 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9293 8858 2023 1528 15 Duct loads 46 % 76 % 4296 6761 46% 1 769% 935 1166 Total room load 135M 15619 1 2958 2694 Air required (cfm) 1 1 840 840 1 183 145 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Mar-23 11.39 05 AM Right•SuileS Universal 2017 17.0.16 RSU24011 Page 9 IingtonCGRN\Lot149ThombrookeDarlingionCGRN.rup Cale - MJ8 House faces: N 1 DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR P9NDITIONINq531CODISCOWAY, SANFORD, FL 327hone: 407.333.2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lotl4gThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name blh 2 bth 3 2 Exposed wall 9.0 It 11.5 If 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 If 69. 0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area ((t2) Load number Btuh/Wt *F) at III or perimeter (ft) atuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Carl 6 Vjl _ 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A• 2ov 2A• 2ov 0. 340 0. 340 n n 9. 62 9. 62 10. 58 10. 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I----` G+ W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 yl I M- 20 s 0.201 no 0.00 0.00 0 0 0 0 0 0 0 0 tOC• v 12C- Osw 0. 340 0. 091 no a 0. 00 2. 58 0. 00 2. 34 0 81 0 75 0 193 0 176 0 104 0 104 0 267 0 243 G Vjl 2A• 2ov 0.340 a 9.62 30.36 6 0 58 182 0 0 0 0 1 f^ 2A• 2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 V613A• 2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 Vjl L--- GG 2A• 2ov 2A• 2ov 12C- 0sw 0. 340 0. 340 0. 091 a a s 0. 00 0. 00 2. 58 0. 00 0. 00 234 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• 2ov 2B• 21v 0. 340 0. 340 s s 9. 62 9. 62 10. 77 10. 77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl F-- ICi 13A• 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy t- C 12C- Osw 2A• 2ov 13A• 2ocs 0. 091 0. 340 0. 201 w w w 2. 58 9. 62 0. 00 2. 34 3036 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 ylC 2A-2ov 16A- 30ad 0. 340 0. 032 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 WR 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D C 11 DO 16CR• 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 42 0 54 0 54 0 49 0 76 0 69 0 69 0 62 0 98 F 20P-191 0.050 1.41 0.71 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 6 c) AED excursion 26 32 Envelope loss/gain 300 461 329 308 12 a) Infiltration 158 50 202 64 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) 458 511 531 372 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 511 531 372 Duct bads 46%i 76% 212 390 46% 76% 245 284 r15 Total room bad 669 901776 656 Air required (cim) 41 48 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _ 0& wrightsoft' 2017-Mar•2311:39:05 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 10 IingtonCGRN\ Lot149ThornbrookeDarfingionCGRN.rup Calc - M.18 House faces: N j DEL-AIR muffm - m emmmroa Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 149ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rrn 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 ft2 9.5 x 5.0 It 47.5 1? Ty Construction U-value Or HTM Area (ft2) Load Area (10) Load number BtutVlt2••F) BtufVfl2) or perimeter (It) atuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 V)I 12C-0sw 0.091 n 2.58 2.34 126 111 286 260 45 45 116 105 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0IF---GG 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 13A-2ocs 0.201 no 0.00 0.00 0 0 0 0 0 0 0 0 10C•v 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 V)I IL---G 12C-0sw 0.091 a 2.58 2.34 126 111 286 260 18 18 46 42 2A•2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 15 0 144 455 0 0 0 0 13A•2ocs 0.201 a 0.00 0.00 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 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 l-fC 2B-21v 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 y! 12C-0sw 2A•20v 0.091 0.340 w w 2.58 9.62 2.34 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L- 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A•30ad 0.032 w 0.00 0.00 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 D DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 196 196 177 278 48 48 43 67 F 20P•19t 0.050 1.41 0.71 0 0 0 0 11 11 16 8 F 22A-tpl 0.9m 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 57 21 Envelope loss/gain 1038 1355 221 202 12 a) Inliflration 491 155 123 39 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) 11529 1511 344 241 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1511 344 241 15 Duct bads 46% 76% 707 1153 46'/0 76% 159 184 Total room bad 2236 2664 503 425 Air required (cfm) 138 143 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrlghtsoft' 2017-Mar-2311:39:05 Am Right•Suite® Universal 2017 17.0.16 RSU24011 Page 11 lingionCGRN\Lotl49ThombrookeDarlingionCGRN.rup Calc - MJ8 House faces: N j- QEL-AIR 1ea4m • ar eamam Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITI% ING 531 CODISCO WAY. SANFORD. FL 32771 hone: 407.3 -2665Fax: 407.333.3953 Web: WWW.DEL•AIR.COM Job: Lot149ThombrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 If 11.5 Il 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 It 143.0 It2 11.5 x 11.0 It 126.5 W Ty Construction U•value Or HTM Area (It2) Load Area (It) Load number BtutVft21F) Bluh/III or perimeter (It) Bluh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 Vjl 12C-Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 10.58 99 0 64 0 216 0 197 0 0 0 0 0 0 0 0 0II----fGi 2A-2ov 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 W 13A-2ocs 0.201 n 000 0.00 0 0 0 0 0 0 0 0 11 yl G 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 I0C•v 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 V612C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0II-G 2A-2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 28.21v 0.340 0.340 s s 9.62 9.62 10.77 10.77 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V11 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 yy G 12C-Osw 2A.2ov 0.091 0.340 w w 2.58 9.62 2.34 30.36 117 0 117 0 301 0 274 0 104 30 74 0 189 289 172 911 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 16A-30ad 0.340 0.032 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 0W fj 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 0 11 Do 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 143 143 130 202 127 127 115 179 F 2013•19t 0.050 1.41 0.71 1 1 2 1 0 0 0 0 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 77 388 Envelope loss/gain 793 756 593 1650 12 a) Infiltration 421 133 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 1 0 Subtotal (lines 6 to 13) 11214 889 794 1714 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1214 889 794 1714 Duct loads 46% 76/* 561 679 460/6 76"/e 3671 1308 r Total room load 1775 1568 1161 3023 Air required (c1m) 110 84 72 163 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 05 AIM - wrlghtsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-23 Page:12 IingtonCGRN%Loll49ThornbrookeDartingionCGRN.rup Calc . MJfi House faces: N j DEL-AIR a1 o • ai raalor o Right-J® Worksheet ahu 2 DEL -AIR HEATING 81 AIR AgNDITI% INN531CODISCOWAY. SANFORD. FL 3hone: 407-3 26 ax: 407-333-3853 Web: WWW DEL-AIR.COM Job: Lot149Thombrooke0adingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 35 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 20. 5 x 14.5 It 297. 3 02 1. 0 x 311.3 It 311. 3 W Ty Construction U•value Or HTM Area (ft2) Load Area (01 Load number Btuh/ItZ•P) at III or perimeter (It) letuh) I or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl 12C-0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 2A• 2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 I- fC 2A•2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 yl 13A-2ocs 0.201 no 0.00 0.00 0 0 0 0 0 0 0 0 G 10C-v 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 12C- 0sw 0.091 a 2.58 2.34 0 0 0 0 32 32 81 74 2A- 2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 0.00 0.00 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 2A- 2ov 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V+ l 12C-0Os 0.091 s 2.58 234 131 91 233 212 0 0 0 0 2A- 2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 l( 28-21v 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Dvd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 yI L-- G 12C- 0sw 2A- 2ov 13A- 2ocs 0. 091 0. 340 0201. w w w 2. 58 9. 62 0. 00 234 30. 36 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 0 2A• 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 w 0.00 0.00 0 0 0 0 0 0 0 0 R D 12C- 0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 DO 16CR- 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 42 0 297 0 297 0 2139 0 421 0 311 0 311 0 282 0 441 CF 20P-19t 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A4pl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 90 1 43 Envelope loss/gain 1362 1406 363 472 12 a) Inliflration 614 194 61 19 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) 1976 1601 424 491 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1976 1601 424 491 Duct bads 1 46% 76% 914 1222 469% 769/6 1 196 375 r Total room load 2889 VI 867 Air required (cfm) 179 IW 38 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t. - Fk wrightsoft' 2017-Mar-23 11:39:05 Xz Right-Suile® Universal 2017 17.0.16 RSU24011 Page 13 lingtonCGRN\ Lo1149ThornbrookeDarlingionCGRN.rup Cale = MJ8 House laces N 1 DEL -AIR Duct System Summary tI nN0 • m emmt n0 m 0 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 Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: LOt149ThombrookeDafll... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 It Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den h 2592 107 90 0.195 6.0 Ox 0 VIFx 27.8 95.0 st1 dining rm C 2666 57 127 0.196 6.0 Ox 0 VIFx 27.1 95.0 stl family rm h 5095 211 183 0.183 9.0 Ox 0 VIFx 36.2 95.0 stl kitchen C 3367 142 161 0.212 7.0 Ox0 VIFx 18.1 95.0 stl msir bth h 1429 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 msirrm h 5379 223 186 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we C 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 msir wic C 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry C 6 0 0 0.209 4.0 Ox0 VIFx 19.6 95.0 stl pwdr h 500 21 20 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO util C 873 20 42 0.191 4.0 Ox 0 VIFx 30.9 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st3 Peak AVF 282 217 0.148 517 10.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx 2017-Mar-2311:39:07 C wri htsottRight-Suite® Universal 2017 17.0.16 RSU24011 Page 1 IingtonCGRN\ Lot149ThornbrookeDarlingionCGRN.rup Cale = MJ8 House laces N 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 Ox0 840 840 0 0 0 0 Ox 0 VIFx hftSoft` 2017-Mar-2311:39:07 WTI 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 2 IingionCGRN\Lot 149Thombrooke0adinglonCGRN.rup Cale - MJS House faces: N DEL -AIR Duct System Summary tllr w *'m wwn8 roto ahu 2 DEL -AIR HEATING & AIR CONDITIONING S31 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lotl4gThornbrookeDarli... 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 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 c 901 41 48 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 776 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loll c 3023 72 163 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2958 183 145 0.270 8.0 Ox 0 VIFx 18.8 70.0 nn3 h 1775 110 84 0.206 6.0 Ox0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm4 c 2664 138 143 0.281 7.0 Ox0 VIFx 15.5 70.0 stairs c 867 38 47 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 270 0.202 611 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx Wr1 htsoft• 2017-Mar-2311:39:07 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 linglanCGRN%Lo1149ThombrookeDadingtonCGRN.cup Calc - M.18 House laces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot149ThombrookeDarlingtonCGRN 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 3/23/2017 10.57 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than 'default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 3/23/2017 10:56:40 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 149ThornbrookeDartingtonCGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE Leakage Characteristics CFM(50): FLOW: I 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 seated, 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: 01gHE Srgr W ` 3/23/2017 10:57 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole uilding Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 13 401.3 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 verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air 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. E3 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the healing load. E3 R403.2.2 Sealing (Mandatory)tJl ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/23/2017 10:57 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 17 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. E3 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 efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water healing systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a till angle between W 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. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved healing 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. 3/23/2017 10:57 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS • (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 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 bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. p 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. O 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 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O 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. 3/23/2017 10:57 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 CF ' rata9-FAR. r+ I 1 1 I LANK r-row-'r r-4- aT. KT. I auw Ii 1 1 tat Ta 16xl6 saavaa 1646 rag I I 42X42 A/C SLA$ 1er-e mar aw12x12 lw BY BLDR MIN ;4• 195 2' FROM WALL I ,mom I etaeoarrWa® z z-r 1 A/C PAD PAD 94 2.0 TON V/5KW 2240V 1PH 18x10plaplentformby bldr z-t scale 11/8'al'O' Transfer ducts/grllles sized In compllance with Florlda Residentlal Building Code - M1602.4 Balanced Return Air, exceptions 1-3. Builder must provide unrestricted 1 Inch undercut on doors to habltnble J. sk rooms. iaur- r FAMILY ROOM II I119' 12x12s\ D 2- 570RT VRIJW 185 W -A '• r-s• t 1 It01tr Ilr 125 CIAI I I lOx6w4 1 mIIMI I I WM e aye no N Tr as alT lwwe11U3- Ioazn auc-C to wall cap w/fan Nutone 696RN oo __ G- V1 FAW I ewom I I I ar ' T QQ 1 I 7' i 6' a _ 1 " 18'42' FOYER r etLLragFLAT aa; lOx6 c i+ r-r r-O FLAT CM KO memo ex sx r er wa cn ware waeo J+ameax Jweuoee f1g'IOf , a ITO Am. 3' bath duct to wall cap w/fan r--------- I I Oa1D rr 1 1 Inl 1 I l l l GARAIGE I g giall 11 V-0 PLT• W. U V1 Z4 I I I lit o emo I I 01119l valE w F*tmJunr FLMOMMM Zj- A910NJf / lli0 auc aauCO I Tan I if° e1 yr aJmJo rrrowLazo= Z N M Q Q Q Q Q 10 rB- rPLiT. Kr. I Gavarram J tan lummweJwe oar LU OD I Ln M Q r emct•aSam mmr eJar 541IM( n oeroraoc t TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 21' 1 3r SY VVBVDCMII CAIL- 01M Tb' 094 WNSN n511 V511 IvyOSH vt33sW n5N 3394 gsr usu 3<su as11 3<511 Z 6l' 594 osS11 854 SSW Tr ri l6 511 v136 94 u 511 36 SJ GG VW K65M 01"BJC6 FOR JV1 l V0A MW SM AV NSTAU.ATKN MAY VARY MR MMIFAMM APO S leMCATIR6. Z R3RTOFLOOR KMrORSMOFUIOWI UW (WU M-% CAffl (T• CK.OR FW CLAW FW au eetaTauesoFtaaE tr' elYl flT enf lew rerTaae • swmlaaalt MAIN 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. Z O HATCHING CZ Z Y o a O Q Z lq- o MAN FLOOR 14615F. UPPER FLOOR 11155F. O F--A r-4 Z J J Q/ O O U TOTAL LIVING 25825F. GARAGE 455$F. Q Q O LANAI 13; 5r, Q J IQ LL 32 Z O } PLAN OTES N tawJs w.r+ CO W > Z RAERIGHT - iQ m a O J O O Q X mcLJ(no0 WAe V CALL 1•3afaatCOTO am 9" LOF BEDROOM 3 ita•e .-W\-rg L Ar-oV e4•-4• nAT OG a•-W T Qa MAXi0x6 lwcd 165 10x6 lwcd757512rng85 g 10x6 lwcd I0x6 lwcd 6' A 6' nuECal aOM" CIA VUlmau Itlm 4' 25 ra2 8' TM w VA ra10. 6' I Iea w 1242 ra 12x42 rag g u as r — 6' aura V I I a 10A Iwcd I 4 r.0 6' 12x12 rag 6 lwcdIItII1j?4BEDROOM2BEDROOMJa6x16rag7• ate— a' - a' Z; 4.6 145 O8 1H3 Ir8®R00 4 14x8 lwcdt: 1 sa r-wnATQA maa r. m v.=7 `IIIIAC Cola loam,rmlwmxQMAC naia+ is 2.0 TON V/5KV 2240V IPH Transfer ducts/grilles sized In 18x1PPI.en m by z-e 3 w bath duct compliance with Florida Residential Building Code - M1602.4 Balanced bldr to roof Cap Return Air, exceptions 1-3. Builder scale -1/8'=110, must provide unrestricted 1 Inchw / f an undercut on doors to habitable Nutone 696RNBI rooms. aEAR GPB01r 1E V15 N OaSU01MIgaeR a!A'CaCOMQRtlL ooa a louao ltl1E naI a w®Ae os ra outs a aarAa eea ae IaTMt rra aaearANorewaneooaaauas a MNMN 6 )t WtE1a01E aE Ild®itmlt6 aE wmllv=aEemel-J ame Wr 1-aawlsaaLLaw MMo19amW NmFMlMAM 6 A A 80 aaEENai6E OM wagaaa at Iff ommm u mm o ae RO®NOIwMF=-%WW 1 0W= 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. N ZO m Q Q Q QQ D W Uj Lnm OJI CAM Z 0 TYPICAL WOOD FRAME WINDOW SCHEDULE W WINDOW WIDTHS # Z Y a m 1 24• '• 0 o YVIWDOW 61L1-01li5 ur IBmFG 1015KA 3A5F4 /ABF4 Q/ z 0 PQ r-1 z CD ICUJ Q Q Q J--`OLt- Rating o n m LU Z Z LU O J O O QQ m0-J(n00 4r w 116 RECORD COPY iA TAYLOa MORNSON 1 THORNBROOKE S.F. HOUSE TYPE: DARUNTON LOT 149 FIRST FLOOR A A V 30 WASTE LINE FROM ZND FLOOR TERMINATING TO THE 1ST FLOOR OSANFORCO) 7 v 3`. clu a A AV 1 M Pow ccic-r jqo,.+ t j r S TAYLOR MORRISON THORNBROOICE S.F. HOUSE TYPE: DARLINTON LOT 149 SECOND FWOR 3" WASTE LINE FROM ZND FLOOR TERMINATING TO THE 1ST FLOOR V L, Lv NJ 1- 5 DESCRIPTION AS FURNISHED: Lot 149, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONING 'rE ' : - RECORD COPY Ok to construct single family home with setbacks and impervious area shown on plan. NARCISSUS AVENUE (R/W VARIES) LOT 148 S 89058,38 " W 61.60' , 10' LANDSCAPE. WALL, Ilr AC • 19.44' FENCE EASEMENT A 6 S.JJ' — — — 19.44' 5.00' Lyh a i,l COVERED O; PAno PROPOSED RESIDENCE MODEL: DARLINGTON-C 2 CAR CARACE RIGHT 5.00' S?- o i ENTRY 8.7' c 1.J' 16' DRIVE 25.58' 27.73' 10' UTIL.— ESMT. I 21.63' LOT 149 LOT 150 CI 5.00' D=12°48 "32" R=100.00' L=22.36' C=22.31 " CB=S 83D37"06" E 230D N 89°58 38 " EJ s' coNc. WALK CURB AS SCALED RED ROSE LANE (NFRM0OFIE CIVIL Fl S 50' R/W) TRACT I UTILITY & ACCESS R/W QQ PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: PROPOSED DRAINAGE FLOW FRONT - 25' LOT GRADING TYPE A REAR - 15' PROPOSED F.F. PER PLANS - 25.1SIDE - 5.0' PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' PLOT PLAN ONLY* NOT A SURVEY) PR PO LVI 5,774 w.FT. LIVING- 1.467 SOFT. GARAGE 455 SOFT. ENTRY 71 SOFT. LANAI 139 SOFT. BREEZEWAY - N/A SQ.Fr. DRIVEWAY 423 SO.FT. A/ C PAD 18 SOFT. WALKWAY 67 SO.FT. IMPERVIOUS- 45.7 R 2, 639 SO'Fr. Soo Z I IM ce FT H/ W = 360 'OFT. APRON - 110 SOFT. SIDEWALK - 167 SOFT. SOD - Al So. FT 0 SED INFORMATION SHOWN rvTcn - O. 134 aw.r 1. BASED ON SUPPLIED PLAN DRIVEWAY - 533 SOFT. AND OR INSTRUCTIONS PER SIDEWALK - 234 SO.FT. CLI NT(NOT FIELD VERIFIED) Soo - 3,218 SOFT. CRUSEINML' YER—SCOTT do ASSOC., INC. — LAND SURVEYORS L=" D - LCGCNO P PLAT 5400 E. COLONIAL OR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 r rIELD PAL- TV. POINT ON uN[ tWtCAL NOTM, IP. IRON PIPE PR.C. POINT Or RCVERLC CIRIVATUK I. THE IMM TIFY DOESHEREBYCERTHATMIS SUARVEY PELTS THE SrANOWICE OS OF PRACISETFORMBYINC FLORIDA BOARD OF IF. Mail CONCRETE 104MCNTI.C.C. LAD, POHT OT COMPOYNDCURVATIRC RADIAL PROFESSOUL SUAWIURS AND YAPPERS IN CHAPTER 10-17 FLORIN ADMRIISIM17W COOS PURSUANT TO SECTION 471027. FI.OR/M STATUES SCT Lt. SC IR •/ Rll 4S9{ NON -RADIAL 2. UNLESS DWS5'ED WTH SURVEMS SCNATURE AND OMCKAL RAISED SEAL, TUBS SURVEY YAP OR COPIES ARE NOT VAUA RI:C. RLD WP DINT J. THIS SMR " WAS PREPARE) FROM TITLE 9/FORYAIION FURHISNED ID ME SURVEYOR. THERE YAY fE OTHER RESTWFIOMS PAJ. POINTRtca POINT Or OLx.OMINOCALL CAL CALCULWITNESATED CALCIMINED ORIFTS THAT AFO THIS PROPERTY IAC. POINT or CONIGICCNENi Rll KRMAKIIT RlFERCNCC HGNUNLNT UNDER 4• NO UNOfRCR0Ul10 WPROVEIIEM4HAVEBEDALOCATED UNLESS OTHERWISE SHOWN. E CENTERLOC F!. r1NIS1EO FLOOR ELEVATION A INS SVRWf V IS PROMM FOR THE SOLE SERVIT OF THOSE COMFIM 10 AND SHOULD NOT BE RCUM UPON BY ANY OTHER EMRIY. NLO MAIL L DISK RIONT4-VAT LK OK BUILDING SCTMCK LILACRIVDCNC1 01WENSIONS SHOWN FORTHELOrAWNOrIMPROVEMENTSHEREONSHOULDNOTREUSEDTORECOMSTRIICrBOUNMRYLIIx& CSNT. RJ. KARH0RK DAZE KARIHG 7. BEARD" ARE BASED ASSLIED MARE AND ON THE UNE SHOWN AS USE SEARDAC (DA) DMµDR NEAS AGC S 0"ATIOnIFSNOW. ARE BUSED ON N410W. GEODETIC a4nAt Or 1929. UNLESS OTHERWISE NOTED. MO.. UTILITY 9. CERMGTE Or MTTHORMUM No. 450& Qjr- CHAIN LINK FECC VOrc C/o P. C. VOOO FENCECONCRETEDLOCR POINT or CARVATURE SCALP I— 1' 20'-----4 1 DRAWN fr: ••• I• P.T. DEsc POINT Or TANGENCYOMPIPrION z CERnnED 8Y: SITE E- No. AARRCOI LENGTH PLOT PLAN 03-10-17 1158-17 C cCKLAHWO REVISED PLOT PLAN 05- 31-2017 cL CIMS KARIM NORM TWS BWLDING/PROPERTY DOES. NOT LIE NTTWN I- THE ESTABLISHED 100 YEAR FLOW PLANE AS PER 'FIRM' X W RAN EVER. R.L.4S.0 4714 ZONE k' MAP / 12117C 0055 F. RECORD COPY L 1z eel-iea. ese zvlces.,ne. 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 2585 SQFT 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 14T20 VA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP oiNc ISO AMP SERVICE 0 SPNf00 q _ I Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. W1 RECORD COPY MiTek® RE: TBO149 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610.4115 Customer Info: Taylor Morrison Project Name: TB0149 Model: Darlington C Lot/Block: 149 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 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 T10790265 1 CO 4/3/17 118 1 T10790282 I F16 4/3/17 12 I T107902661 CO2 14/3/17 119 1 T1 0790283 1 HR01 14/3/17 I 13 1 T107902671 F01 14/3/17 120 I T1 0790284 1 HR02 1 4/3/17 14 I T107902681 F02 14/3/17 121 1 T107902851 HR03 14/3/17 15 I T10790269 I F03 14/3/17 122 1 T107902861 HR04 14/3/17 I 6 IT10790270IF04 4/3/17 123 IT10790287IJ01 4/3/17 7 IT10790271IF05 4/3/17 124 IT10790288IJ02 4/3/17 18 I T10790272 I F06 14/3/17 125 I T10790289 I J03 14/3/17 1 19 I T10790273 I F07 14/3/17 126 I T10790290 I J04 14/3/17 10 IT10790274IF08 4/3/17 127 IT10790291IJ05 4/3/17 I 11 IT107902751F09 4/3/17 128 JT107902921J06 4/3/17 12 1 T1 07902761 F10 4/3/17 129 IT107902931J07 4/3/17 13 IT107902771FIl 4/3/17 130 IT10790294IJ08 4/3/17 114 I T10790278 I F12 14/3/17 131 I T10790295 I J09 14/3/17 1 15 IT10790279IF13 4/3/17 132 IT10790296IJ10 4/3/17 16 IT10790280IF14 4/3/17 133 IT10790297IJ11 4/3/17 17 IT10790281IF15 4/3/17 134 IT10790298IJ12 4/3/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. DING SANF0V-0 OFPAR` J 11111111, No 2CC O: TATE OF :W i 01; i;/ON A` S %% Wafter P. Rnn PE No.22839 MRek USA. Inc. R. Can 6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2017 Finn, Walter 1 of 2 RE: TBO149 - Site Information: Customer Info: Taylor Morrison Project Name: T130149 Model: Darlington C Lot/Block: 149 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name I Date 35 IT10790299IJ13 4/3/17 136 I T10790300 I J14 14/3/17 1 137 I T10790301 I J 15 14/3/17 1 138 I T10790302 I J16 14/3/17 1 139 I T10790303 I J 17 14/3/17 I 140 1 T10790304 I J 18 14/3/17 1 141 I T10790305 I J19 14/3/17 1 142 1 T107903061 R01 14/3/17 1 143 1 T107903071 R02 14/3/17 1 144 1 T1 0790308 1 R03 14/3/17 1 145 1 T107903091 R04 14/3/17 I 146 1 T107903101 R05 14/3/17 1 147 I T10790311 1 R06 14/3/17 1 48 T10790312 R07 4/3/17 149 T1 0790313 1 R08 14/3/17 1 150 1 T10790314 I R09 14/3/17 1 151 I T107903151 R 10 14/3/17 1 152 1 T107903161 R 11 14/3/17 1 153 I T1 0790317 1 R 12 14/3/17 154 1 T1 0790318 1 R 13 14/3/17 55 T1 07903191 R14 4/3/17 56 1 T10790320 1 R15 4/3/17 157 1 T10790321 I RF01 14/3/17 158 1 T1 0790322 1 RF02 14/3/17 1 159 I T107903231 V01 14/3/17 1 160 I T107903241 V02 14/3/17 1 161 I T107903251 V03 14/3/17 162 I T107903261 VO4 14/3/17 1 2of2 Job Truss Truss Type — ry pry Tt07902rS T80149 cot GABLE 1 1 33601001 Job Reference (optional) ounven rnuav—..—V.. rwn, —Y. rwr„w oaavv om 1 2 28 27 26 25 3 4 r......................,............. ......fry,.... ......... ... . 10217yact13(gi5yObDEG681u0U16-Xiy9hConilCyNC4pkOwrpcJLL 1 evPVinn9iKNIz1JPuO op Scale = 1:25.5 3X3 = 5 6 7 a 9 10 11 24 23 22 21 20 19 to 17 16 3x3 = 12 13 30 4T 29 15 14 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) -0.00 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 79lb FT =20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc pur ins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24. 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) • Max. Comp./Max. Ten. • All forces 250 (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 face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitabllity and use 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 design perarnetem and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MQ74TJ rev. 160=15 BEFORE USE Design valid for use only with Mllek® connectors. this design Is based only upon parameters shown. and Is for an Individual building component. not a htm systoin. Before use. Ito bulking deslgnot must verity Ino aprNlcalAily of design ixeanolois and Ixorxerly Incoilwrale this design Into the over.. building design. Bracing InclIcaled Is to rxovoni huckling of lydWLKd truss web aril/er chord marnbers only. Addllkxlal temporary and permanent Imocing M iTek' Is alw.ys teq ked lot stability and to rxovont collapse wilh rxmlble personal Iryuy and prolixity darnago. For genera guidance togcading the 6904 Parke East Blvd.fabrication afrl storage, delivery, erec.on d brocrl of tnases and system tnmsystesoeANSVMI OwIlly, Criteria, OSB-69 and SCSI Building Component Tampa. FL 33610 Safety InformationavellaolofromtramRateInsillute, 218 N. Leo Street. Suite 312. A1e¢a sift VA 22314. nsss 02 runs ype ty Tt07902" T80149 CJobfloorTruss1t73380t002 Job Reference (optional) oww•o ru•auu¢e. , uwpv, rwm wy. rwnuu .a.avvv g 1 2 3 4 I 18 17 10217yacf13rp15y0bDEG68uz0Uf6-OvWXuYpPU2Kp7Mf015S4MpsW6Qy68ywx?ffNkzUPuN 5 6 7 8 16 15 14 13 12 11 10 9 9-0-7 9.07 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 We rVa Scale = 1:17.0 4ap BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 45 lb FT = 201.F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-7. lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11. 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Off (0.131- X 3') nails. Slrongbacks 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! Q WARNING - Vefr/y design parartrofms and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE M0.7473 rev. 1002,2016 BEFORE USE. D09M vdld for use ONy N4h MllekO Cmr%DCIors. this design Is based only %)on pmamoters shown. and Is (of an Indlvkafal txtldlno cofnponenl. not a trfss system. 8efofo uso. tho IxgcfnV dosignoi must verify Iho c"AlcalAlry of design txxotnoton and poprly hcorlxrato this deslon Into the ovorall txddln0 doslen. Brachg Inr9Catecl b to btfclt11r10 of kxnvkkxA lnsss web and/or chord membets only. AcidIW cl tempxarycnd pofmanont txoshV MOW lxovontIs always requited tof stability and to ixevent eollcpw w9h possible pmonol hBay and porxfrty dana0e. Foe go wal guidance twjcz rvj the 6204 Parke Easl Blvd. fcdxtcalbixstwarlo. ddNory, woctlon and btactnp of truces and truss systomi seeANSI/1101I Quality CrIleda, OS8.69 and SCSI Building Component TorMa. FL 33610 SafelyIrdamallonavailablenwnteasPlatebutitute. 218 N. too Sttool. Suite 312. Alexandria, VA 22314. Job I rasa fuss ype ' ry Ply T10790267 T80149 11`01 FLOOR TRUSS 5 t1 733601003 Job Relerence(optrona0 Isuaaaw raStaource, tanpa, ram %,ay. t-rorrtta aaaeo 0. 1.8 Fi 2-" 3x4 = 2 ow • P. ,. .... mu as a,ouanma, nw:. ryn w ,..c...aa cv,. avo . ID: Zl7yacff3rgtSyObDEG6BuzOUf6-OvW XuYpPU2Kp?Mf015S4MpsNnOne85Bx?frtvkzUPuN 2- 3-8 36 = 3 4 5 2-" 01i s e A 1:26.0 3x3 = 30 = 6 7 8 I 18 4 17 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 3x4 = t 56E LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) -0.15 12.13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(rL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 82 lb Fr = 20OV, 11ISE 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 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 14=834/0-7-4.9=834/0-7-4 FORCES. ( lb) - Max. CompJMax. 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=0f2021, 10.11=0/1839, 9.10=0/1191 WEBS 2.14=•1390/0, 7.9=-139010. 7-10=0/539, 6-10=490/0, 6.11=01502. 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 3-1Off (0.131' X T) 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.' 0 WARNING • VOAry dedga paemetere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. I&INIMIS BEFORE USE. Design vcAa lot trio oNy With Mllok$ connoclas. ittls doslgn It Lxwd oNy upon paramolors shown, and b for an 6tdivldual b ulicli tg componwnt, not o buss system. Boloto use, tta Wicing dosldrar must vodty Oa ar4AccdAlry of do*pt patatnoters and property Yteapotale Mis dosign Into Iho overall btldng design. brocho Irtdicotod is to budding of Individual trust won and/a chord members only. AddllorxA temtwrary akl MffrK nent tracing M iTe k' Irovonl Salways required for slabmry and to prevent collapse with pasblo pefsorvA tMry erK1 properly domogo. for gerwral gukknee rogaiding Ow 6904 Parke East Blvd. k0ftotlon, staago. dollvery, eloctIon cW tracing of muses and trims syslerm, sooANSI/rP11 Cttdlty Criteria. OSS-69 *M SCSI Sullding Component Tarrpo. FL 33610 Safety InformationavcBctlWfromtrustRate "kne. 218 N. lee street. Suite 312. AlexancAct. VA 22314. Job ruse ruse ype ryply Tt0790268 T80140 F02 FLOOR TRUSS 4 1 733601o04 Jab Referenee(Optional au"Gers FQ6100urce, 1 arrpa, rram 1,ay, rp = idea. 0.1.8 Fi 2-6-0 1.3-0 16 Is 1.5x3 II 1.Sx3 = 1.Sx3 = 30 = 1 2 I D:217yactf3rgf5yObDEG68uzOUf6.OvW XuYpPU2Kp?MIOISS4MpsOGOoN8sGx?rrtvkzUPuN 1.11.12 3x3 = 1.Sx3 11 1 Sx3 11 3x3 = 3 4 5 6 2 8-0 OU8= d 1.26.3 1.5)0 11 3x4 = 1.54 = 7 a 30 = 3x3 = 3x3 = 3x3 = 3x3 = 3x6 = 17 49 15.2.12 LOADING (psi) SPACING- 2.0-0 CSI. OEFL. in (loc) I/dell L/d 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(rL) 0.04 9 n/a Na BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 82 lb FT = 200SF, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 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, f0.11=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 jolni(s) 9 considers parallel (o grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 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 (heir 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 - Ved/y daatpn pmnwtan and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 mv. 1003MIS BEFORE USE Design valid for use only wlnl MI lek®connoctors. lnls deslr3n b lwsod only upon ptrarnoters shown. andis for an Individual "ding component. not a truss syslorn. Before use. the lxJldlrlg designer must verify the oy7131k;ablilry of dosl jn lXxornelers and properly Incorporate IM design Into the ovorall Ixlding design. Brachg Indicated Is to rxovent Ixtcatrlg of Individual hues web and/or chord (nomi"s only. Add illoro1 lempxary and rmmanenl txacing M iTek' Is dways reclrhod to slatAlly and to povenl coljW6e wtih rXmffAo persorW Irary aald properly ca moot. For general guidance regdaatirtg the Ialmicallom stot000. delivery. etecllon and Ixaclrq of hU56as a W Inns sWterrm soeANSIMI I Quality Criteria, OSS49 and SCSI aulldlng Component 6904 Parka East Blvd. Safety Inlarnwitan available from halm Plato bistitule, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type 1 N ply T10790269FJbTBO149F03FlmTruss11tf" Relerence (optional) uuaaersFQOJ'MRce,tampe. YWntCRY. F1a11aa33 7.640sA4r1i2Oi6M11ea111a1R111-,i-.M— Ass Wi4;24;.MN1I NV61 ID217yact13rgl5yObDE06Buz0U16- U54v5up1 FMSgdW ECsozJv 1 PThg79tGT4EJCRRAzUPuM 0. 1.8 t I 1• 0 1 2- 6-0 1-11.12 2.6-0 rl - I1:26.3 1. 5x3 II 1. Sx3 = 1.5x3 II 1 Sx3 = 4x4 = 3x6 = 1.5x3 II I.Sx3 II 30 = 4x6 = 1.50 = 1 2 3 4 5 6 7 a 16 15 34 = 4x4 = 3x4 = 30 = 4x6 = 3x6 = LOADING ( pst) TCLL 40.0 TCOL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.98 BC 0.73 WB 0.59 Matrix) DEFL. In (loc) Well L/d Vert( LL) -0.25 10-11 >706 360 Vert( rL) -0.36 10-11 >495 240 Horz( TL) 0.04 9 n/a n/a PLATES GRIP MT20 244/190 Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (llat) TOP CHORD Structural wood sheathing directly applied or 4-5-7 oc pudins, 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. ( lb/size) 9=1201/0.3-8, 14=956/0.7.4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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— 181110 BOT CHORD 13-14=0/772, 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 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 • VeA1y design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1603MIS BEFORE USE Deslon, vaild for use orgy wllh IAIole® coruwclors. BYs design Is based aNy upon paratnelots shown. and Is lot an endtvkftKd building component. not a truss system. Bogota use. the building design must verity the ap4lkab11ty of dosigin lxnamelors orKI poporly tncotporalo ark closlgn into the overall building design. Bracing Indicated Is to pevenl buckling of IrWMaua l huts web and/oc child members orgy. Addillortrg lemporary, and rxxffK ent txacOV MiTe k' is always togwod far stability and to pevonl collapse with p ssBNe persorwl fnryuy and popery darnage. For Vomits guidance tagurdirro the falxicatlori slorcxp, delivery. eroclion and bgacliV of tnum and truss systerns. soeANSI/n4I Quality CdfwW, DSB-a9 mW BCSI Building Component 6904 Parks East Blvd Safety fMonnatlon available horn Ines Rate Instlluta. 218 N. goo Street. SUB 312. Aloxaritift VA 22314. Tanya, FL 33610 Job ruse Truss Type oty ply 113 T10790270 T80149 F04 FLOOR TRUSS 2 3601006 Job Reference (optional) cumem r.sracums, i anp., .... .sy. —.— — r......p, ,.'..,.. r,,,.. ,,,...' aX'.. ,,.... ,...., ry., .... ,-.V-.-.. L.... . -` d` . 10:217yacf13rg15y0b0EG68uz0U16-yHelJOggOgaXEgpJOOW UYRExkyEV4coLETzy_dzUPuL 0.1-8 F I 2-" 2-" 141.4 1-3-0— i 4 3 0 scale . u 19.9 1.5x3 II I,Sx3 = 1 5x3 = 3x3 = 1.Sx3 II 1.60 II 3X3 = 316 II 1 2 3 4 5 6 7 3x3 = 11-0.12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.63 VerI(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven(TL) 0.26 11.12 501 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Hor2(TL) 0.03 7 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=595/0.3-e, 12=595/0.7-4 FORCES. (lb) - Max. CompJMax. 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, 1 I%E Structural wood sheathing directly applied or 6.0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pi(chbreaks 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 0.5001n. 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.' WARNING - Vedilr design panmaran and READ NOTES ON THIS AND INCLUDED M17EX REFERANCE PAGE M67479 nv. IMN201S BEFORE USE Design valid for use only with Mllek®connoclors. Ms closlgn b based only upon patomelers shown. and h lar an kxftvIW rat IxAdhg comporont, not a husssystem. Boloro use. Ito bulalrtg dosignet must vetlly Ito appllcatAlly of dosign pwrometors and prorwriy hcototato Ihlt doslgn Into tto ovordl blBalrQ design. Macho uwicated Is to prevent brtcklhtg of Individual truss web and/or chord mamlxxs only. AddtkxxA tornrora y and rormarxsnt IxOCN M iTek' is always recplrod lot slablitly and to ptovenl collarrse with posse10 p oisonal Injury and property dalnclgo. For general GtJdcnce tcWcf1rtg he 6904 Parks East Blvd. fabrication, slotape. delivery, erectkrt and bracing of Irusses arVJ tans systems. seeANSI/rPl I Quality CdherW, OSS-69 and SCSI Building Component Tamps, FL 33610 SafetyInformationavdlcttxefrombussPlatoInstiMe. 218 N. too Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type oty ply no7ea271 T90149 Fos FLOOR TRUSS s 1FrbRiaofoe7rence optione owmwa ruataatrce, i angw, rwm wy, r,w.ua aaaoo 2 1 ID.Zl7yactl3rg15yO;DEG68uzOUt6-yHelJDggOgaXEgpOOW UYRExieEV fcoeETzy_dzUPUL 0•la F I i 2-6-0 1-10.12 —" 1.5x3 II 1,Sx3 = 1.5x3 = 3x3 = 1.5x3 II 1.5x3 II 3z3 = 1 2 3 4 5 e t t t r t LO 9 e 3x3 o,n = 3x3 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in hoc) Well 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 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 7 We We BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (IWSIze) 7=603/03.8, 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 3x6 = PLATES GRIP MT20 244/190 1 1:19.6 13 9 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design Pamneters and READ NOTES ON THIS AND INCLUDED M/IEK REFERANCE PAGE M67473 ray. 160MIS BEFORE USE Doslg1 valkl lot tao only with Mllek®connoclors. Ms doalgn Is irked only upon pxranolea shown. and Is for an Individual Wilding component, nol a truss system. Before uso. the "dN doslgna must verity the ar IcotAlry of design paarrletors owl Ixororly Incogpwato this design Into Ito overall tAAdng design. Bracing Indcalod Is to budding of individual miss web amd/a chord members orgy. Additional temporary and pormanenl lxacing MiTek' prevent Is always required for stability and to pxuvonl collapse wtlh posstAe personal *" and property damage. For general guidaleo regarding Ow 6904 Parke East Blvd. lasxk atbn, storage, dolNery, efeCllorl and tracing of teases and truss systems seoANSI/IW I Quality Criteria. OS649 and SCSI Building Component Tampa, FL 33610SafetyInformationOvollahAofromtrussPlatafru11Me. 218 N. Leo Sfroet. Suite 312. Alexa alft VA 22314. Job Truss rues ype ty T10790272 T80149 F06 FLOOR TRUSS 3 t 733601oft Job Reference (optional) oumem rasraource. r arrpa, rmnr may, ronaa . 99 0.1.8 Hl 26-0 26-0 iF1t -8 1-3-0 i 2-6-0 2-6-0 , ID:Zl7yacff3rgf5yObDEG6BuzOUf6.000g W ZrinziOsgOazD?n_SUg6epzLSzNhdhYW3zUPuK 3x3 = 3x3 = 30 = 40 = 3x6 FP = 2 3 4 5 6 7 a 9 li— 21— 2-6-0 1 SW t. 1:50.8 3x3 = 3x3 = 3x4 = 10 11 12 13 14 3115 26 25 24 23 22 21 20 19 to 17 16 3x3 = 3x3 = 30 = 3x6 = 3x6 FP = 3x3 = 3x3 = 3x3 = 3x4 = 30 = 4x4 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.19 25-26 >699 360 MT20 244/190 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 n/a We BCDL 5.0 Code FBC2014/iP12007 Matrix) Weight: 154 lb FT = 20%F, 11OSE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 2x4 SP No.l(flat) . end verticals. BOT CHORD 2x4 SP No.2(ffat) 'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 16-22: 20 SP No.I (flat) 6-0-0 oc bracing: 2425,23-24. WEBS 2x4 SP No.3(llal) REACTIONS. (lb/size) 16=94510-7.4. 23=1802/0.4-0, 26=498/0-7.4 Max Grav 16=963(LC 7), 23=1802(LC 1). 26=586(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-992/165, 3.4=-992/165, 4-5=-992/165, 5.6=0/1022, 6-7=0/1022, 7.8=-1498/0, 8.9=-1498/0, 9-10=-2306/0, 10.11=-2715/0, 11.12=-2715/0, 12-13=-2715/0, 13.14-1855/0 BOT CHORD 25-26=0/774, 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=0/734, 4.24=.444/0, 14-16— 1635/0, 14-17=01721, 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=-508/0, 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 pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 stiongbacks, 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 dedpn permeters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NO.7473 rev. IOC MIS BEFORE USE Design wrikt for use only vA1h Mllek® connoctors. TW design Is Lxssod orgy upon parornoters shown, and Is lot an 1nd1vkWI Lxdcling component, not a truss system. Before use. the bulfc&V doslgrwt must verity the aptlxk;(fiAlly of design posamoters and rxoMly Incorporate, this dw4n Into the ovorall ding design. Bracing Indicated Is to Ixtcaklg or IrxlNklucl truss web and/a chord members only. Admtlonal tom"my and Mfmc onl IxocVQ WOWrxovenl 6 c/wala toclrlted for stability easel to prevent edk]rXe vAlh possible personal k*.sry and property ekfrnago. For trenetcl g11da1ee regetrclrrg the 6904 Parke East Blvd. 1c3xbalbn storage, delivery. orecilon and lxackV of Irises aril truss systems seeANSI/IPI I Quality Criteria, OSS-89 anal SCSI Building Component Tampa. FL 33610safetyInformationavallofxefromtrussPlatekuOMe. 218 N. Lee Street. Suite 312. Aloxeaxtrim VA 22314. Job Truss Truss Type ty T107 3 T80149 F07 FLOOR TRUSS 2 f 73360t009 tJobReference (optional 0.1.8 Hi 26-0 26-0 i 1.5.88 ID:217yacff3rgf5yObDEG6BuzOUf6-QUCgWnzl2rlOsgOazO?n_SUrWenTLCtNtMhYV, 5zUPuK 6-02F- 21 —6-0 21---1 & 0— I 2-6-0 Scat 1.50d1 30 = 3x3 = 3x3 = 30 = 3x6 FP = 3x4 = 2 3 4 5 6 7 99 10 11 3x3 = 3x4 = 12 13 14 3115 30 Q T 29 26 25 24 23 2221 20 19 16 17 16 3x3 = 34 = 3x3 = 3x3 = 3x6 FP = 3x4 = 30 = 3x3 = 3x3 = 3x4 = 3x6 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.25 17-18 >784 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(fL) -0.38 17-18 >523 240 BCLL 0.0 Rep Stress Incr YES WS 0.46 Horz(TL) 0.05 16 n/a n/a BCDL so Code FBC2014/fPI2007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.0-0 oc bracing: 22.23,20-22. REACTIONS. (Ib/slze) 16=826/0.7.4, 22=1796/0-4-0, 26=623/0.7.4 Max Grav16=856(LC 7). 22=1796(LC 1), 26=680(LC 10) FORCES. (Ib) - 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, 10-1 1=-2105/0,11.12=-2105/0, 12-13=-2105/0, 13-14=-1606/O 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=-1083/0, 2-25=0/504, 6-22=-1343/0, 6-23=0/555, 5.23_ 539/0, 5-24=0/424, 14.16=-143310,14-17=0/601, 13.17=-515/0, 13.18=-39/276. 8-22=-1606/0. 8-20=0/717, 10-20=-743/0, 10.19=0/755, 11-19=409/0 NOTES- (6) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3)'Seml-rigid pilchbreaks 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. S(rongbacks 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- V4rlly deNpn parameters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE I1411-7473 tev. 800=15 BEFORE USE Dosign weld for use only vAth fAlek® connectors. n* de*p a bawd only upon poranetem shown. and Is to at inclAdual bolding component. not a truss syslom. Before uw. the 1xAdng deslgnot must vodty Ina aptAlcotAlty of doslgn r>ararnoters and rxopofly Incorpaoto this doslgn Into Ina ovotdl txAdrtg doslgn. (lrocho Indicated Is to Ixovent bucklktg of Irtdlvklttal truss wet> are/of cWcl members only. Addllonal tomporary aril permanent Ixocho MiTek' Is ahquys t(Kftlred for skdAny and to provenl colkgxe with posA*j petsonctl k*Ay and propody &.znago. For gonaal gtldcncd regardfrtg the fatxk:atlon slotogo. dollvory, eracllon cxxt txockq or lntsses and fnfss systomt scoANSI/TPI I Quality 011Ma, OSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Intotmatlan avcAcsblo from Inns Plate Institute. 218 N. Leo Skool. Suffe 312. Alexandfla. VA 22314. Tampa. FL 33610 Job TrUSS ruse ype ry TI07f10274 T80149 Foe Floor Truss 1 ip" 1 73360tOt0 Job Reference (optional) r. 0-1.8 H1 2-" 2I— 3-11 1 t 24 3x3 = 3x3 = 2 3 4 ID:217yacH3rgtSyObDEG68uzOU16-ugl2kvswYHgFU_znxx WOW 110027p411W wHR52VzUPuJ 1-3-0 1 it11-3F---I--0 1 1- t:sO.e 40 = 3x4 = 34 FP= 3x4 = 5 6 7 8 9 3x3 = 30 = 10 11 12 13 2914 28 qR 27 23 22 21 20 t9 l8 17 16 15 3x3 = 30 = 3x6 FP= 40 = 30 = 3x3 = 3x3 = 3x4 = 3x6 = 12-10.7 29.10-8 Plate Offsets (XY)-- 18:0-1.8,Edge), (22:0-1-8,Edge) LOADING (psf) SPACING- 2-0-0 CSI. 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 TCOL 10.0 Lumber DOL 1.00 BC 0.86 Ven(rL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WS 0.48 Horz(TL) 0.06 15 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 151Ib FT=20?bF,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except SOT CHORD 2x4 SP No.2(flal) 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. (lb/size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0.7.4 Max Grav l5=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - 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=0/1048, 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=0/1039, 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=-1022J0, 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=0l797, 9.19=-768/0, 13-16=0/637, 12-16=-575/0, 12.17=-30/428, 9-18-0l718, 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)'Seml-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 fastened to each truss with 3-1 Od (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 - Verfly design petetnsren and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE M67479 ray. IdWMI6 BEFORE USE Design valid for use only vAth Mlfek®connoclors. Inls cosign Is based only upon parcmelea shown, and a tot an Individual Ixlding cornponont, not a truss systern Before use. tho IxJkpng doslgrwt must verity the c44AicobBlty of design rxnainoters and Ixoporly Incorpotato #* design Into the overall b ld ing design. Bracing Indlcotodt Is to bucidtrp of WJMdual trusswob and/er chord members only. Addltlortrl temporaryand Ixnmdrlenl txo^_tr1g M iTek' pevent isalways rocRlrod foe sta fly and to prevent collapse wtrh possible porsorxl"and paperly dlranage. For general guidance togadtirlg tine labilcalkxL storage. delivery, erection and Ixacrtg of tnrssos and Inns sWfemz seeANSI/FPI I Quality Cltado, OSa-89 and BCSI Building Coffoonant 6904 Parka East Bbd. Safely IMormatlon atvalk"o from triers Plate hutlMo, 218 N Lee Street. Suiki 312, Alexandria, VA 22314. Tampa, FL 33610 Job fuss fuss ype I: ty T10790275 T80149 FOB Truss t 1 733601011 Job Reference (optional) H 26-0 1 2-" 1-6-11 : 1-30 2-" -if 2-" 3X3 = 3x3 = 3x4 = 4x6 = 3x6 FP= 2 3 4 5 6 7 6 9 I.- ID:ZI7yacff3rg15y0b0EG'w68uz0U16-Ms30xFsY5by657Yz5e 1tf3tZBNA03p59g9xAeayz-UPuI 2-- 1. 2-6-0 I z--° Stal 1:50.6 3x3 = 3x3 = 30 = 10 11 12 13 14 3115 30 4 R 28 26 25 24 23 22 21 20 19 is 17 16 3x3 = 3x3 = 3x4 = 36 = 3x6 FP= 34 = 34 = 3x3 = 30 = 3x4 = 4x4 = 10-10-7 29-10-e Plate Offsets (XY)-- 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 TO 0.ee Vert(LL) -0.22 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(rL) -0.33 25-26 >384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.2(flal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid telling directly applied or 2.2.0 oc bracing. REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0.5.11, 26=434/0.7.4 Max Grav16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. CompJMax. 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=-2698/0, 12.13=-2698/0, 13-14=-1851/0 BOT CHORD 25.26— 57l710, 24-25=-305/859, 23-24=-612/563, 22-23=0/728, 21-22=0/728, 20.21=0/1854, 19-20=0/2509, 18-19=0/2698, 17.ie=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=V765, 4-24=-456/0, 14.16=-1632/0, 7.23— 1897/0, 14.17=0l720, 13-17=-660/0, 13.ie=0/621, 7.21=0/956, 9-21= 908/0, 9-20=0/562, 10-20=-552/0, 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 3-10d (0.131' X X) nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Verify deerpn pammefers end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 rov. I"IMIS BEFORE USE DeslWt vdkl fa use only Win Wlek® connectors. this design Is based only upon parametots shown, and Is fa an Individual building componont, not a truss system. Wrote use. Itw building designer must verity the c"AlcatAl,y or design patcsted pr torsandIncort"ato lhfs design Into the ovoid) tAAdkng design Ifractng IndlLaled Is to prevent buckling of Individual truss web and/or chord mernbors only. Additional lempolary and porrnanent wockng MOW Is always retlt6red too stalxflty and to fxovent cdfapso vAlh pos*Ae personal k*ffy and rxoPorty dcanago. for general gukl nco regarding the fdxk: alkm, stotoge. dollveM erection and bracing of trusses and truss systems. seeANSI/rPl I Quality Criteria. DSB-89 and SCSI Sullding Component 6904 Parke East Blvd. Safety IMamatlon available from trim hale Insrifute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Toorpa. FL 33610 Job ruse fuss ype ry pry Tt0790276 T80149 Ft0 loot Truss t 1 7336010t2 Job Reference (opti. nument "atbource. Tampa, ram t,ny, rrorwa s=oa 0.1-8 H 26-0 1.3-0, 2-0 11 1 2.6-0 3x3 = 3x3 = 4x6 = 2 3 4 5 6 1 r.o+v a nPr fro w, o mi i as mausu,es. ma mom r w i+:c+:++ cv i r • i ID:217yacft3rgIsy0bDEG68uz0Uf6•g3to9btA4u4zjH791MYUc46LVrpFYXW(: b;, 7 zUPuH Scalek 1:50.7 3x4 = 3x4 = 3x6 FP= 36 = 3x3 = 40 = 7 a 9 10 11 12 13 14 3215 27 26 25 24 23 22 21 20 19 to 17 16 3x3 = 3x3 = 4x6 = 4x4 =3x6 FP= 3x4 = 3x3 = 3x3 = 40 = 3x6 = 30 = 8-10.7 29.10-8 a_,n_7 0, 1L, Plate Offsets (XY)-- 120:0-1-8.EdAel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(rL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 155 lb FT = 20%F, 1141,E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1.8: 2x4 SP No. I(flat) end verticals. SOT CHORD 2x4 SP No.2(flat) 'Except' BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing, Except: 16-22: 2x4 SP No. I(flat) 6-0-0 oc bracing: 26.27,25-26,24-25. WEBS 2x4 SP No.3(flal) REACTIONS. (lb/size) 16=1079/0-7-4, 24=1847/0.5-11, 27=319/0.7.4 Max Uplift27=-38(LC 4) Max Grav 16=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— 3500/0, 11-12=-3500/0, 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--W702, 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 othenMse Indicated. 3) Provide mechanical connection (by others) of truss 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.' A WARNING . VeAry dedon patanrerere and READ NOTES ON THIS AND INCLUDEO MREK REFERANCE PAGE MO-7473 rev. 1M&W IS BEFORE USE DesIgn wild for ttse only with MI Iel9 connectors Rls desIM is based only upon paamofen sftown. and Is fa an M Mdual tAddho component, not a Ituss system. Below use, the buDdIn g dcslDnor must vodty the ap plIcablilty of desltyt paranotors and rxoperly trrcortotato iftht dcslgn Into the ovoill txt c&V design. Biting Indicated Is to rxuvont bucIdI g of In lNklual Inca web and/oc chord mernbots only. Additional temporaryand pewwNwril txactrg M iTek' is always rocood far slctAly and to Ixevent etxlapxse wtlh poss9xo persond " and rxop eny danage. Fa genctal GJdcnco regaidIrV the 6904 Parke East Blvd. Klxlcatbrtslotcgo, dolNery, aoctlon and Ixacktp of tames and tam systems. soeANSI/IPI I Quality Cdfedo. DSS-89 and SCSI Sullding Component Tampa. FL 33610 SafelyInformationawlk"o from truss Plate Institute. 218 N. too Street. Suite 312. Alexandria. VA 22314. Job I fuss Truss TWO ry T10790277 T80149 F11 Flow Twas t t 733601013 Job Reference (optional) y. Hi 2.6.0 t I 1 t 26 3x3 = 3x3 = 30 = 2 3 4 E'G-6...'.........._.......,.................".... r. __ __.. . _e_ . I0:217yac113rgi5y0bDEG68uz0U18•g3to9btA4 u4zjH 79iMYUC460RrsOYcvpODw pC,.7p- 0zU PuH 2 i~4 1~-0 aA'. Seal 1:50.9 3x3 = 3x3 = 3x6 FP= 30 = 3x3 = 5 6 7 a 9 10 11 12 13 14 3115 25 24 23 22 21 20 19 is 17 16 3x6 = 3x3 = 3x6 FP = 3x6 = 3x4 = 3x3 = 3x3 = 3x3 = 6- 0-7 17-4-12 29.10 B 30 29 Plate Offsets MY)- 18:0-1.8.Edgel LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Ven(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(rL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 16 We rVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Welght: 152 lb FT = 20416F, 11416E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except SOT CHORD 2x4 SP N0.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except Qt=length) 23=0.5.11, 19=0-5-11. Ib) - Max Grav All reactions 250 lb or less at Joints) except 16=652(LC 13), 23=992(LC 15). 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 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=-671/0, 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=0/679 WEBS 4-23=-281/0, 10-19=-282/0, 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=-111610, 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 1.50 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 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. - WARNING - Vedly detfpn poamefen and READ NOTES ON THIS AND INCLUDED U EK REFERANCE PAGE NIF7472 rev. 1 02WIS BEFORE USE Design vaild foF use only with Mllek®connoclom Ills design Is hosed only upon Wsometers Ytovm. and is fa an Individual IxAdl ng component, not a Mm system. Before tow. the txMdtlrtg design must vedfy the appllcolAlly of design paanelers and Ixopotly I ncogtoralo sink design Into the ovoratl ding design. Bracing Indicated Is to txscaing of frtutiauaa toss web and/ot chard members only. Additional lempaary and permanent Ixaci ng M iTek' Ixovonl Is always tec"ad tot staf10&y and to Ixevenl colldpw wllh possible petsoncl"and proreny dlanage. For gonorc/ guidance regarding Its kdxlcatktn slaage. dteltvery, etecllon and txacfrlg of tomes and tam systems saeANSIfFP1l Quality Cdtedo. OSB-89 and &CSI Building Component 6904 Plake East Blvd. safety information available, from Inns Plato frxtttule. 218 N. too Street. SIlto 312. Aloxaxlda. VA 22314. Tampa. FL 33610 Job runs TrUSS Type 0ry Ply T1079MB IIi0149 F12 Floc Truss 1 tF ence (optional) Burldefs FustSource, Tampa, Plard City, FWida 33566 t -9.12 1 1.Sx3 II 6 2 3x3 = r ti4us Apr 1vLuto Mrrax nlausures. mc. Man Apr W 14 24 is 20i r" 1 ID:217yaclf3rg15yObDEG68uz0Uf6-IF RBMxuogCCgLRiMC341811Y9FH E H5Tzcf flfgzU PuG 3 1.5x3 II Scale . 1:10 0 3x3 = 3x3 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Ven(LL) 0.00 5 " * 360 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Ven(rL) 0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 5=523/Mechanical, 4=66504-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) 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, I I%E Structural wood sheathing directly applied or 3.10.8 oc puffins, 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): 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 3-1Od (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=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 4-5=-10, 1-6=-100, 3.6— 353 Q WARNING - Vertty destyn perimeters and READ NOTES ON THIS AND INCLUDED AfrrEK REFERANCE PAGE M&7473 rev. I&V& 0IS BEFORE USE. Design valid for use only vAth Mlfek® connectors Ills closlgn b txsed oNy ulxxl pcxcwneters stlovm. aW b r(xa kxflA AKA txsldklg cofnl)o end. not a truss system. Before tso. the Ixtllding designer must verify Ite W XAlcolAlty of design Imror notots and prolxsrly Incotrxxcdo thb daslgn Into Irw overall IxOdIn, g doslgn. Brochg UWicofed b to txs MkV of hdlvklrsel hue web aW/or ailed momtxxs ofly. Addtlorwl fornWay c d Ixxmaent txa UV MiTek' rxoventIs always tocRLed foe stob6lty and to pravent collcpse with posM4e personal h%.sry OW properly damage. For general gultdamce rrsgadrsg Itw 6904 Parke East Blvd. fabrkalktn, storage, delivery, erection and txctchlg of Misses and truss systems, soeANSI/rpl I Quality Criteria, OSS-89 and /CSI Building Component Tampa. FL 33610 SafetyIMannallonavalk"o from Ines Plato hsOMe. 218 N. too Street, Stlto 312. Alexandriaa, VA 22314. Job cuss TnISS Type oty ply T707W279 T80140 F 13 Flow Truss 1 11 nce optional) _ Sudden FkstSaurce. Tampa. Plow City. Flonds 33566 1.10-e 1 t.5x3 II 2 3x3 = 7.640111 Apr IV 2016 Mlrex 010ustrres, Inc. M011 Apr W 14 24AS 2011 rope I ID 217yacf MgtSyObDEG6Buz0Uf6-IFRBMxuogCCgLRiMC34(811YY F IyH4 azoFflf qzU PuG 3 1.5x3 II 3x3 = 3x3 = Scale. 1:10.0 4-0.0 4-" LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Ven(LL) 0.00 5 " * 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 V@rt(TL) -0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(rL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 22 lb FT = 2045F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.t (flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 4=648/Mechanical, 5=863/0.7.6 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 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)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3") nalls. 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) Van: 4-5=-10, 1-6=-449, 3-6=-100 Q WARNING - Vedly daalpn perametera and READ NOTES ON THIS AND 09CLUDEO M/TEK REFERANCE PAGE U94473 rov. fallUMIS BEFORE USE Design valld for use only vAlh Mltek® connoclors. this design Is based only upon Iotamoters shown. and IS tot an lndlvkW txAdbtg component. not a truss system. Before Lisa. the lxdc&V doslgnef must vegl ltythepAkalAlty of design Mometets aril Ixopely klcerotato Ihls deslon kilo the ovetall txddbtg design. Bracklg kdicated Is to Ixtddbtp of kdlvldual truss web and/or chord membets only Additional lemrorary aril permanent txadrtg M iTek' preventIs ( Aways reclrlrod tot statAlly aril to pxevonl edla. rm wllh posslblo personal Injury end rxorwdy darnago. for general gut hale togordktg eta 6904 Parks East Blvd. ratxk:alloix storage. dolivery, orecllon exl txocklg of kisses and rnm systems MANSI/rPl l Quality Criteria, 0511.69 and SCSI Building Component Tempo, FL 33610 SafelyINormatlonavalic"o from trim Plato batkuto. 216 N Lao Street. Srlte 312. Alexandda. VA 22314. Job ruse Trun Type ty T107BOQB0 T90149 F 14 Floor TPA$ 1 1F 01eference options ID:217yacff3rgf5yObDE66Buz0Uf6-nR?22HvObWLhybHYmnbyhVBp fY20Uo6rvPJBGzUPuF 0.1.8 Fi 2.6-0 1-3-0 I.Sx3 II 1 bx3 = 1Sx3 = 30 = 3x3 = 1.Sx3 II t.Sx3 II 3x3 = 3x3 = 06 II 1 2 3 4 5 6 7 a 9 3x4 = 3x3 = 3x3 = 3x3 = 3x3 = 04 = 1.Sx3 II 4 1:26.2 2 ap LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 V@n(LL) 0.09 14-15 >999 360 MT20 2441190 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 WS 0.42 Horz(rL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014frPI2007 Matrix) Weight: 81 lb FT = 20%F, 1 I%E 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 venlcals. WEBS 2x4 SP No.3(flat) 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. (Ib) - 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 floor live loads have been considered for this design. 2) "Semi -rigid pltchbreaks 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 0.5001n. 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 WARNING. Vorfly dat/gn perametere and READ NOTES oN TN/S AND INCLUDED MREK REFERANCE PAGE U1167479 rev. IaWMIS BEFORE USE Design volts lot use only Win Mllek® connectors. this design Is based only ulna parameters shown. and Is for rn kxllv"jd btrldIna component not wtotrusssyslotn. Before r. Its lxdldlnp deslgret must verity the c"AlcolAlry of design pacfrril nolotsaIxopoilyIneoq)orale this design Into the OZ. ag IxEdingdesign. 1lrocfrlg indicated is to Ixovent IxscldU1g of U1dNldud buss web c n,d/a chord momtxxs only. Additional lernMary and permanent txacing MiTek' is always toclLbod for sks36tty are to Ixovent collapse with Iwsstlo pororel Ir*zy aril propony darncsge. For gonetal gLild nco roWdUry Ile totx1collom slotceo, delivery, election and tx<IcUV of tames andl lass systems soeANSI/IPI I Quality Criteria, DS111-89 arid BCSI SulWing Component 6904 Parke East Blvd. Safety Information avoAedAo from Ins Peale Institute. 218 N. Lee Street, Stdte 312, Alexandria. VA 22314. Tampa. FL 33610 Job I russ ruse I ype Qty ply Tt0790281 T60149 FIS j,-IoorTPA* 1 1 733601017 Job Reference (optional) ae00ers r-.MJ ce. lertgle, Hate Vey. riwem oiaeo 0.1.8 HI26-0 6 113-0 ID:Z17yacfl3rgf5yObDEG6BuzOU16-nR7ZZHvObWLhybHYmnWhVB. TgOPS6rvPJBGzUPuF 26.0 1-9-4 26-0 1a 1:32.5 I.Sx3 II 1.50 = 4x6 = 1.50 11 1.Sx3 = 4x6 = 36 FP = 1.50 11 1.Sx3 II 3x3 = 40 = 5x6 = 1.Sx3 = I 2 3 4 5 6 7 a 9 10 I saw q 411111INjI j `. r.O. w — VV I 18j 17 16 15 14 13 12 `I1' 3x6 = 40 = 4x4 = 3x3 = 3x8 MT20HS FP = 5x6 = 06 = 3x3 = 18.9.4 Plate OfIsets (XY)-- 111:Edcle.0-1.81. 116:0-1-8.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Ven(LL) 0.35 14-15 626 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(rL) 0.54 14-15 412 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 11 rVa We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 100Ib Fr =20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP SS(flat) *Except' TOP CHORD 1-3: 20 SP No.2(flat) BOT CHORD 2x4 SP SS(flat) 'Except' BOT CHORD 11.13: 2x4 SP No. I(flat) WEBS 2x4 SP No.3(flat) 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 purlins, 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 lastened to each truss with 3-1 Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection deAce(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on lop chord. The deslgrVselectlon 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 (8). 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 (Ib) Van: 8=-648(F) Q WARNING - Verify dedyn parameters and READ NOTES ON THIS AND NCLUDED MITEK REFERANCE PAGE M067473 rev. 10030016 BEFORE USE Design valid lot use only with MltoM connectors. llnb deslgn Is Lwsod only upon txframoters shown. and h let on Individual but"ng component. not a truss sysiorn. Before uso. the lxltdrnp doslanor roust vodty Itw cippl olAlry of dosigrn Ixnarnewis aldl txoperly Incotpotato this dosdgn Into the ovoid, bxlalng doslan. Bracing Indicated Is to IxucIdN of IrxlMlclual tom wob ordJ/ot chord members only. Addikxdd temporary and permononl Ixacing MiTek' Ixevont b atways tocRLed la slabelly arVJ to povenl eallcgm whh posdAe p utsordd Ynlrrry cirvJ rxopeny ckonage. Fat gonoid guicknee tegaralng tlw 6904 Parka East Blvd. kdXWjIlon. storago, dolivoty, woction and lxacfrng of musses and truss systems sooANSI/rPI I QuaBN Criteria, OSS-69 and SCSI Building Component Taapa. FL 33610SafelyIntonnallonava0dolefromtrimPtatotmilMo. 218 N. lee Shoot, Selte 312. Aloxanada. VA 22314. Job ruS truss type - ry IoNeterence T107S0282 780149 F16 FloorTru" 1 3101E optional) ounwirm ru"raoarn:e, 1 arryo, from may, r-mm s oo 2 1 0.1.6 H 1.Sx3 II 1.5x3 = 1.5x3 = 3x3 = t.Sx3 II 1 2 3 I."1V a MPr r• ZV r" Nat"" rnaa"irr"". rnG. N MPr W 11:11:1I ""I'll" tall" 1ID:217yacff3rgf5yObDEG6BuzOUf6-Fe2xndv3MpTXalrkKU6BDikxo3xpl oF428s1)zUPuE 1 Scale. 1:18.2 1.Sx3 II 3x3 = I.Sx3 II 4 5 6 6• LO Q. S 8 3x3 1.n — M 3x3 = 10-6-14 10.6.14 LOADING (pst) SPACING- 2-0-0 CSI. OEFL. in Ioc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.08 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) -0.11 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(rL) 0.01 7 rVa We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 55lb FT = 20%F, 11- E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 20 SP No.3(fial) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=568/O.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=-922/O BOT CHORD 9.10=0/736, 8.9=0/922, 7.8=0/736 WEBS 2-10=-859/0, 5-7=-859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1 Od (0.131" X 3') nalls. 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.' 0 WARNING - Verily design froarr ren; end READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGE MA7473 mv. I"VAIS BEFORE USE. Doslgn valkl for ttso only vAth Milek®conrleclom. Inls doslgn h Lxlsocl only upon parat»otors shown. and b for an kWMdual 1xtldktg component, not a puss system. Before use. ttw txlydng doslgrlor must vodfy the afxlllcabllty of design patornotom orkl polxsdy Incotpototo thisdesign Into tho overall txAdng doslon. (Racing thtfiCated Is to povonl txlcatrtg of IndNklud tnm web and/or chord membxxs only. Adclllonat temporary and Mmarwnt txackV WOW Is always tec"ed kx skfillly arW to prevent collorm with possblo persortc4 ldj+y arvJ poperty cl inage. For general gukknce regardktp Rw fotxlcatbn, slorago. delivery, ("action arkl txocing of rntsses and Inns systems seeANSI/FPI I Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety INonnallon avalic"o from Irrsss Plate institute. 218 N. Lee Strool. Sulto 312. AlexonWa, VA 22314. Tempo, FL 33610 Job T russ I ruse I We ty Tt07a0263 T80149 HROt Diagonal Hip Girder tPly tF133101aeference(optional) t7UNa&6 ""&SOUK&, I&riga. rent G11y, I-wm 33b66 r "U & npr trot ,Wr w r,.z,:, r - aye i 10:Zl7yactf3rgf SyObDEG6BuzOU16-FeZxndv3MpTXalrkKU6BDikwn3r7178F4ZS$IjzU Pu E 1.5-0 7.1-5 /9.5 1-5.0 7.1.5 Scale - 1:21.0 2x4 11 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.15 5-8 771 240 TCOL 10.0 Lumber DOL 1.25 BC 0.78 Ven(rL) 0.48 5-8 243 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.16 Horz(rL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=421/0.10.15, 5=592/Mechanical Max Horz2=143(LC 4) Max Uplift2=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1075/29, 2.3- 653/225 BOT CHORD 2.5=-311/612 WEBS 3-5=-6621387 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 5-3-13 oc punins, 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=25I(; Cat. 11; 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.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 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6) "Seml-rigid pltchbreaks 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 (8). 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) Van: 1.2- 60 Trapezoidal Loads (pit) Vert: 2=40(F=30, B=30}to-9=35(F=27, B=27), 9=-S(F=27, B=27)-to-4=-147(F- 43, B=-43), 6=0(F=10, B=10)-to-5=-49(F=-14, 8=-14) WARNWG • V&rtry d&dyn pan mar&n and READ NOTES ON DO AND &CGUDED MIrEK REFERANCE PAGE M67473 rev. MUIMOt 6 BEFORE USE Design vdkl for use only wltn MIIeW connoclors. this design is based only upon paramolors shown. and Is Not an indlNdrm bolding component, nol wtatrusssystorn. Woo use. lite building designot must vedly the aWfcoblity of design Ixxanotets and rmnl ony Inearxxalo this design Into the overall building design. Brocing Wicotoa Is to buckling of IrWNklual truss web anti/or chord members only. Adtlllonal totnMM and permanent bracing M!Tek' txovenl Is always teclutted lot stability and to prevent collapse wllh possble petsorVl tryray and property darnago. Fot general gJcknce regarding the 6904 Pork& East Blvd. tal ricallom slortrgo, delivery, erection rind bracing or musses and Inns systems. sacANSI/IN I Quality Criteria, DSB-69 and SCSI BuIldung Component Tampa. Fl. 33610SafelyInformationavcnabxehorntransPlateInstitute, 218 N. boo Street. Stlto 312. Alexandria. VA 22314. Job truss TrussType oty ply T707902& FrbRl:f2erence T80119 HR02 OWWWI HO Glider 1 optional) uulaasrxasoffrce. rempa, namcrry.rorwa uaoo ID:217yaclf3rgf5yOb0EG68uz0Uf6•FeZxndv3MpTxalrkK668011at31slteF4l6sjlzUPuE 1• S-0 6.11.6 1. 5-0 6.11.6 30 11 2x4 = 2x4 II LOADING ( pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 TCDL 10.0 Lumber DOL 1.25 BC 0.67 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) OEFL, in (loc) I/dell Ud Ven( LL) -0.06 2.4 >999 240 Ven( rL) -0.15 2-4 >513 180 Horz( rL) 0.00 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/slze) 4=293/Mechanical, 2=264/0-11.5 Max Horz2=120(LC 4) Max Uplift4=-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 pudlns, except end venicals. 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=4.2psf; BCDL=6.Opsf: h=25ft: Cat. II; Exp B; Encl., GCpi=0.16; 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 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) lot 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 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 I 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: 1.5=-60 Trapezoidal Loads (plf) Vert: 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) O INARNVO • VM/y dedyn pnaffroron and READ NOTES ON THIS AND WCLUDEO Mr7EK REFERANCE PAGE MD-7473 rev. r462MIS BEFORE USE. Doslgt vaad for use only vAlh Mllek®connoclors. lids design 6 based only upon parameters shown. and Is for at UWh4dtKl txaldlrtg comtrrnenl. not a kuss systorn. Wrote use. lho1H1lding dostgnor must verlty ltno cgAAicobllty of dfeslgn Iwrornetofs arxt txol)erly Ytcofpaato thisdesign Into Ihoovorclt building ng design. ®acing UWlcotedIs to lxovent buckling or UYJN AKd Mass web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to provrni eollopso wllh possible personal W#sy and properly dornage. For gonerdl guidance regarding the labrlcotbn storage. Wlvery, erection and bxochtg of tNssos and Inrss systems soeANSVIPI I Quality Criteria. 058-69 and BCSI Building Component 6904 Pafke East Blvd. sciroty Intormation available ran Inns Plate UnsIIMe, 216 N. too Street. Site 312, AloxaldrtL VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty ply T107eo295 T80149 HA03 DIAGONAL HIP GIRDER 5 1 733601021 Job Reference (optional tsutldars FxalSOurce. f arrpa, rrant #. fy, ranan jjmb r-. W... c... mu.w n.vaao.e.. 1- .. W. w .+.c+... - guy. 10:217yacf f3rgf5yOb0EG68uzOU 16-jq 7J_zwh77bOCvOxuBdOmwHSeSAaUSzPI0uPG9zUPu0 1.5-0 6.2.1 1 9.9.5 1.5-0 6.2.11 3-6-10 Scale . 1:23.1 2x4 11 3x6 e-e-s LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) 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 W B 0.19 Horz(rL) 0.01 5 n/a We BCDL 10.0 Code FBC2014lrP12007 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 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/slze) 2=427/0-5-5, 5=600/Mechanical Max Horz2=217(LC 4) Max Uplift2- 111(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 SOT CHORD 2.5=-293/489 WEBS 3-5=-530/351 NOTES- (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=6.Opsf: h=2511: 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 beaffng plate capable of withstanding 111 lb uplift at joint 2 and 253lb 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)-to-5=-49(F= 14, B=-14) Q WARNING • Vedly dedon paramotan and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N9.74'73 mv. IAA MIS BEFORE USE Design valkf for use arty with fAlak19 connectors. R* d eslgn Is besod only upon Ixttcm eters shown, and h la an in dMQkI Ixddkng component, rat a buss system. Selao tao. the txAdling deslgror must verity the apdk abllry of design lxaarnotats and properly Incopolato Ihls design Info Iho ovotall txBdhg design. lkocing uwlcatald Is to budding of IndNldual Russ web and/ot chord memtx)ts orty. Additional temporary and WffKff txnf txoclrtg MiTek' prevent Is always featthod for slutAlty and to rxevenl collapse with poaslAe personal kriuy and rxotxnty ckxnago. Fof general gulcW rco togrnding the kttxkatkn. sfotago. dolNery. oroctlon and txaekg of taraas and truss systems. sooAN51/IPI I Qualily Criteria. OSS-89 and SCSI Building Component 6904 Parka East Blvd. Safety INormallan avalla tAe Rom ku ss Plate Ins9Me. 218 N. Loa Street. Sidle 312. AloxmdAa. VA 22314. Tampa. FL 33610 T80149 1 HR04 I Diagonal Hip Girder 3x6 = 6.1-11 9.8-4 6.1.11 3.6.9 9-8-4 9 e-4 2x4 II Scale . 1:23.1 Plate Offsets MY)-- 11:0.0-S.Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.16 4-7 724 240 MT2O 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.61 Ven(TL) 0.48 4.7 239 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.01 1 n/a rVa BCDL 10.0 Code FBC2014/fPI20O7 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=317/0-4-4, 4=594/Mechanical Max Horz 1=181(LC 4) Max Upliftl=-31(LC 4), 4=-246(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-531/138 BOT CHORD 1.4=483/485 WEBS 2.4_ 526/339 Structural wood sheathing directly applied or 5-8-3 oc pudins, 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: 13CDL=6.Opsf; h=25ft: 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 2O.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-rigld 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 (8). 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Trapezoidal Loads (pit) Vert: 1=3(F=31, 6=31)-to-3_ 145(F= 43, B=-43), 5=O(F=10, B=10)-to-4= 48(F- 14, B=-14) Q WARNING - Verily dearyn Paturrtetem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UH-7473 rev. 1003,2O1S BEFORE USE Design will rot use only W ih Mliek®connoctors. 1nls deKIWI is Lxnod only upon t>Qameters shown, and Is for an indMCAK6 txAtling component, no a truss system. Before use. the building designer must verify the oWicablilty of design Ixoarnotois and Ixo0 ody klcotpototo rids design Into the overall Hiding design. Bracing kldlcated is to prevent buckling of k1dMdltm Muss web and/or chord mombets only. Adds lor" Iomporary and Ixrtmanenl txocklg MiTek' Is always regaled foe skb9lty cud to rrevenl collapse with posstAo p oisord lytrry curl ptopoay darnage. For general gukWlce toomdrlg Ow fabrication storage. delivery. otecllon and LxaGng or trusses and truss systems. soCANSI/TPl I Quality Criteria. 038-69 and 6CSI Building Component 6904 Parke East Blvd Safety Information avolkflle from trim Rafe Ins6Me. 218 N. Lee Street, Stlto 312. AlexarV AM VA 22314. Tonpa. FL 33610 Job I russ runs ype y Pry tlo7eo2e7 780149 Jet j,-ACK-0PEN TRUSS 2 t 733601023 Job Reference loptional) tsuaaara rasl arrce. t arrps. ream t,ay, mane aaaoo vw . np• •. cv w —... I . .W• — 11 — — w. •I.W. . 10:Zl7yacti3rgt5yObDEG6BuzOUf6-BOghClxJuRjfp3?7Rv81J8pOUsilDx7W dzobzUPuC 1-0-0 1-10-15 1-0-0 1.10-I5 2x4 = 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/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/slze) 3=36/Mechanical, 2=156/0.8-0, 4=18/Mechanical Max Horz 2=47(LC 8) Max Uplilt3=-28(LC 12), 2=-87(LC 8) MaxGrav3=36(LC 1), 2=156(LC 1). 4=37(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:7.7 a DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 244/190 Vert(TL) -0.00 2-4 >999 180 Horz(rL) -0.00 3 n/a We Weight: 8 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10.15 oc puffins. GOT 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=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCp1=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 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 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 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 building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. VwW dvargn panaiialvm and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE AQW07 ray. 10AUM1S BEFORE USE Design valid lot use only With M,lok®connectas. Ills design R based only upon pmametets shown. and h to an Vxit"jd Wilding component. not a Ittm system. Wrote use. Ito Iwllclirtd deskjnoi mull verify tho cWicabliy of design "cutiotois and ixopcxy lncorpotato thisdoslgn into the ovoid, IxocIrV txAdngdoslgn. Bracing VW,cated Is to pievont txtcWktg of lndNklual buss web and/or Chad membets orgy. Addllonal temporary and peimarlent is always iocpLod lot sIcUlly and to pnevenl collaIm with pom"a poisonal IWy anti ptoper,y damage. For general gJdcnce iogaicling the MiTek' fabtkoll m, slotq^ delivery, election and txocVlg of intsm and Miss systems soeANSI/IPI I Quality Criteft. OSS49 and SCSI luIldng Component 6904 Parka East Blvd. Safety Informatlan avcBtislo from Inns Rate tnsdMe. 218 N. too Sliaot. Stlto 312. AlezoWda VA 22314. Tampa. FL 33610 Job T fuss russ ype ryPly no7eo2ee 760140 J02 JACK -OPEN TRUSS 2 1 1133601024JobReference(optional) 9YadaM Flrtt$OYtCO. Idapa. Plant Gay, 1-50CM 33566 1.04u a Apf lY Zu10 MASK Inausm". Inc. NKIn Apr VJ 14.z4:4Y"I I raye I I D:7J7yactf3rgf5yObD EG6BuzOUt6-80ghClxJuRi Fp3?7Rv8fJ8pOushlDx7YXldzobzU PuC t-0-0 2.10.15 1-0-0 2.10.I S 20 = 2.10.15 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 Vert(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(fL) -0.01 2-4 >999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=54/Mechanical, 2=202/0-8-0, 4=25/Mechanfcal 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. (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.Opsh h=25ft; Cat. 11; Exp B: Encl., GCpl=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) 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 (or a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 manulactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Yeft dedon paroatetara and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M*7477 rev. 14/62/2015 BEFORE USE. Deslgl vdkl for use orgy vAlh Milek9 connectors. Inls dosIgn Is lased orgy upon palamolors shown. and Is for an IndtAd ud b uldhlg component, not a hum system. Before use. the building designer must verity One aplxlcatAlty of design parameters and properly Inoorpoiale this design Into tie overall txBdhld design. Bracing Incftoted Is to prevent bucMV of IndIvldu l truss web and/or cWd mornt"s only. Addlio al temporary and permanent txacing MiTek' is dwuys tegWod to sta lilty and to rxevenl coil se wtih posbio personal Iryuy and Ixofxdy danugo. for aeretal guidance togadlrlg the ktxlcatbn storage. do!". erection and txochlg of it sm and truss systems seeANSI/n4I Quality Critab, DS8-89 and BCSI Buedhp Component 6904 Parka East Blvd. Safety Information avd0able from tr1ffi Plato institute. 218 N. kilo Streot. Su lto 312. AleKndria, VA 22314. Taapa. FL 33610 780149 IJ03 IJACK•OPEN TRUSS 1-0-0 4.10.15 1-0-0 4.10.15 Scale . 1:12.7 2x4 = 4-10-15 4.10.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 V@n(LL) -0.02 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.25 Ven(rL) -0.06 2-4 >869 IeO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight. 17 lb Fr = 200% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purilns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ifusize) 3=124/Mechanical, 2=272/0.8.0, 4=45/Mechanical Max Horz 2=91(LC e) Max Upldt3=-e8(LC 12), 2=-118(LC e) Max Grav3=124(LC 1), 2=272(LC 1). 4=90(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=4.2pst; 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 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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 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." WARNING - V*ft daaryn pe,&nWara and READ NOTES ON THIS AND INCLUDED MHEK REFERANCE PAGE M9-7473 rev. I&OVAIS BEFORE USE. Dosltyl udkY lot use only With M IOW Conneclors. Ills design R Lxaod only tg»n paaneters shown. and h la an InclivIcM l lxAding component. not a tugs sysiorn. Solao use. lto tMicting design mush vodty the aroicatAltyof doslgn patanoters and Ixolxnly hcogbaalo rots design Into Ito overall txAdhg design. llroehg Indlcotod Is Io prevent budding of IndNklual truss wob and/of Chad membots only. Adclilont/ tompaay and Permanent txocbV MiTek' Is always recfulrod la sta bitty and to prevent collatne YAM possible petsoml hNy and Ixot,rmy danago. fa general gJcknce ceVx lrnd Ito 6904 Parka East 8bd. latxlcallomsforcgo. clelNery. of cIlo n and txachg of hntasos and Insss systorns. soeANSI/IPI I Quality CAferlo. OSS-69 and SCSI Building Component Tampa. FL 33610 SafetyInlarmallonavcLalbletomItuasRateInstitute. 218 N. too Sheet, suite 312 Aloxandrta. VA 22314. Job ruS Truss Type oty ply Tlo76o2eo T80140 J04 JACK -OPEN TRUSS 4 1 733601026 Job Reference Donal Builders FIMISOUrCO. Tanpa. Plant Oay. Fonda 33566 r 04V a Apr le ZU16 Nat 4K InaUflWe, Inc. imn APT V:r N ;mw "I r rage I ID:Zl7yacff3rgf5yObDEG68uzOUf6-fCE4Peyxfkr6RCeJ?cfurLM03GxMyONimXNW K2zUPuB lVo 7-0-0 1-0-0 7-0-0 Scale: 3/4*.1* N_ nN V 30 = 7.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.08 2-4 >976 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.25 2-4 >321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor2(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 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 puffins. BOT CHORD 2x4 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 Uplifl3=-112(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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=251t; 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 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 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.' Q WARNING - Veft dastgn p"inaton and READ NOTES ON THIS ANO INCLUDED MrrEK REFERANCE PAGE Mo-7473 rev. 101113M15 BEFORE USE De9Dn val,d lot use oily v4m MIlok® connectors. It* doslgtl 8 basod only upon Wtomolon shown, and Is (of an Individual Wilai lg componant. not a ituss syslotn. Betofo uur. Iho Ixlltlrvj deslgtlot musl verify tho appllca1)01ly, of doslpn rxnaneters atxl ptepOdy hrra coratothis clasign Into lho ovoid, IxAcirlg closlgn. Btcrchg Ira3lcated Is to bmItItng of hxOvklual tors web and/or toad memtxns only. Adclllond tomMory, and rxrtmanont txaclrp M iTek' ixoventIf ahvays required fa statAlty and to rxevenl edlyne with rrosb,e petsorxl hftay and poparty cksnago. Fa gem4al Culckneo togardhg mo kbWatlort. storage, dettvoty. otoctlon anal txachg of Intses aril Inns syslertls. seeANSI/IPI I Qualify Criteria, OSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety IMorma1lon avUlc"o from Truss Plate fruOMe. 218 N. toe Shoot. Suite 312. Akrxarxfda. VA 22314. Tarnpo, FL 33610 Job russ Truss Type oty Ply To'b.ienc. T1079029I T80149 Jos JACK -OPEN TRUSS 2 optional) ttaaaert 1-0615/Wlea. I atpp0. mart filly, 1-10raa S3b66 r MV t Apr la ZV 1a W I aR InaufWas, Inc. aqn APr Vd mz,%;ou"i / raya I ID:Zl7yac113rgf5yObDEG6BuzOU164CE4Peyxikr6RCaJ7cfurLMZvG2dyONimXN WK2zUPuB 140 0.10.1s Seale a 1:6.9 20 = 0.10.15 0-10-t s LOADING (pst) SPACING- 2-0-0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Ven(TL) -0.00 4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 2M'. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.10.15 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=-6/Mechanical, 2=137/0-6-15 Max Horz 3=39(LC 12) Max Uplilt3=-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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift 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.' A WARNING • Ved/y dedf in panuneren and READ NOTES ON T1f1S AND INCLUDED i11R'EK REFERANCE PAGE U&7g3 rev. I&MMI6 BEFORE USE OesW valid lot use ordy elm Mliel0 conreclers. M daslgl t Iced only upon paiametersshown. and h ler ankWlvidual LxAding component, not WIF a Trusssystem. Bofao use. fho txLdng des%Vy,* must verify the apolcotAly of deslgs paianlotols and IxoMily neoftotato thisdesign Into tte overall txaang design. Brackp Indicated Is to pxovenl buckling of Individual truss web and/or chord memb ees only. Add96onal Wmlorary end permanent bracing M iTek' 6 always reefulrod for sktAlly and to rxovonl collapse with possible petsonxl k#irV and propony darnage. Fot getwtal g/cknee ragudhg the ktxkollm slotage. delivery, erection and btoclrlg of trusses and truss systems, sooANSI/rPl I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infaernallon cwJkblo from truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job rus Truss Type 0ry ply T10700M T60149 J06 JACK -OPEN TRUSS 2 1I 1733601028JobReference (optional) nuaaers t°a05aar0e, tango, plant Gay, ranaa 33666 i tiau s Apt iv zut6 nut sK laausines, lac. man Apr UJ 1424-61 -zu1 r rags t I D:Zl7yactl3rgf5yObDEG68uz0Uf6.7PoSd_zZO2zz3M9VZKA7OZvklgNDhrdr?874sUz UPuA 111 2.10.15 I.0.0 2.10.15 Scale: V.1 g 2x4 = 0.4-0 ' 2-i15 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udell 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(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0 00 3 rVa rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/slze) 3=54/Mechanical, 2=202/0-8.0, 4=25/Machanical Max Horz2=82(LC 12) Max Uplltl3=-52(LC 12), 2=-62(LC 12) Max Grav3=54(LC 1), 2=202(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax 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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opst; h=2511; Cat. II; Exp 8, 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 8 MW FRS for reactions shown; Lumber DOL=t.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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-ffgid 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 . VerNy demon parauneters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 1119-7473 rev. IG0Y10I5 BEFORE USE. Design Vdid got use only VAM Mflek®coraxlClors. nlds dt:slgrl IS basod only upon pcit melers 9w m. aticl is for an IrWlvlduat txdclbV component. not a truss sysfotn. Before, use. Iho txdlding claslgnot roust verify Ito orolct Mlly of closign paranotors and rxopoay Incogwmto this design Into Iho ovoid, IxAr9ng design. Bating Indk:atou Is to ptovont buckling of Ir1dlvldud truss wob and/ot chord mornbots only. Adc9lknol lompotary and pormctnonl Ixaclrtg M iTek' is always teytLod lot stc*A fy and to rxevent collapse with pos"o potsond tVrsy crud rxopany dornago. Fot geroral guickneo rogerdhg tto fatxIcatkxL slorage. delivery. erection and Ixocfng of ftussos arkt muss systems seeANSI/IPI I Quality Criteria. DS8-S9 and SCSI Wllaing Component 6904 Plake East Blvd. Safety IMormaSon avd1c"o from truss Halo institute. 218 N. too Shoot. Wto 312. Alexandria. VA 22314. Tampa. FL 33610 Job cuss Truss Type N Ply r,o7eo2a3 T80149 J07 JACK -OPEN TRUSS 2 73360102it Job Reference (optional) Builders FlrstSource, Tanpa. PIaM City. Fbttde 33566 1.64u a Apt le 2v1a =I eR Inausum. Inc. Map xpr v6 14:e4:a 1 ev, / rape I I D:Zl7yacft3rgf5yObDEG6BuzOUf6.7PoSd_zZO2zz3M9VZKA7OZvg 1 gKFhrdr7874sUzUPuA 1-0-0 -0-05 r 1 0 0 6-0.0 Scale - 1:17.3 2x4 = 0.4-04-0-0 LOADING( psf) SPACING- 2-0-0 CSI. OEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 3=127/Mechanical, 2=276/0.8.0, 4=46/Mechanical Max Horz 2= 1 28(LC 12) Max Uplilt3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(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.Opsf: h=2511; Cat. 11; Exp 8; 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 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 pst 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 glyder(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 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.' I& WARNING • verity dedpn pane mtem and READ NOTES ON THIS AND INCLUDED KREK REFERANCE PAGE K0.7473 row. I&WMIS BEFORE USE Design vdkl lot use orlly with MlloW connoctors. it* design Is based only upon parcimeton shown. cold Is rot an kWMckxil btACMV component. not a buss systotn. Barone we. Ilse bAdtlg doslgnet must verity the glrllbdlYlty of design peaanetors and Ixopetty Incopotato Ihh design Into the ovelall btAdklg doslgn. Brachg IrKkaled is to Ixrcktklg of fndNklual truce web and/a cWd rnetnWs only. Additional lemr"c ry aid Mmarxmt Mocft M iTek' ptoventb always togwod for stability and to rxovent collapse wllh poss0 petsorwl fnpay and propony damage. for general gukkrlce tegtedkQ IW k xIcatIm stotoge, delivery, erection and tmaclrlg of trusses and Into systorrm seeANSI/1P1I Quality Criteria, DSB-89 aW SCSI luBding Component 6904 Parke East Blvd. Saety Information avallatAo from Rtla Rate bmIlMe. 218 N. Lee Skeet. Sulto 312 AloKand la. VA 22314. Tampa. FL 33610 Job muss Truss Type ry pry T10700294 T80149 J.-.0s JACK -OPEN TRUSS 11 1 733601030 Job Reference(optional) Isuadete mtrelbouree, snips. mans eey. mama -s-,>Sbti /...u. nP, ."'. mi .a mu.—i—. i—. ra W, VO i. P a' CV v .y. ID:Zl7yacff3rgf5yObDEG66uzOUf6.7PoSd zZO2zz3M9VZKA7OZvkygOChrdR874suzUPuA 1-0 0 0.10-15 1-0-0 0.1a1s Scale . 1:6.9 2x4 = 040-15 a10-1s LOADING (psi) SPACING- 2-0-0 CSI. OEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(rL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 200S LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/slze) 3=- 11 /Mechanical, 2=134/0.4.0, 4=9/Mechanlcal Max Horz 2=39(LC 12) Max Upllft3=-I1(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. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-15 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. 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 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 gitdet(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 57 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end Ilxity 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 - Vedry dedon Parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Ma7,173 rev. IMMIS BEFORE USE Design vaild tot use only wllh Mllok®conneclosa. Itds cosign Is based only upon ""motors shown. aril Is tot an Indlvlducil building component, not a truss system. Before use. the txldrlg eeslglot musl vodfy the a"AlcaMlly of design parameters and ixop etly I neogwtato this design Into Ilw ovardl building design. Bracing Indicated Is to lAiciNng of Individual truss web and/or chord members only. Addtoral temporary and permanent tracing M iTek' prevent is always toquitod got stability and to rxevent eoilc pso wpm possible p efsonal ramp/ and aopony damage. For gonad guidance tegadDng aw 6904 Poike East Blvd. kArlcallom storage, dettvery. erection and Ixdd:frng of trusses and miss system& soeANSI/FPf I Quality criteria. OSS-69 and SCSI Building Component Tampa. FL 33610SafetyInformationavallcblofromtrussRaeinstitute. 218 N. Lee Street. S11to 312. Alexandria. VA 22314. Job Truss russ ype ryply n07902e5 T80149 Jog j,-ACK-0PEN TRUSS 10 1 1733601031JobReference tione Builders Fustsourte, Tanga. Plan Gay. 1-10114e 3MOG 1.04V a APO le zVro Ntn ett mwamse, trrc. n W,.4 -:z.:az zvt r rays I I D:217yacit3rgi5yOb0EG68uzOUf6-bbMggKzBBMSggW ki7 t iMWMAVU4iloHt7DrsdPwzUPu9 1-0-0 2.10.15 1.0-0 2-10.15 Scale: 1'.1' 2x4 = 2-10.15 LOADING (psi) SPACING- 2.0-0 CSI. OEFL. In loc) Udeil L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 2.4 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.10.15 oC purilns. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=65/Mechanical, 2=193/0-4.0, 4=27/Mechanical Max Horz 2=82(LC 12) Max Upl1fl3=-57(LC 12), 2=-58(LC 12) Max Grav3=65(LC 1), 2=193(LC 1), 4=54(LC 3) FORCES. (lb) - Max. ComplMax. 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=4.2pst; BCDL=6.Opst; h=25ft; Cal. 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 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 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 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNINQ - Vorlly dedpn panunetere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A07473 rev. I&D,Y20IS BEFORE USE Design vaild for use only vAth Mflekl& Convectors. this dodos IT based only upon parameters shown. and Is lot an Otdlvldlal IXAdtg component. nol a truss system. &Moto use. The IxAdtg designer must verity The o f)p icabfllty of design folamelers and Ixopwny Worporale thisdesign Into the ovetatl baadrtg design. 1kocing Indacated Is to buckling of Indlviduiat truss web and/a chord members only. Additional temporary and permanent bracing MiTek' nrovonlIs atways teguirod for sktAilly and to ptovonl cosdpso with lossmlo porsotxl trWy and property damage. Foe general gukknco rogadirvd Re 904 Parka East Blvd. kArlcallon, slotago, delivery, etoctlon and bracing of irises and Iris system& socANSI/IPI I Quality Criteria, DS649 and SCSI Building Component Tanga, FL 33610 SafetyIntomatlonav[Bado from Irtm Nate InsllMo. 218 N. Lee Skeet. Suite 312. AlaxdnchicL VA 22314. Job ruse Truss Type oty ply T1079O296 T80149 J10 JACK -OPEN TRUSS 10 1 733601032 Job Reference(optional) BwIdM FasI50Yrce. iatrpa. Ptent Orty, Ftaea 33556 i.wu • Apr iv zuro mr i sK muusmw, im. mun Apr w r ;,maz zvr r vy. r I D:Z17yacff3rgf5yObDEG68uzOUf6-bbMggKzBBMSqgWki7I rMwmRrM4gKOHt?DrsdPwzUPu9 1-0-0 4.10.15 1.0.0 4.10.15 20 = 4-10.15 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 0.35 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 8C 0.27 Ven(TL) -0.07 2-4 >780 180 8CLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a Na SCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/slze) 3=132/Mechanlcal, 2=266/0.4.0, 4=47/Mechanical Max Horz 2= 1 26(LC 12) Max 1Jp11113=-107(LC 12), 2=-67(LC 12) Max Grav3= 132(LC 1), 2=266(LC 1). 4=94(LC 3) FORCES. (lb) - 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=4.2psl; BCDL=6.0psh h=25ft; 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 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 Ilve 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 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.' O WARNING - Vadily datryn parerretere end REAO NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. I6111MI5 BEFORE USE DeAgn valkl for me oNy vAt1 MlloW connaclors. R* design B basod only upon patatteters shown. and h lot an Individual b uldlrlg component. not a tars system. Belao uso, the building doslgret must verify tho cgXxbatAlty of doslgn patarnotorsarld Ixoporly Incorporato Min closlgn Into lte ovoratl ding design. B1ackV Inclicotod is to txrckfing of lndlvklucd hue wob and/or Chad members ". Acklllonrl temporary and patmonenl txacN M iTek' provont Is alwaystecp/ red lot stability and to txevonl colic with posbkt petsond Infury and properly damage. for gerrxal guklance rrgatalng the 6904 Parke East Blvd fclxlcatkxs stotogo, doilvoty. erection arxl bracng of imrsses and truss systems. sooANSI/IPI I Guoliry Criteria, OS8.89 and BCSI Building Component Tampa, FL 33610 SaleN Informdllon ava0alxefromtnmPlatoinstitute. 218 N. Lee Sheet. Sidle 312. AloxanWa, VA 22314. Job ruse Truss Type oty pry r1o71xt2In T80140 Jll JACK -OPEN TRUSS 12 1 733601033 Job Reference (optional) uunaers u•aslaource, tamps. team tatty, t• Mwa saatw '--1o+v•^P +. ' N . may. . ID:Zl7yacf f3rgf5yObDEG6BuzOUf6-0nwC2g_pylDhlpJuglObT_xbTyU9k78S VCAxN2U Pub 1-0-0 700 100 700 30 = LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 TCDL 10.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. pb/slze) 3=181/Mechartfcaf, 2=347/0.4-0, 4=83/Mechanfcaf Max Horz2=172(LC 12) Max Uplift3=-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 (lb) or less except when shown. Seale • 1:22.2 DEFL. In (loc) Well Ud PLATES GRIP Ven(LL) 0.10 2.4 >777 240 MT20 244/190 Ven(fl-) -0.28 2.4 >291 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20% 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.Opsh h=25ft; 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 glyder(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 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.' WARNWO. Verlry dedyn pammetan and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MLL7479 rev. 100YJOIS BEFORE USE. Design vclkl lot use only Will Mifek® connectors. this design Is based only upon paaneters shown. and is la an frndlvldtal lxAdfrng c0mrwrent, rat o Huss Warn. 001010 use. the IxAdng deslgnot must verity lho gxAlcalAilly of doslgn patarnotws anti Ixopedy I ncorporoto mk design Into he ovetalt btAding design. Bracing Intllcalod Is to txucamg of Individual truss web and/or chord mombons orgy. Adafllonal tempaary ail peimanenl Ixocing MiTek' Ixovont Is always fool fired $of skfi0fty and to rxevonl colkg + with posdAe personal Hnftay arud properly dcrnage. for gonoral guidance regarding One 6904 Parke East Blvd. fatxlcatbn storage. delivery, aoclbn and Lxacing of Inures aril mr= systems, soeANSI/rP11 Quality CdIeda. OS649 and SCSI Building Component Tampa. FL 33610SafetyInformationavOlk"o from Ifuss Plate ImilMe. 218 N. too Street. Suite 312. AlexarKkkL VA 22314. Job Truss Truss ype b T10790299 T80149 J12 Jack -Open Truss 1 1 1,336010, Job Reference (optional) tlusaets Hestsoutce. Tampa. Thant eey. Htonao Bubb wv . nP, ,. -v .,. .,,+.., w.. , .,. , .. -W. ,.....++. .. v. I D: Zl7yacff3rglSyObDEG66uz0Uf6.3nwC2g_pylDhlgJuglObT_2aTxh9eX8S VCAxNzUPu8 4.1.7 7-0.0 4.1.7 2.10.9 Scale . 1:22.4 30 = dm tt 3x4 = 4-1.7 2-10.9 Plate Offsets (XY)- 5.0-4.4 G-1-81 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(rL) -0.05 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.42 Horz(rL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/slze) 1=1138/0-8-0, 4=1008/Mechanical Max Horz 1=149(LC 8) Max Uplifts=-260(LC 8). 4= 305(LC 8) Max Grav1=I254(LC 15). 4= 1 102(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) 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 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate gdp 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.Ops1 on the bottom chord In all areas where a rectangle 3.6.0 [all 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 260 lb uplift at joint 1 and 305 lb uplift 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 CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3_ 60, 1-6=-291(F=-271), 4.6=-20 O WARNING - Vedfy dedyn pamnwten and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE 1107473 rev. FOM3,2016 BEFORE USE Design valid for use only Win Milak8 conrloctors. this doslgn 6 ba sod only upon pwra motors shown. and Is la an Indlvldral btAtlUp component, not a utas system. Bor(xo too. tho lxllclrvj closlgnoi must verity tho or)pllcob9lty, of doslgn pxxanoters and properly Incor otato this doslgn Into Ito ovorall binding design. Bracing Indicated is to tx,ckltng of trxlNldual trim web and/or chord mernbets only. Add9onal tempotary and permanent txacing WOWpxovent Is always toapdhod lax skID9lty and to prevent cdia rAo with possible putsonoi May and plop ony damage. For genwal guidance tega rding ttw ralxicollon. slotage. delivery, otocllon and bracing of Ifusies and truss systems. %eeANSI/IPI I Quality Criteda, OS1111-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallatlo from trim Plato Ins0hrio, 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job fuss Truss Type ty N T10790299 T80149 1"13 Jock -Open Truss t I-':. JobRef, enee (opUonaq_ _ tsuaaete rretbotirce, r aapa. rmnt cay, monaa su000 r.wv • npr .. ZV ro M1HF IOWSIIIR, mc. -'W' w - - - cv . ye ID:ZI7yacft3rgf5yObDEG6BuzOUf6-Y_UaFO?SizLYwqu4ESkg9BWDAtD_u4WHh LkTpzUPu7 4.1.7 7-0-0 4.1.7 2-10.9 Scale . 1:22.4 3x4 = JFo rt 3x6 = 4.1.7 7-0-0 41-7 2.10.0 Plate Offsets (XY)-- 15:0-4-8.0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.83 Ven(TL) 0.05 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.50 HOfz(fL) 0.01 4 rVa We BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc puffins. SOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/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 forces 250 (lb) or less except when shown. TOPCHORD 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.Opsf; h=25ft; Cat. II; Exp 8; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber OOL=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 213lb uplift at joint 1 and 432 lb uplift at joint 4. 6)'Seml-ngid 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 suppon concentrated load(s) 111 lb 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 lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3_ 60, 1-4=-20 Concentrated Loads (lb) Van:6=-111(F) 7=-191(F)8=-1334(F) Q WARNING - Vodiy deefyn peranWere and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M07473 rev. 10A13WIS BEFORE USE Design vatkt rot use only Win Mllek® connectors thisdoslgn Is lased only upon pxaamolers shown. and Is for an hdlv"Ka building component. nor a kuss system. Wrote use. the building designer must verify the opPllcablilty of design pxaanetors and rxopely Incogwrato 0ds doslgn Into the overall bulding design. Brachlg Indicatod is to ptovenl bxrcahtg of IndMUKr Inns wob cnd/or cWd mombats only. Ada6dorld temporaryand pormanent tHaC4lg Is always regtlod kx stability and to proveni eollarm Win possIble p etsonat 1*0 aria rAopety danago. fa gortoral guldcrtee tegadhlg the WOW falxlcatkxL storage, delivery. eoceon and bracing of misses and truss systems. seeANSI/IPI I Cuallry Criteria, OSS-89 aria SCSI Building Component 6904 Parke East "d Safety Information available from trust Plato htstlMe. 218 N. Leo Street. Srlto 312. Alexandria, VA 22314. Tampa, FL 33610 Job I russ TruSS Type ry Ply T10790300 T80149 J14 Jack -Open Truss I'llI 1 1,336"" Job Reference tlona tsuxaacs 1-nibource, l onipo, rani (gay. P-mma J;fboo 20 = ADEQUATE SUPPORT REQUIRED. 2.10.15 2.10-15 2.10.15 o... rip, ...... mu.w . ,us..w...e+. m . 1w, Va ,..c. a a... V. . ID:Zl7yactf3rgtSyObDEG68uzOUf6-Y_UaFO?SizLYwqu4 ESkq?BW EHtPfuBNHhgLkTpzUPu7 Scale: t'.1' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.09 Vert(rL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 9 lb FT = 200% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=111/Mechanical, 2=84/Mechanical, 3=28/Mechanical Max Horz 1=65(LC 12) Max Upliftl=-16(LC 12), 2=-67(LC 12) Max Grav1=111(LC 1), 2=84(LC 1).3=56(LC3) FORCES. (lb) - 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. II; Exp B; Encl., GCpl=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) 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 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 for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNWG - VeAIy deelpn Pararrretwo and READ NOTES ON TNIS AND INCLUDED AMEX REFERANCE PAGE MO-7473 tev. /60J MI6 BEFORE USE Design valkt lot use only vAth Mllek®connoclors. lhh doslgn Is bcnod orgy ulxxl Ixacaneters shown. and Is for on hx9viclud lwlding comporxmt. not a truss system. Bor(xo rise, tiw t)tAdhg doskinut must verity the cg1I111cabllly of design parenotes urxt Ixopotly incoporalo this design Into Itw ovoid, design. Bracing trlcticalod Is to tAuclding of VYJly oW Miss web and/e chord members orgy. AdclflorKd temporary and permanent txacirlg Welk' boAcIk g rxovonl Isdways rogtlred tar skrtlillty, and to prevent eotlepso with possible porsorxf hMy cnd properly damage. For gerwlal ULNIcl nee regerdhlg 0w 6904 Parke East Blvd. lalxlcollm sloroge, delivery, erection arxl bxocfrlg of Mrsses and hues systems, soeANSI/IPI I Quality Criteria, DSI11-69 and SCSI BuIWkp Compomnt Tampa, FL 33610SafetyInformationcrvollcttAofromInasPlatofru9Me. 218 N. Leo Street. Shco 312. AloxcrKMM VA 22314. Job russ Truss Type Qty ply T1079OUl T80149 J15 Jack -Open Tessa 1 1 733601037 Job Reference (optional) Budder* FaalSdurue. Tenpa. Plant Oar, Florida 33566 1 64U a Apr 1 Y ze16 mi i ax lnausiaes. Inc. man Apr u3 i4m4mm zul a rage 1 10:Z17yactf3rgf5yObDEG68uzOUt6-Y_UaFO?SjzLYwqu4ESkq?BW AptMbu8NHh9LkTpzUPu7 ADEQUATIEP4 SUPPORT REQUIRED. 4.10.16 4.10-IS 4-10.15 Scale . 1:17.1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.03 1.3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(rL) -0.08 1-3 >730 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=191/Mechanical, 2= 1 44/Mechanical, 3=48/Mechanleal Max Horz 1=109(LC 12) Max Uplifil=-29(LC 12), 2=-114(LC 12) MaxGrav1=191(LC 1), 2=144(LC 1), 3=96(LC3) 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.Opsf; h=25ft; 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 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 20.0ps1 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 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.' Q WARNING - VeAry deafyn pamnaters and READ NOTES ON TM AND INCLUDED WTEK REFERANCE PAGE MI167473 rev. IMMIS BEFORE USE. Design valid lot use only with MI loft® connectors. this design Is based only tq»n paramoton shown. and Is for an Individual 1x11ding component, not a ffun syslotn. Before use. Ina building cfoslgrxx must verily the ctppdeotAly of ckrJM parameters and p (openy Incorporate this design Into the ovotcll b ulalkV design. Brachg Indkated IS to txevent Ixschlhg of UWlvktual puss web arW/or chord members only. AdcJdtnnal temlxxcwy aril permanent Ixachg WOW Is always tecttLod for sfa l:Ay anal to prevent colicir i with pos*Ae personal " ana proixdy akanuge. for gatera l etld nco coVataing the 6904 Parke East Blvdfalxlcalbxstorclge, delivery. otectlon and txackV of husses and tarn systems. seeANSI/IPI I Gually Criteria, DSB-89 and SCSI Su0dlny component Tampa, FL 33610SalaryIrdatrnattanavallatAehemtrussRatehtstitute. 218 N. Lee Street. Sudlo 312. Alox ndla. VA 22314. Job uss russ ype ryT10790302PlytT801491'.1, 6 Jack•Open Truss 1 1,3360,0, Job Reference (optional) Buildars FuatSource, Tanpa, Plant Cey. Flarida 33566 7.640 a Apt 19 2016 Wak InduSkias. Inc. 14on Apr 03 14 24.55 Z017 raga t I D:Zl7yacff3rgf5yObOEG6BuzOUf6-OA2zSM04 UHTPX_THoAF4 YP3RuHlOdecRvp5H' FzUPu6 0.10.3 0.10.3 20 = Scale . 16.9 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in loc) Well 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(rL) -0.00 1 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 2 n/a rVa SCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 3 lb FT = 2045 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.3 oC puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 1=32/0.3.4, 2=24/Mechanical, 3=8/Mechanical Max Horz 1=22(LC 12) Max Uplift I =-3(LC 12). 2=-21(LC 12) Max Grav 1=32(LC 1), 2=24(LC 1). 3=16(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.Opsf; h=2511; 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 & MWFRS 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.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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 3 lb uplift at joint 1 and 21 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.' Q WARNING- Veft dadyn panarnaters and READ NOTES ON THIS AND INCLUDED 1W7EK REFERANCE PAGE 60F7473 mv, t*W,2015 BEFORE USE Design vclld loi use only vAth MIlok®connoctois. This design is Lased only upon "fiamoton shown. and Is lot antrx9Mcital ixildI ng component. not a truss syslern. Boloio use. the building designer i nusl verily the cWicat%lty of design rxzatnelon and ptoporiy Incorporate this design Into The overall ding design. Bracing Indicated Is to t ucklfrng of Individual Miss wob and/or chord montbers only. Mall0onal temporary and peirnar lent txacing WOW proven) Is anvays required lot sictb/lty and to pievenl collaim with posd:ie passional "and properly carnage. For general guidance rogaidkng the 6904 Parke East Blvd. laUricatbn. storage. delivery, erection and Ixacfrlg of misses and mm sVsems. weANSI/IN I CualltV Criteria. OSS49 and SCSI au9dkng Component Tampa. FL 33610 SafetyIMarmatlonavalk"o from fit= Hate Institute. 218 N. Lee Skeet. Suite 312. Afexandit VA 22314. Job T ruse Truss Type ty T107B0303 T80149 J17 Jack -Open Truss I 1 1 1,3360", Job Reference(optional) BYaaats FaitSoufce, lamp*, rant (:ay. Floflalt w4b6b 20 = 2.10.3 2-10.3 2.10.3 2.10.3 r."V XPr Itl [V 10 MIIaR IIrVVSrrIW. VIG. VIVf1 W VJ r+.c+.aa cvr r r.w. . ID:2pyacff3rgf5yObDEG68uzOUf6.OA2zSM04UHTPX THoAF4YP30EHkIdecRvp5H?FzUPu6 Scale l*-V LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Ven(LL) 0.00 1.3 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 1-3 999 180 8CLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 2 n/a IVA BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 1=106/0-3-4, 2=80/Mechanical, 3=27/Mechanical Max Horz 1=65(LC 12) Max Uplittl_ 14(LC 12), 2=-65(LC 12) Max Grav1=106(LC 1), 2=80(LC 1), 3=53(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 2-10.3 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=25fl: Cat. II; Exp 8; 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 psi 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 lit between the bottom chord and any other members. 4) Reber to girder(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 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.` WARNING - VaAly doarpn pafamafan and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE A1117I73 rev. 10113R015 BEFORE USE Design vaikt lot use only with WOW connectors. this design Is based only town pwamoters shown. and Is for an Individual Ixddkng component nor a truss solar it. Bolero use. the IxRdi ng designer must verity tho altp11cabillty or design Ixvarnefors and Ixopetry t ncoM(xato this design Into Ile overall txAding deslgn. Bracing Indicated Is to buckling of Individual Muss web aril/or chord members only. Additional temporary end permanent txaclng MiTek' Ixovent Is always reprNad rot stability and to prevent collapse with rwssi tle personal Injury and ptoMrty daanago. For genwal gu ld nce rogtxding the 6904 Parka East Blvd. latxlcalktn storage, delivery, election and txacing of trusses and Into systersss, soeANSI/IPI I Cudlry Criteria. OSB49 and SCSI Building Component Tarnpa. FL 33610SafetyIntomtatlonovallaBAofromtrussPlatetruliMe. 218 N. Lao Street. Su lte 312. Alexandria. VA 22314. Job SS ruse ype ry TI0790304 T80149 1j": Jack -Open Truss 1 1 733601040 Job Reference (optional) Builders Ftt6t5ouae. Tampa. Plant Gay. Florida 33565 /.Wlu a Apr le ze16 we ex industries. Inc. imn Apr N:f - z.:ae 2vI r rage r ID,217yacff3rgfSy0bDEG6BuzOUf6-UMcLgiOiFabG97I TMtmJSoo W ih 1 KMSsaSTggYhzUPu5 4.10.3 4.10.3 2x4 = 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 Ven(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(rL) -0.07 1-3 >795 180 BCLL 0.0 ' Rep Stress incr YES WB 0.00 Horz(rL) -0.00 2 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-3 oc punins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 1=186/0-3-4, 2=140/Mechanical, 3=47/Mechanlcaf 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. (lb) - 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=4.2psh BCDL=6.Opsf; h=25111; Cat. II; Exp B; 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 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 nonconcunent 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 27 lb uplift at Joint 1 and 112 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' 0 WARNING. VM/y dadgn perametma and READ NOTES ON THIS AND WCLUDEO M/TEK REFERANCE PAGE M67473 rev. IOMMI6 BEFORE USE Design vdkl for use only wllh Mlfek® connectors Inls design b lwsay only t4?on patamefors shown. and Is for m Ux9vldtwl IxBding component, not a truss system. Boloto tao. Ito txBCSn0 designer must verify the g4AIcabIlty of design poicinrolers and fxolxrly IRcogtorafo Mis design Into Iho overall IxAding doslgn. Bracing bndlcoled Is to D mMi ng of IncMkltpl him web and/or chord mornlwts only Adc911orsd lcmr"ciryand permanenl Ixadng M iTek' rxovonth ahways tecood let sktAtly and to prevent co4ic"e wllh possUlo prxsorel ln uy aril properly cknnage. Fof general guldcme tegcicing iho 6904 Parke East Blvd. fatxicalloixslofago, delivery, erection and Lxacing of ffusses aril Ism systems, sooANSI/IPI I Quality Criteria. OSS-69 grid SCSI Building Component Tampa. FL 33610 SafetyInformationovalIc"a from trim Plato Institute. 218 N. too Street, Sulle 312. Alexcndria. VA 22314. Job Truss TfUSS Type oty ply T10790305 T80149 J19 Jack -Open Truss 1 1 1733601041JobReference bona Busden FnstSource. Tampa. Plard City. Hands 33566 164%; s Apr to zui6 mu ex tnaustass. inc. twn Apr u:f icz.:ao zui t rags a ID:Zl7yac113rg15yObDEG68uzOUf6-UMeLgiOlFabG971 TMtmJSccRchz7M5saBTggYhzUPu5 6.11.4 6-11-4 30 6- 11-4 6.11. 4 Scale . 1: 22.2 Plate Offsets ( XY)-- i1:0-1.11.0-1.8t LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In foc) Udell lid 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 Ven(TL) 0.28 1.3 288 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 rVa rVa BCDL 10. 0 Code FBC2014/TPI2007 Matrix) Weight: 22 lb FT = 209b LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/ slze) 1=270/0-3-4, 2=183/Mechanical, 3=86/Mechanical Max Horz 1=155(LC 12) Max Uplifil=- 40(LC 12), 2=-135(LC 12) Max Grav1= 270(LC 1). 2=183(LC 1), 3=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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.Ops1; h=2511; Cat. II; Exp B; 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 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.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)' Seml- 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 building component. The suitability and use 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 - Vadly design perarnsfere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. Id03,2015 BEFORE USE. Design valkl ( of use only wph tAlekS connectors. INs design Is based only upon pdsalnelea shown, and is for an IndlvkAal 1AAC" component. not a Itua system. Before use. the Ixdldktg doslgnot must vodfy the g4AI ablilty of design pxnalnotots and ptopotly Incogxxato mh design Into Ilia ovoroll txmc6ng design. Btachg h Acated is to pfovonl budding of hdWucd truss web anti/ot chord mem Ws only. Additional lornMory and pamonont dating M iTek' is always teptdred for stablilty and to rxovdnl co9gne wBh possftAo rxnsonai Injury and pfopeny darndgo. For general gukknce tegatrdhg the k"Icafl n. stetatgo, delNay. erectlon and Ixaclng of Inases and Inns systems socANSV W I Quality Cdtofla, OSB-69 and BCSI BuOdtng Component 6904 Parke East Blvd Safety Information uvallalxe nom truss Rate Institute. 218 N. Leo Shoet. State 3 1 Z Alexandria. VA 22314. Tarnps. FL 33610 Job russ ruse ype typly n07e0306 T80149 R01 Hall Hip Truss 1 1 1733601042JobReference fiona Budder* First5outce, Tango. Plant ciy. MnGG =66 t.640 a Apr 1 V Z01b MI r 4x 1nG0ainea, rnC. Mon APr 0;r 14:;e4.bb Z01 t rope 1 I D:217yaclf3rgf5yObDEG68uzOU(6-UMcLgiOiFahG97I TMtmJSccRwhuYMxVa8TggYhzUPuS 1-0-0 7-0-0 10-5.8 14.2.8 1-0-0 7-0-0 3-5-8 3.9-0 Sx6 = 3x4 = Scale . 1:26.3 2x4 = 3x6 = 3x8 = 7-" 14.2-8 i 7-0-0 7.2.8 Plate Offsets MY)— r6:0-4-8.0-1-81.f7:0-3-8.0-3-01 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.09 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Ven(fL) 0.36 6-7 452 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 8 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 3-5: 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1082/0.8.0, 6=1302/Mechanical Max Horz2=123(LC 4) Max Uplift2=-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=-2521/649, 3-4=-2282/655 BOT CHORD 2-7=-653/2312, 6-7=-573/1569 WEBS 3-7=0/512, 4-7=-118/853, 4.6=-1797/698 Structural wood sheathing directly applied or 3.0-5 oc purlins, except end verticals. Rigid ceiling directly applied or 7.1.0 oc bracing. NOTES- (11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t: 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) 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)'Seml-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 suppon 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 (Ib) Van: 7=-513(F) Q WARNNG . Vedly dedon panmeten and READ NOTES ON THIS ANDWCLUDED MREK REFERANCE PAGE M111402 tov. 10N MIS BEFORE USE Design valkf lot use only w101 MIIek®conneclols. thisdesign b based only upon WItameten shown, atot h for an Individual btAdtng component, not a Ituss system. Bofao use. the btAldIng doslgret must verify the afXxk:tl1111y of design Maitiolets area lxopwdy Ineotporato 016 doslgn Into the oveill building design. Bracing indicated is to Ixovonl I=IdIng of IndMckuY truss web and/oi chord members only. Addillorel Iompotary ana permanent IXOCklg MiTek' Is always regi4od for statAlty atltl to proven) collapse with posdAe potsond"arW IRopE-0ydarnoge. rot general gukknce regpdtrlg the fa tAcalkrn, storage, delivery. oteclbn and rxacklg of misses and Inlss systems soeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parka East Blvd. Sately Intormaltdn avdlatxo korn [rum Nato Institute. 218 N. Leo Shool• S1Ale 312. Alexandrlu. VA 22314. Tampa. FL 33610 Job I russ I fuse I ype oty Ply T107B0307 780149 R02 Haft Hip Truss 1 t 733601043 Job Reference (optional) 9eadeR Fast50arae, IG"VO, rtant Gay, Fiona 33565 f "U a Apr le ZU10 mr Iex Inauelrlee, Im. moa Apr aJ 14 Z4 of Zvi f rage 1 ID:217yacff3rgi5yObDEG66uzOU16•y29p21 KOuj7nHcfvaHYdg8fe5J15KVM7aO48zUPu4 1-0-0 7.2.7 9-H t 4.2.8 t-0-0 7.2.7 1.9.9 5.2.8 3x4 = Scale . 1:26.4 3x4 II 2 Ch 30 = 20 II OX0 — 7.2.7 14-241 7.0.7 1-0.8 + 5.2.8 - - Plate Offsets (Y Y)— 14:0.2.0,0.2-131 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Ven(LL) 0.07 2.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Ven(rL) 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/rP12007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=633/0.8.0, 6=545/Mechanical Max Horz2=152(LC 8) Max Uplift2=-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 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=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(i) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.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. 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 pilchbreaks 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' O WARNwo - Verity dedgn pammefem and READ NOTES ON TNIS AND INCLUDED MI EK REFERANCE PAGE MO-7473 rov. 1"302015 BEFORE USE Doslpn vatkl for ttso only with MlloW con neclom 1Ns design 6 basod only III= paramotefs shown. and Is for m frlcavlCt" IxBdkng coml>xnonl. not a truss system. Boloto use. Ito btAidi ng daslgnut roust verity the aPrxicablilty of ciosl(pl rynomelers arld Ixopedy lncorpotato this design Into ftw ovorall cling design. Bracing kxAcalod Is to rxovent Ixrcaing or InclNklual truss web and/ot chotd members only. Adc9lkxnal torttpotary and potrnanont bracing Is always rogJted for skdAlly and to prevent collapse with possatle petsornal Irnyy and rxorx:riy dcanage. For general guklunee tegare vj tho MiTek' labrk atbn. stotcQo, delivery. otoclion anti Wictng of trusses aril trim systems, seeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parka East Blvd. Safety INatmatlon cwtllable from trim Rate InsflMe. 218 N Lee Skoot. Suile 312. AloxanUrlm VA 22314. Tanya. FL 33610 Job I ruse Truss Type oty ply no79o3oe 780149 R03 Special Truss 1 1 1733601044JobReference o ional eudas0 FaslJOurce. I attpa, rani Gay. ,Oman J77oo - s nP, - cv iv -ern ,naa --, „- P. va ,+-- cv, , soya ID:Zl7yacf13rg15yobDEG6SuzOUf6-Og55N2ynC:(-PRBsTtpnA1 hg7UaKggbtenJxcazUPu3 at- f)0 89-14 10.8-0 16d-0 208.0 ",0 25-0-0 30-0.0 31-0-0 1- 0-0 6-9-14 3 10 2 5 64 4.4.0 0 4-0 5-0-0 Scale . 1:54.4 4x6 = 3x6 = 3xB = 4x6 = US = 2x4 II 30 = 10- 0.0 16.4-0 1 21-0-0 25-0 i -0{ 29-8-0 3q-0-0 nn. a.n Sal..o 4A-0 4-0-0 4 8 0 04-0 Plate Offsets (XY)-- f2:0.2-0.0.1-81.17:0-3-0.0-2-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.18 13-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -0.49 13-16 >516 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.75 Horz(TL) 0.03 8 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 154 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2'Except' 8. 12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=81210.8-0, Max Harz 2=-111(LC 9) Max Uplifl2=-197(LC 8) Max Grav2=812(LC 1), 11= 2642/0-8-0. 8=467/0.8.0 11=- 818(LC 9), 6=-190(LC 9) 11= 2789(LC IS).8=514(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9.6 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1026/238, 3.4=-738/171, 4-5=-752/160, 5.6=-165/708, 6-20- 165/708, 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=-138/579 WEBS 4-13=-31/411, 7-10=-148/723, 6-11=-343/223, 7.11=-1291/443, 5-13=0/260, 3- 13=-333/246, 5-11 =-I 370/37e 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=4.2pst; BCDL=6.Opsf; h=2511; Cal. II; Exp 8; 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) 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. 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 t i and 190 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22.0-0 left 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 deslgn/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Dace 2 WARNING . Veft doogn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. 1dAV1015 BEFORE USE. Design valkl for trSe only wtlh MlleM connocto s. Ihds design Is based only upon parameters shown, and Is lot an Ind vid al bkAding component. not a truss systarn. Wrote use. the IxAlalrlg designer must verity the applk;allAlly of doslgn patarnotors and properly 600rlwrato Ihk design into the overall Ixndng design. Bracing Indicated Is fo bucldhg of Individual Itiss wob and/of Chad mornbors only. Addfio a temporary and permanent btoclrV M!Tek' rxoventIs always racSLad for stability and to prevent collapse with poss9Ne persona s11+v and property damago. For general (JuldUnCe legceding the 6904 Parke East Blvd. ldxlcatbnderange. dolNery, erection and txacing of theses and trum systems, woANSI/rPl I Quality Criteria, DS8.69 and SCSI SuAding Component Tampa. FL 33610 SafetyInformationasvadc"o from truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job rUSS TrUSS Typrt ty Ply T10790308 T80149 R03 Special Truss 110 11 1,33"'. Job Reference (optional Builders FastSource. Taripa. Plent Cary, Fbndo 33556 lHe t Apr 1Y "L014 nnIex Inausinee, rnc. men Apr V3 14:Z4:*G ZUI r r890 ID:L7yacff3rgl5y0bDEG6Buz0Uf6-01155N2ynC(_PRBsTlpnA t hg7UaKgOtcrUxcazUPu3 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4_ 60, 4-5=-60, 5-20=-60, 7-20=-95(F=-35), 7-9=-60, 14-21— 20, 10-21=-32(F=-12), &10_ 20 Concentrated Loads (lb) Vert: 10=-233(F) 21=-1027(F) O WARNING - Verify design pttremsters and READ NOTES ON THIS AND WCLUDED AUTEK REFERANCE PAGE M067473 rev. I&CM01S BEFORE USE. lkslgn valld for use only wllh MIIekS connoclors. INs design Is based oNy upon paamolers shown. and Is too an IndMWtal lxBdng component. nor a louss system. Wrote taro. the WIdIr g doslgrxr must vonty the appllodthilly of doslgn paanelers and properly Incorporate IhIs design Into Ito ovoid. brndng design. eracog Indicated Is to rxovoni bucaing of lndMdrtal puss web and/or chord momters only. Ad dronal temporary and permanent IxOcing Is always required for stability and to prevent collapse with pess"o porsorvA Irolay ate property domes o. For general guidance regadlQ the MiTek' fabrication, slordgo. delivery, election dnd bracing of trusses arKI tntss systems. socANSI/n4l CuaBM Cdtodo. OSS-89 and SCSI Building Component 204 Parke East Blvd sooty Information avdlahto from trim Plato frutlMo. 218 N. Leo Street. Stlte 312. Aloxandola. VA 22314. Tarspa, FL 33610 Job Truss Truss Type h T1079O3O9 T80149 R04 COMMON TRUSS 3 t 733601045 Job Reference hone BaddaM Fe4I50urca. Tattpa. Plant City. FImIda 3W66 1.64V a npr I [V to .110. maysmea. arc. men PWI Vs r+z•.ao cV 1 i uy- , ID,Zl7yactf3rgf5yObDEG68uzOU16.OliSSN2ynCr_PRBsTlpnA 1 htfUZigyYtcnJxcazUPu3 t •0 0 6A• t 3 t o.6-0 14.6.21.4.0 6t-0 o .9-t3 3.10-3 T14, 10 3 3 6.9.13 Scale . 1:38.3 06 = g 3x6 = 6xe = 3x6 = 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 7-10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(TL) -0.44 7-10 >586 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(fL) 0.04 6 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8.4 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=853/0.8.0, 2=914/0-8-0 Max Horn 2=121(LC 16) Max Uplift6=-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 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.Opsl; h=25ft; Cal. ll; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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.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. 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 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 dedyn perametenr end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 1&02,2015 BEFORE USE Design valld got use Orly w11h Mllok®conrwclors. TMs design Is based ordy ulxxn Ixaanlolots shown. and Is for an 1rx9%"Ktt tmlding component. rat a truss syslotn. Bofao use. na txllding deslgrwf must verify the aWicc t%lly of doslgn patomotets aril propotly tncotrxxato 9nls design Into the ovotc, boding design. Btac ng Indicated Is to proven b ucaing of hKlkAduol truss web aril/ot chard members only. AddlkxKr temporary and IMrmanent txockV M!Tek' It always togWed lot sk*Ally arvJ to ptovenl cdlcirm with pos*Ae potsorvi k*ffy CwVJ rxoporty cicmWo. For general gukknce togmdhg Bw IcOxtcallat, storage. deltvW etecllon aril LxackV of trusses and lnta systems soeANSI/tPI I Cuaety Criteria. OSS-89 and SCSI Building CotnPOnent 6904 Parka East Blvd. Safety Intogrnatlon avalc Uo from Iran Plate hnsOMe. 218 N. Leo ShoeL Suite 312. Aloxcnc tkL VA 22314. Tampa. FL 33610 Job T fuss TfUSS Type oty Pry T10790310 T80149 ROS COMMON TRUSS 6I 1 7336010461JobReference(optional) 9uddem 1-QalSoutce, Iarrpa. ram tarty, 1-tofMa 73755e 1.04' a Apr le Ob mimx Inouatrres. Inc. mon Apr eJ wz4:w zul / rage i ID:Zl7yacff3rg1SyObDEG68uzOU16-uxHTIj3aXVzgObm2I?KOrFE2ZuvzZPp 1 gR3V90zUPu2 1-0-0 6.9-13 10.8 14.6.3 21.4-0 , 22.4-0 1 0 0 6-9.13 3.10.3 3.10.3 6.9.13 ' 1-" Scale . 1:38.4 4x6 = 3x6 = Sx6 = 3x6 = 21.4-0 91.d.A Plate Offsets (xY)-- 12:0-2-0.0-1-8(.16:0-2-0.0-1-81.16:0-4-0,0-3-0( 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 Ven(LL) 0.16 8-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(TL) 0.43 8-11 593 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.24 Horz(TL) 0.04 6 We rVa BCDL 10.0 Code FSC2014/TP12007 Matrix-M) Weight: 93 lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=913/0.8.0, 6=913/0-8-0 Max Horz 2=111(LC 12) Max Upli112=-224(LC 12), 6=-224(LC 13) FORCES. (Ib) - 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.e=-335/251 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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.Ops1; h=25ft; Cat. II; Exp 8: 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 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 lit 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 pllchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING . VeAIy design Penmetsrn and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE M0.7472 rev. Ian MIS BEFORE USE. DosW vdld for use orgy wllh Ml lekt9 connectors. R ds design Is Ix wd only upon Ixnomelors shown. and Is for an lnd"vkhtd txdding componont. not o truss syslaan. Bofoto uso. the "ding dos"grlor roust vadly Iho alWAlcotAlly of dos" fpl LKnomelers and ixopaty Incorporate this dosign Into One ovoid" bul ding design. Btachg uldcalod It to proven tAidding of kldNklual hue web and/or chard members orgy. Adallond temporary and permanent Ixactrlg WOW Is always required for skdAlty and to provenl collapso with possrAo personal Inury aria rxoporly cittmoge. For gerloral glkknco rogarding the lcfl l dflogx tkxage. delivery. erection and Ixacing of trees and truss systems sooANSI/IPI I Cua91y Criteria, D$6-69 aria SCSI Building Component 6904 Parke East Blvd. safety Information UVallc"e from truss Plate Institute. 218 N. too Shoot. Srlte 312, Alexan drim VA 22314. Taff". FL 33610 Job I fuss Miss Type oty ply T107f10311 T80149 A06 Common Truss 1 1 733601047 Job Reference(optionarl Builders FastSource, Tampa. Plant Gay, Florida 33566 7 640 s Apr 19 2016 Mirek Industries. Inc. Mon Apr 03 14:26:00 2017 Page 1 I D:217yacff3rg15y0b0EG68ta0U16•M8rs W34C1p5helLEbjrFFSmHmIThlugA35o2hTzUPu 1 10.8-0 21.4-0 112.4-0 0-0 10.8-0 10.8-0 14 0 In 17 Scale . 1:39.6 44 = 30 = 23 22 21 20 19 18 17 16 15 14 30 = 30 = jla LOADING (psf) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(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 rVr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 rVa nta BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 110 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3 REACTIONS. All bearings 21-4.0. lb) - Max Horz 2=-111(LC 13) Max Uplift All uplift 100lb or less at joint(s) 2, 20, 21. 22, 23, 18, 16, 15. 14. 12 Max Grav All reactions 250 lb or less at )olnt(s) 2, 19, 20, 21, 22. 23, 18. 16, 15, 14, 12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (11) 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.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 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 ANS VTPI 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 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift 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 WARNING- VwIty design pammeters and REAO NOTES ON THIS AND WCLUDEO WI`EK REFERANCE PAGE MP74172 rev. 10AMIS BEFORE USE Design vdld for use only vAm Ml lola® connectors. this design Is based orgy upon parameters shown, and Is for an IndMdul "d1g component not a truss system. Bolero use. the I"dirlg dleslgnlet must verity Ile appkclAlty, of design paiamolors and Property Incotporato this design Into the overall building design. Brood rg indicated Is to prevent I)mld g of Individual truss web and/or chard momtxrs orgy. Additional lemperary and permanent bt01-In1g M iTek' E always tecrhed lot staMly and to prevent cdlafnu with rwss"o personal tr1 ay and ptopeny damage. For General guidance regarding than fatx1cotion. slercrgo. delivery, erection and txocmg of trusses and truss, systems. seeANSI/1PI I Quality Criteria, OS" and SCSI lutidlng Component 6904 Parka East Blvd. Safety Information ovallotAo from truss Plate In10Me. 218 N. too Street. Sulto 312. Alexandria. VA 22314. Tampa• i. 33610 Job fuss rus8 I ype 0ty Ply T10790312 T80149 R07 Nip Truss 1 1I 11310,18 Job Reference (optional) tsuaaen 1-ustsoutce, lamps. Front cay, rlorraa mm§ t WV a Apr le zV 1e MI 1ex Inwatnes. Inc. Marl Apr VS I1:ZD VV ZVI t rage 1 ID:ZI7yacff3rgf5y0bDEG6Buz0Uf6•M8rsW 34CIp5helLEbirf FSm5GIHilti4,35o2hTzUPu I 1 0 0 7 0-0 8-0-0 15.8-0 1 16.8-0 1-0-0 7-0.0 1-0-0 7-0411 Scale. 1:29.5 Sx6 = Sx6 = 0 Ig 3z4 = 3x6 II 3z6 II 3x4 = 7-0-0 i Bd-0 15.8-0 7.1111 1-A.n - - - - -- 74.0 Plate Offsets (XY)-- 12:0.0.12,Edge1,13:0-3-0,0-2-01,14:0.3-0,0-2-01,15:0.0-12.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.13 2-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.81 Ven(rL) 0.28 2-8 663 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.06 5 rVa rlla BCDL 10.0 Code FSC2014/TPI2007 Matrix) Weight: 62 lb Fr = 2M. LUMBER - TOP CHORD 2x4 SP No.1 'Except' 3.4: 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/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-a=-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; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; 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 Qt=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 lace of the truss are noted as front (F) or back (8). 11) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3=-60, 3-4=-133(F=-73), 4-6=-60, 2-8=-20, 7-8=44(F_ 24), 5-7= 20 Continued on oaQ0 2 Q WARNING - Vodly design Parowten and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7472 tev. I&MOI6 BEFORE USE t) esW valid lot use ordy vAth fdllok®connoclers. Ms doslon h lxwd oily upon p mamelots shown, card Is for antrWlvid al b -Adtnp component. not a truss systorn. Bolero use, Ito building doslgrm must verity Ilw oWicct>tIty, of design Marnolots arKI Txop etly Incorloroto this design bile Ito overall rAAdhg design. Bracing bxllcotod Is to rxovonf bxucabg of Individual truss wob and/or chord members ordy Additennl lemix xry and pxsrrnarlont txocbV MiTek' ks diways tegkod for sk"ltyaril to rxevenl eolldrnw wtlh possUe peasorlal tllray data rxopeny ckunave. Fer dermal guickinco terdadirg tiw 6904 Parke East Blvd. IctlxlcalIDfx storage, delivery, erection card b race 0 of trusses and tuns syslerns. soeANSI/IPI I Quality Criteria, OSS-89 arld SCSI Building Component 22314. Tonga, FL 33610 Safety InformationavailablebantrussPlateinstitute. 218 N. Loa Street. Sidle 312. Alexandria. VA Job I NSS russ f ype oty ply T10790312 T80149 R07 Hip Truss 1 1 1133601048JobReference (optional) Builders FaalSoutee, Tarrpa. Plant Gly, 1-Iondd 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Van: 8=-513(F) 7=-513(F) r "u { AP, 1 Y cY I a MI I ax IIIaY{Ills{, IY... rv1Y 1 nP, — , —.— cY. / y0 c 10217yacff3rgf5yObDEG68uzOUf6•M8rsW 34Clp5helLEbjrFFSm5GINI1r"o2hTzUPu 1 Q WARNING - Veda des/yn Parameters and READ NOTES ON THIS ANO MA.WED MREK REFERANCE PAGE MD7473 rev. IMWO16 BEFORE USE. Design valid lot use only with MI Iolt® connectors. IhIs design Is lased only upon t"ornolors stlown. and Is la an h(liVid it txrildlno component. not a truss system. Bofofo tee, the I)LAltlng doslgnoi inusl verify the aINAIcolAlty of design p atainelors and rAorody Ilcorpxxoto Ihls design Info the ovetall txldkV design. Racing Indicated Is to b wkling of Indlvldual tnm web and/ot chord members only. Additional tomporary and pofmanont bracing MiTek' rxevent Is always requited foe statAlly and to peevent collapse wBh possible pxxsonal ItP+y and Ixoprxly demago. Fa genotal gudanee regcxcbg 1110 6904 Parke East Blvd. krixlcallux stotaoo. delNery, ofoclbn and btaCllg of Inmes and tnra syslems seeMSVM I Quality Criteria, DSB-89 and SCSI ButidI1g Component Tampa, FL 33610SafetyIntmmaBdnavailablefromWasPlateIsOMo. 218 N. too Steoel, Soto 312. Alexandria VA 22314. Job russ Truss Type ty pl, T107B0313 M149 ROB COMMON TRUSS 141, 11 6"., Reference(optional) isudws FegnSaerca. ton". MM Lm. FgnOO Tj%,W rwvswpr rrLVro M reR mousaro,nc. w w wrw +avi Nii-9. ID:217yacff3rgf5yObDEG6BuzOUf6-gKPEiP4r37DYGvw080MUogJGaif21 KUlkYb&ZUPuO 1 -0-0 7.10-0 15.8-0 0-0 7.10-0 7.10-0 Scale - 1:28.7 4x8 = 3x6 = 2z4 11 3x6 = 7.10-0 7.10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(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 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.14 Horz(fL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 57lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 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 Horz 2=93(LC 16) Max Uplift4=- 1 37(LC 13). 2- 172(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 pb) or less except when shown. TOP CHORD 2.3=-895/181, 3.4=-892/176 SOT CHORD 2-5=-95/703, 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=4.2psf; BCDL=6.Opsf; h=25ft; 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 OOL=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=137, 2=172. 7) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Veft design peremetere end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev. rMMIS BEFORE USE De&W vdkl for use only elm Mllok®connoctors this cleslgrl 6 txssod only upon paaneters shown. and Is for an IrxYMdal txAding component. not a truss system. Wrote uso. Iho txelding d uslgnei must vedty tho ol4licarbSlty of ck--kjn pararelets and pteletly IncorPoiale this doslgn Into Iho overall txlding design. Bracing In dlcalod Is to buckling of Individual Truss web and/ot chord members only. Additional temporary and permanent tracing MiTek' proven It always rocphed tar stability and to rxovont collapse with posstxe persord"and fxoporly ci anado. Fee gonotal dJdanco tegczdkV the 6904 Parka East Blvd. faMlcatkxL staago, doilvety, erection and braking of tntssa s and Inn systems. sooANSU TPI 1 Quality Quarto. DS649 and SCSI BuOding Component Taupe. FL 33610SafetyInonnanonarvolfableDanhussPlateInstitute. 218 N. too Street, Salto 312. AloxalrVLla. VA 22314. Job rushfuss ypeI'llry Ply T107B0314 T80149 ROB 1,.tpTwaa 1 I1,336010s, Job Reference(optional) Buddens FeSISOarca, Tanpa. Plan city, Fonda 33566 7 640 t Apr 1 B 2016 MI I OK Indusirres, Inc Man Apr 03 14:25:01 2017 raga 1 ID: Zl7yactf3rgf5yObDEG68uzOUf6-gKPEiP4r37DYGvwQSQMUogJHGidp18 JlkYbDvzUPuO r100 3.11.4 7-0-0 12.4.9 i 17. 7.7 2300 26-0.12 30-0-0 31-0-0 140 3.11 4 3012 5 4.9 5 2-13 5 4-9 3-0.12 3-11-4 100' Scale . 1:53.5 6x8 = 400 = 2x4 II 8x10 = i 91 ' - 0 C? O T 13 21 3x8 = 4z1O = 7x14 MT20HS = 6x8 = 30 = 20 11 74- 0 12.4-9 17-)•7 230 30.0-0 7- 0-0 53A 5.2.13 05. 4- a 700 WO = Plate Offsets ( KY)-- 12:0-9-8.0-1-91,14:0-4-0,0-1-151.(7:0-4-0.0-4-41,19:0-5.0.0-1.71,112:0-1-8.0-3-81 LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Well 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 Ven(TL) 0.75 12-14 478 180 MT20HS 187/143 BCLL 0. 0 ' Rep Stress Incr NO W B 0.90 Horz(TL) 0.15 9 n/a rVa BCDL 10. 0 Code FBC2014ITP12007 Matrix-M) Weight: 188 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except* 4-7: 2x6 SP No.2 SOT CHORD 2x6 SP 240OF 2.0E WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-10-1 oc bracing WEBS 1 Row atmidpt 5-15 REACTIONS. (lb/ size) 2=216310-4-0, 9=2687/0-8-0 Max Horz 2=76(LC 8) Max Uplift2=- 420(LC 5), 9=-509(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=-1292/5981, 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 root 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=251t; 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 c:ontbnuea on Dage z ry sale pararnefors and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE MIF7QJ rov. Ia471/10f5 BEFORE USE. 0 WARNING - Verify design tbslgn valid for use orgy a4tl1 MlloW coruwctors Ihh dosIgi Is based only upon patanolots shown. and Is for an IndivkAral l4ddln0 compawnt, not a truss systurn. Before else, the Wldklg designer rnusl verity the alXxkd%Ily of design parainelots and Ixotd wrly Incotpuato thisdesignIntowovordltxAdrlg design. Bracing Inc kalod Is to ixevent buckling of Individual truss web and/a chord members only. Additional temporary and perrnaramt bracing M!Tek' S dtlways requited for stability and to fxovont collapse wdh possible personal tntuy araJ properly ddrnago. Foe genetal guidance tegaidnlg the labtkatlon. storage, delivery. erection and bxacklg of trusses and it= systems socANSI/M I Quality Cnfarla, DSB-B9 and SCSI Budding Component 6904 Parka East Blvd. Safety information avalctle stem trees Rate InsdMe. 218 N. Lou Sheet. Sudo 312 AtexcaaJrla, VA 22314. Tampa. Fl. 33610 Job I cuss Truss Type Qty ply T10790314 T80149 Roo Hip Ttua 1 1 17336010SOJobReference(optionalit Binders Frrstbource. larrpa, Plant Gay. Fiona 33556 I MV a Mpr IV ZV 10 Mr I SK rnGUS111ee. IrIG M Mpr Vi IJ:Zi:V I ZYI I rage d I0:Zl7yactf3rgf5yObDEG68uzOUf6-gKPEIP4r37DYGvwOSOMUogJHGidpI8 JIkYbDvzUPuO LOAD CASE(S) Standard Uniform Loads (pit) Ven: 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) Van: I I = 513(F) 21 _ 1102(F) A WARNING • VWhy d*dpn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M0.7472 rev. IW2)20t6 BEFORE USE. Design valld tot use only wpm MIIak9 cornneclots. Ms design Is tXWd only upon po>'amelers shown, and Is lot an hdtWkKl "ding component, not o Russ system. boloto use. the "ding designer must verify the apolccd.stty of doslgn rxaamotots and popony kncogolulo Ihk design Into the ovotall txAding design. BroChg hdk:aled Is to txrcahg of VKHvidual puss web and/or chord momlors only. Additional lompolary and potma nont blocing M iTek' peveni Is always requited kK skt Any and to peveni coilatm with possble f rson i hf+/y and pcopeny damage. For general guidance tegandhg tho 6904 Pack* Easy Blvd. taluk:alkun. storage, delivery, erection end aacing of tntsm and rota systems, soeANSI/TPI I Quality Criteria, DSB-69 and SCSI Bu0ding Component Safety Information avalic"o Dom truss Nate hallMe. 218 N. too Street. Sudto 312 Alexandria, VA 22314. Tampa. FL 33610 Job T puss Truss Type oty ply T10790315 T80149 R10 HIP TRUSS 2 1 17336010SIJobReference(optionalif Sudden FaelSoutce, Tom)o. Ftent city. FW100 33566 7 640 Apt 19 2015 MI IOx Indus111100. Inc. Mon Apr e3 14:26.e2 Zel 1 1-006 1 ID:217yacif3rgf5yObDEG6Buz0UfWW zcvA5TgOMPt2Vd18tiKtsXA6zzmhLT WOH91LzUPu? rl-0-0, 6.6.6 944 15-0-0 21-0-0 23.5.10 30.0.0 3t4}0 100 668 2.510 60-0 600 2.5.10 &66 1V 4x6 = 3xS = 4x6 = Scale . 1:53.5 7 0 3x6 = 3x8 = 30 = 3xS = 36 = 2x4 II 9-0-0 15-" i21 0-0 30-" A-0-0 6-0.0 8.00 9-0-0 Plate Offsets (XY)-- 12:0-2-8.0-1-81,18:0.2-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Ven(LL) -0.12 10-19 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.76 Vert(TL) -0.35 10-19 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 9.6-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1260/0.4-0, 8=1260/0-4-0 Max Horz2=96(LC 16) Max Uplift2=-242(LC 12), 8=-242(LC 13) FORCES. ( lb) - 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=-1832/427, 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 roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 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 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib 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 . V#d1y dadgn pararnirtara and READ NOTES ON MIS AND INCLUDED WTEK REFERANCE PAGE MD7473 rev. 100302015 BEFORE USE. Design vale for use only vA1h 101110 ® connectors. this deslgt Is based only t4ton parameters Ynwun. and is for an MlvldUal btilclhg component. nol a truss systom. 8otote use. the IxDdng designer must verify the applicability of design parameters and property Incotpotate 0* design Into the ovacdl building design. Bracing Indicated Is to prevent Irtcltling of Individual Min web and/a crKxd members only. Addtional lempora y and permanent Ixocing MiTek' R dways tocphed for skrtt6tiy arxJ to prevent cdigxe with powA*.t personal "and properly ddmoge. For general guidance tegadng Me kdtricallm storage, delivery, erection and txackV of tmmos and Inrst systems, seeANSI/TPI I Quality criteria. OSS-69 and BCSI Building Component 6904 Parke East Blvd Salary Information avdlc"o from trim Plate Instrute, 218 N. Lee Street, Stile 312. Alexandre. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply I T10790316 T80149 R11 HIP TRUSS 2 1 1733601052JobReference tiona turners reemoutca, i anpa. rmm "y. ranan s;raoo -. nP, ,. cv,. m,,.n ,,,...,,,... ,,,c. 1W. va ,+.ca ".1 .y. , I D:217yacff3rgt5yObDEG6BuzOU16-nlX_8565bkUGVC4pGrOyl5O2W FRV E3cl21 rinzUPu_ rt-0-0 7.6.0 11-0-0 t9-0-0 226.0 30.0-0 31-0-0g7.6-0 3.6.0 8-0-0 { 36-0 7.6-0 Scale - 1:53.5 tOx10 MT16H 20 // 2x4 \\ I0x10 MT18H ZZ 3x4 = 4x6 = 30 = 3x6 3x6 i 10-0-0 t 1 0 0 19-0.0 20-0 q 300-0 t0.0.0 1.0.01 a40 1-0-0 10.0-0 i Plate Offsets (KY)- f2:0-2-9 0.1-81 f9:0-2-9 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. 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 Vert(TL) 1.14 11-13 316 180 MT18H 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.16 Horz(TL) 0.08 9 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 136lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2'Except* 4-7: 2x6 SP No.2 BOT CHORD 2x4 SP No 2 'Except' 2.12: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260M-4.0, 9=1260/0-4-0 Max Horz2=113(LC 12) Max Uplift2= 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 23=-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 toof 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=25ft; 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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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, with BCDL = I0.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at )olnt(s) except Qt=lb) 2=264, 9=264. 8) 'Semi -rigid plichbreaks 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 - Verify dodyn paraneetare and READ NOTES ON THIS ANO INCLUDED UnEK REFERANCE PAGE Ma7473 rev. IM3WI5 BEFORE USE Design valkl fa use orgy with Mltol9 connectors. Ihls deslgrl IsLwsed orgy upon Ixlraneters shown. and Is for at Individual IxRdktg componenU. rot a truss systotn. Wrote use. the Ixlldrtg deslanor must vodty the oppllcatAlty mofdesign ""meters ad rxopody Incoilmilo IMs design Into 9w ovorall txdcLyj design. Bracing Indicated Is to IxrcldIng of IrltlMduOi truss wob ail/or Chad mombots only. Additional lemr"ary aril potnlatenl txaang MiTek' povent Is always requited (of stability and to prevent collapse Win p ssble pwsoml InW a U properly darnoge. For general gr/Uctrsco regcadIng Ow 6904 Parke East Blvd. kdxlcatbn storage, delivery. erocllon awl bracing of Intssos and Ours systems. 60GANSI/1PI I Quality Cdtoft. OSB-89 afW BCSI BuNlding Component Tampa. FL 33610SafetyInlornitallonavaablynomIrUSSPlateInstitute. 218 N. too Street. Sulto 312. AlexandrIa. VA 22314. R12 HIP TRUSS 053 T107903V r1.0-0 7-6-013-0-0 17-0-0 22-6-0 30-0-0 31-00 1.0.0 7.6-0 5.6-0 4-0-0 S_6.0 7.6-0 3x6 LOADING (psf) 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 YES BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 20 SP No.2 *Except* 4-7: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 2-12: 20 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0.4.0, 9=1260/0.4-0 Max Horz 2=- 1 34(LC 17) Max Uplif12=-284(LC 12), 9=-284(LC 13) 3x6 3x4 = 3x6 // 3x6 \\ 3x6 S 5 6 7 4x6 = 30 = 36 Scale . 1:53.5 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.89 Vert(LL)-0.4511-13 >808 240 MT20 244/190 BC 0.97 Ven(fL)-0.9011-13 >399 180 W B 0.23 Horz(TL) 0.08 9 n/a rVa Matrix-M) Weight: 133 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (ib) 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=- 1977/4 10 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.Opst; h=25ft; Cat. Il; Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable and 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) 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 fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except of=lb) 2=284, 9=284. 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.' Q WARNING - Verfry dedpn peremsran and READ NOTES ON THIS AND WCLUDEO MREK REFERANCE PAGE M1167479 mv. Ia 2MIS BEFORE USE. Design valid lot use only Win MI lek®connoclors. lint design Is based only upon loramotors shown. and Is for an Individual Caking component, not a tram system. Before use. Iho tu0dnng deslgrwt tnust veMy the atAftarAlty of design rxaanefors and Ixol"y Incotrotato this design Into the ovoid. ring design. Dochg I Is to buckling or individual trim web aril/of chord memlots only. Addllonal temporary and permanent IxoCing MOWnclicatedpxovenl Is always requhod for stutAly and to prevent cotic xe with posse petsorv! Irupay and rxororh' damage. For general gLkf nce regadI ng 0e 6904 Parka East Blvd. IatxiC(ribn, storage, delivery. aecOo n and bracfrng of fnmas and trim ryMtems. soeANSI/IPI I Quality Criteria, OSB-69 and SCSI SuildIng Component Tompa. FL 33610SafetyInformationavdidAofromtrussPlateIns.itute. 218 N. Lee Street, Suite 312. Noxandria. VA 22314. Job russ Truss Type ryply T10790319 T80149 R13 COMMON TRUSS e 1 1733601OS4JobReference(optional) tsuaaem t•aelbarrae. Tampa. rtam cay. t-tartaa a:rbbb r -. npr , cvio ..,.. ,...r„w. W. w ,1-- cw.. y. ID:217yacit3rgl5yObDEG6BuzOUl6•Fv4MLR71M1c77M1?g2vBPlxn9vbBEf2m imGpEzUPtz r1-0.0 7.6.0 15.0-0 22.6-0 30.0-0 310-010% 7.6-0 7.6-0 7.6.0 7.6.0 4x6 = 6.00 rl2 Scale . 1:53.3 Y 0 30 = 4x6 = 3x4 = 3x6 = 3x6 = 10-" 20-0-0 30-0-0 r 111.a-0 10-0.0 1 10-0-0 Plate Offsets (XY)-- 12:0.2-8.0-1-81,(3:0-4-0.0-3-01,(5:0.4-0.0.3.01,16:0.2-4,0-1-81 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 Ven(fl-) 0.73 8-10 495 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(rL) 0.08 6 Na Na BCDL 10.0 Code FBC2014/TP12007 Matnx-M) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 20 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=126010-4-0.6=1260/0-4-0 Max Horz 2- 153(LC 13) Max Uplift2=-299(LC 12), 6=-299(1-C 13) BRACING - TOP CHORD Structural wood sheathing directly applied. 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=-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-e=-193/697, 5.8=-435/337, 4-10=-192f702, 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=4.2pst; BCDL=6.Opsf; 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.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 = 1 O.Opsl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 2=299, 6=299. 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.' 0 WARNING - Verify dedgn parameters and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE MO-7473 rev. 1002W f6 BEFORE USE Doslpn vdkl tot use only wim MfIckO connoclom. Ms cle0gn Is based only upon pcNamelers shown, and Is tot an hWlvkk d IxAdng component, nor a truss syslom. Boloto tao. tho MAdng dosigrlot must verify the appllcatAlry of design pararnotors aril rxorxnly hlcogxxato this doslgn Into Ino ovordl txAdng design. Bracing Irldcatod Is to tA#Catrlg of IndWuci truss web and/ot chard maintxxs only. Addtfond temporary oral Ixatmanonf Ixacmg MOWIxovenl Is always tochlrod tot sktAlly and to rxoverll edictrso with posslblo persorKA hytay tM ptoprnty darnago. Rx gorwral gticlance tegadrlg tho 6004 Parka East Blvd. lctxlcatkom storage, dallvcny. otoctbn arld Woclrlp of busses aril truss systems sooANSI/TPI I Cual ty Criteria, OSS-69 and BCSI Building Component Tampa. FL 33610SafetyInformationava0ctlohornIftasftlatoInsillute. 218 N lee Street. Sulte 312. Aloxanclrla. VA 22314. Job ruse I russ I ype oty ply Tt0790319 780149 A14 SpectalTass t 1 1733601055JobReference (optional) tfulrasts i-asmoucce, l ampa. Ylam filly, mrlaa wjub6 /.Wu s "t Iv ev10 nu, m 1naupne3. im. MOO APF VJ 14 - va cv i / age i ID:2I7yactf3rgl5yObDEG6Buz0Uf6-j5e12n7L7Lk kWDCNGROyWUvsJygzygvDMWpLgzUPty rl•0.0 34i-0 7-0-0 13.10-0 20.8-0 21.10-0 25.3-5 304.0 31.0.0 1 0.Oi 36-0 3.6-0 6.10-0 8-10-0 ' 1.2-0 3.5.5 4-8.11 1.0.0. Sx6 = 30 = ax6 11 6x8 = 7 Scale - 1:54.4 4x10 = 6x8 = 7x10 = 6x8 = 6x8 = 3x8 J 7.0-0 13-10.0 20.8-0 2t-10-0 30-0-0 7.n-n &1n•n 1 A-10-0 1.2-0 8-2-0 Plate Offsets (Y Y)-- 2:D-5-0,0-1-71,14:0.3-0,0-2-71.16:0-4-0,0-2-81,19:0-2.10,0-1-8).r13:03-8,0-4-121,114:0.4-0.0-3.121 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.32 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Ven(rL) -0.78 13 >464 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.91 Horz(rL) 0.17 9 We We BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 185 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 7.2.2 oc bracing. BOT CHORD 2x6 SP No.2 'Except' WEBS 1 Row at midpi 5.14 2.12: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 *Except' 7.11,5-14,6-13: 2x4 SP No.2 REACTIONS. (lb/slze) 2=2746/0-4.0.9=2172/0-4.0 Max Horz 2_ 87(LC 13) Max Uplif12=-675(LC 8), 9=-447(LC 8) FORCES. (lb) - Max. CompJMax. 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=-1676/7058, 13.20- 1676/7058, 12.13=-1056/4680, 1 1.12=-1056/4680, 9.11 _ 839/3850 WEBS 4.14= 337/1944, 7-11=-799/3384, 6-11=-3199/881, 5-14=-2433l707, 5-13=-21/453, 6-13=-695/2760 NOTES- (10) 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; BC0L=6.0psf; h=25ft; Cat. II; Exp 8; 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) 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 20.0psf 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=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 Dade 2 Q WARNING - V*dfy design Pere WOW and READ NOTES ON THIS AND INCLUDED 6=K REFERANCE PAGE rI67473 MV. M03"IS BEFORE USE DesW Vdld got use only With Mflek® connoclors. lttls dedW Is brood only t4xxt parameters shown. cxW Is for m IrxIMdal btddng componwnt. not a truss syslom. Bofao uso. the txAcArlg dedgm tnusl vority Iho arXAlcab111y of destgrt Ixaanotom axr rxopotty ktcotpotato Mb design Into lho ovotcll txldrtg design. Bracing IrxScated is to Ixrcatrlg of hdIvldurl ram web arW/« ctard memtxxs only. Addlknld temporary utd rxxmanont Ixoclrtg WOWIxevent Is always rogllted fa stability arW to ptevenl edlepse with pestle petsond k#.ffy arW properly cknnago. Fa gommal dtfickinee tegadtrlg 9w fatxlcatkxL storago, doltvory, etec0on and txactrlg of tames and fats systems seeANSI/IPI I Quality Criteria, OS849 rind SCSI SuU tag Component 6904 Parke East Blvd Safety Irdwr4tlon ovdk"e from tags Plate InsBMe, 218 N. Loo Street. Suite 312. AlexorxJrio. VA 22314. Tampa, FL 33610 Job TrUSS ruse ype ty, ply r107e031e T80149 R14 Special Truss 1 1 1733601055JobReference (optional) BUdders 1=01115outCe, Tanpa. Pant Goy. Honda 33565 r.U+U s Apr 1x ZUte MII eR Inausines, Inc, m rtpr Vi t+:Za:Vp [V t r ruff. Z IO.Z17yac1(3rgf5yOb0EG68uz0Uf6•i5e12n7L7Lk_kW OCNGRQyW UvsJygzygvOMW pLgzUPty 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) 0 WARNWG - VM/y dedirn paremsters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE M07473 rev. IaWMIS BEFORE USE Design valid lot use oNy wim MI Irsk® connectors. Bnls Ueslgt Is based only t4,at paanetors shown, axl h la an kx#Wduai "ding comPOnent, not pplatrusssystem. Belau uso. Ina "ding desitlnor must verity the applicability of deskpar Flameters a d gopody Incorporate Salt doslgn into the overall btndno design. Bracing Rndcolod is to Ixevent bmid g of InCRvknlal fuss web and/or chard marnt)ws only. Addltond lomlxxary and permatenl txodr>0 MiTek' Is always tectdrod to stalAty, and to prevent cdlapw with possible personal Infury avJ propany damage. For general gtkkxtee regadng axe 6904 Parka East Blvd. faWcalkxislorago. do0vory. eteetlon arxt Ixocing of Insses aril Inca systems. secANSI/TPI I Quality Criteria, OS"9 and SCSI SuMng Component Tarrpa, FL 33610 SolelyIntormatlonavak"o Rom IftB Hate InsRMo. 218 N. Leo Skaot. Stile 312. Alexandria. VA 22314. Job Truss Truss Type oty ply rlo7eo32o T80149 RIS Htp Terse 1 1 1733601056JobReference Gone utnmets rasl=mce. r amps. rMM uiy. Iona rJxo wv. ^P. n cu.. ..... o,uuw ' ...w II F- w 11-- cv-. r,.y. , ID:217yactf3rgr5yObDEG68uzOU16-15e12n7L7Lk kWDCNGROVWUv3JVKz6pvDMWpLgzUPty 1-0-0 , 7-0-0 9.4-0 16.4-0 0- ' 107.0-0 2.4-0 1 7-0-0 Scale . 1:29.0 Sx6 = 5x6 = lot 396 = 3x6 II 3x4 = 3x6 II 3x6 = 9. 4-0 16-4-0 7- rM 2.4-0 7-0-0 9 A Plate Offsets (Y Y)— 13:0-3-0 0-2-01 (4:0-3-0 0-2-01 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.17 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.91 Ven(TL) 0.34 5-6 561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(fL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 63 lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 *Except' 3- 4: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. ( Ib/slze) 5=1268/Mechanical, 2=1351/0-4-0 Max Horz 2=85(LC 12) Max Uplifl5=-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 (lb) or less except when shown. TOP CHORD 2-3=-2626l709, 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 telling 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=4.2psf; BCDL=6.Opsf; h=25fl; Cat. 11; 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 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 design/selection 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 (pit) Vert: 1.3-60, 3-4=-133(F=-73), 4-5=-60, 2-8=-20, 6-8=-44(F=-24), 5.6=-20 conunuea on Dage z A WARNING - Verly dasryn petamsters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MQ7473 rev. M02M1S BEFORE USE De* p valld rot use orgy vAth Mrek®conneclors. R* design Is Erased only upon IxAamolon shown. aria Isfor an IncMi al txddlrng componwnt. not a buss system. Boroto uso, tiro lxAktrlg doslg of must vodty tiro c44AIcab li fyof closlgl pmrn aetetsand IxorxMtry (xrx Late "* design Into the ova;,.. txdding design. Bracing ImIlcatod Is to bucking of Irrtlk4ckKd Iran web and/ot ctrota members only. Additional temporary aril perrrrawnt txocurg MOW rxevenl isarwaA tw4L*ed kx sk#Ally aW io preveent edldnse watt poulAo rx tsorvl &XUy cmd rxoperty ddanago. For gorxxal gJUdnce regadtrrg the 6904 Parke East Blvd. kAxlcalkxL storago. dellvoty, oroctkxn cmd Ixcrokrg of gnaws and Mrss systems. soeANSI/IPI I Qua9M Criteria, DS1149 and SCSI 9uBding Component Tampa. FL 33610 Safely IrdormatlonavcMc"o koin truss Nate IrullMe. 218 N. too Streot, Sulto 312, Alexmdda. VA 22314. Job Truss rues ype ryply T10790020 T80149 R15 Hp Truss 1 1 1733601066JobReference o tons B olden FhslSoutce. Tampa, Plum City, FIMlda 33666 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-513(F) 6=-513(F) r 64U a Apf lY "Lulo MI I ar mmmrrae, Inc. MW APf W 14 ZZ VJ ZUl r M99 Z ID:Zl7yacff3rg15yObDEG68uz0Uf6-jSelZn7L7Lk_kW DCNGROyW Uv3JyKz6pvDM WpLgzUPty WARNWG - Vedly dadgn pavan tlen and READ NOTES ON TNIS ANDWCLUDED wrEK REFERANCE PAGE MS-7473 rev. I@D MIS BEFORE USE. Design vdkl lot use only Win I09lelr® connoclon. IMs cte*p Is based only upon pararnolon sfwwn. and Is for an Individual building component, not a hus systorn. Before use. Ire bxBdhtg designer must verity the appllcatlllly of design Mainotors and rAoprnly Worporote #* dosign Into the overall bldhng design. Blochng hndcatod Is to PAidding of IndlvIdud toss web and/or chord members onty. Additional temporary and {wrmarwnt bracing MiTe k' prevent Is always required for slatAty and to ptevenl cdtcpao with possible personal tdray and ptoperty datnage For general guidance regarding Ina 6904 Parka East Blvdfabricationstorago. dollveM erection and bracing of Irtases and Inns systems. soeANSI/IPI I Cuallby Criteria. DSB-89 and SCSI Bulldtng Component Tonga, FL 33610SafetyIMormallonovdIaNetorntarsPlatotnstllute, 218 N Lee Street. Suite 312. Aloxandit VA 22314. Job fuss Iwo ty T10790321 T801e9 tWill flat Truss JP' y 1 A2 Job Re erence tonal auxaets i-niboutce, i ampa. rtonl Gxy, ftouaa 7:Aoo / b4u s Apr 1v zvro mt1 ex rnausinw. inn. neon Apt vs tr zo aG zu1 r rage 1 ID217yactf3rgf5yObDEG68uz0Uf6.8HC7m68zufsrMgoOxzyf V)OEJjN W iXt2ROFMt6zUPtx 2•I.12 4.1.12 6.1.12 8 8 4 11.2.11 t3.2.11 15-9.3 18.5.7 2.1.12 2-" 2-0-0 2.6.8 2 6 8 2-0-0 26.8 2.8.4 Scale . 1:31.5 30 = 30 = 30 = 5 6 7 19 8 20 9 30 = 3x6 = 30 = 30 = 11 1n 17 if. 1S to 30 = 2-1-12 4-1.12 6-0.0 8-1-,12 11.2.11 12:2.If 18-4.10 1815-7 t edd9 } 9.n.n tdn.a n. .79 S.a.15 2-0-0 5-1.15 13 Plate Offsets (KY)-- I14:0-1.12.0-1.81 LOADING (psf) SPACING- 2.0.0 CSI. OEFL. in loc) I/defl L/d 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(rL) 0.15 12 983 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.41 Horz(TL) 0.04 11 We We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. All bearings 6.0.0 except (jt=length) 11=0.4.2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-175(LC 4) Max Grav All reactions 250 lb 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=-456/0, 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 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - I row at 0-9-0 oc. Webs connected as follows: 20 - 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 (8), unless otherwise Indicated. 3) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=151t; Cat. If: 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 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 ANSI/TPI 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 psi bottom chord live load nonconcurent with any other live loads. 9) - 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 11. 11)'Semi-rigid 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 lop chord. The design/selection 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 Continued on oaae 2 A WARNING • Vertly design perarnetere and READ NOTES ON THIS AND INCLUDED 4WTEK REFERANCE PAGE US-7473 tev. I&MMIS BEFORE USE Design vdkl rot use only vAm Milok®conn3ctas. Ms design Is based only upon paamelen shown. and IS la an Indh"Kil building component. not a truss system. Before use. the txBdh g designer roust verify the arXAco1A1ry of design patametets and property Incorporate this. design Into the overall building design. 6tactng hKgcalod Is to ptovent bucicting of ht<1NkWctl truss web aid/or chard members only. Additional temporary and permanent bractnO WOW It c hojo tec9tred lot stability cord to fxovent colkilAe with possible parsor" May and pioptsrty ckenoge. rot general guicknce tegad i g 8a Icaxlcalk)m stoago• delivery, erecllon old btacing of husses anti truss systems seeANSI/IPI I Quality Criteria, DSB-89 and SCSI 8ullding Component 6904 Parks East Blvd. Safety Infonmation available (tom true Role Institute. 218 N. Lao Shoal. Sulto 312. AlexonWa, VA 22314. Tampa, fL 33610 Job Truss type ry P y T107g032t TBOteg RfOt IrussfratTruas t 2 Job Reference o Gone tludwm restsoutce. Tampa. rrom t;iry, rasa yea LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-19= 330(F=-96), 19-20=-156(F=-96), 10-20=-60, 11.16— 20 Concentrated Loads (Ib) Vert: 20=-e45 r wu s Apr iv zuio mrreR mauamea, ux. men Apf w r• zo:vo" r rage z ID:ZI7yacff3rgf5yObDEG68uz01 116-SHC7m68zutsrMgoOxzy(VjOEJjNW ixt2ROFMt6zUPOr 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7479 rev. IM3,2015 BEFORE USE. Dion valid for use only vAth Mllek®connoctom. Ms design Is bored oNy upon paiamelon shown. and is for an Individual b uldiry component. nor a truss system. Below use. the txAdkV dedUrter must vedfy the aiX t ablity of design Ixframetors and properly Incorl"ate Ink design into the ovorall building design. erachg irwicated is to prevent twcMIng of kxgvkW truss web and/« talctwrdmembersorgy. Adtlllortemporary and posmaxtnt ttraclrtg MOW Is always reythed to stablily taut to rxevetl colcnso wah possible personal k*xy and rxoporly damage. for gefxrtal guidance regacYng Me 6904 Plaice East Blvd Iaxicalloixstorage. delivery. otocrbn and brachV or trusses and Inns systems, seeANSI/rPi I Quality Cdtefia, OSS-89 and SCSI SulWing Component Tampa, fL 33610 SafelyInformationavailablefromtrimPlatotrsstiMo. 218 N. too Suool. Stlte 312. Aloxaxlda. VA 22314. Job Truss Truss Type oly Fill Tt0790322 T80149 RF02 Mal Hip Truss 1 t 733601058 Job Reference (optional) Builders FastSoutce. Tampa. Plant City, Florida 33566 7.640 6 Apr 1v zo16 mif sx industries, inc. aeon Apr ua i4:25:07 2011 rage ID:Z17yaclf3rgf5yObDEG6BuzOUf64UmV S9by_i_gNaVhTulx2KU7hbRv_Cgg7wOzzUPhv 1-0-0 , 7-0-0 10.4-0 13.8-0 IS•10.7 12.2.10 20.8.9 10-0 7-0-0 3 44 3.4-0 2.2.7 2.4.3 2.5-15 1Ox10 MT18H = 3x8 = 2x4 II Scale . 1:38.1 17 11 6x8 = 30 = 30 = 3x4 = 3x6 = 2x4 II US = 2x4 II 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 8CLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.67 BC 0.73 WB 0.74 Matrix) DEFL. in (loc) Vdefl Ud Vert(LL) 0.07 13-14 >999 240 Vert(rL) -0.20 13-14 >795 180 Horz(TL) -0.02 17 rVa n1a PLATES MT20 MT18H Weight: 113 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-1-15 Oc pudins, except 1-4: 20 SP SS end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4.4-7 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 20 SP No.2 3.7.5 REACTIONS. (lb/size) 11=1469/0-4-15, 2=-525/0.8.0, 17=2571/0.11.5 Max Horz 2=291(1-10 8) Max Uplift2=-742(LC 20), 17=-55(LC 5) Max Grav 11=1492(LC 15). 17=2571(LC 1) FORCES. (lb) - Max. CompJMax. 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 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=151t; Cat. II, Exp B; Encl.. GCpf=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 pst bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 742 lb uplift at joint 2 and 55 lb uplift at joint 17. 8)'Seml-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 designtselection 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 L;ontlnuea on a e z A WARNWG . Vediy deefgn parameters and READ NOTES ON THIS ANOWCLUDED AUTEK REFERANCE PAGE 111117473 rev. MVIIM1S BEFORE USE DesW valid for use ordy with MlloWconneetots. R* Ckr prt It Ix]sed ordy tgwn txaamolors shown. and b lot an Individual lxddtrtg component. not o truss system. Before use. the tx&cling designer roust vodry IM c"Xica ally of de*p rmafnelers and txo{wdy Ineogwrate this ebsltdrt Into tM ovordl nuking doslgn. bracing Irtdlcated b to Ixevent lxtcWlrtg of Indlvldttaf trim web and/of Chad mombets only. Additional lamporary and Polmanont txaclrtg M iTek' is always tcxiLb d lot stcttllty tnd to rxevenl collapse wllh poss&Ao petsorxl"aW rxorxMy dnrtage. For gorefal gild nce tegadirV the 6904 Parke East BlvdItrxtcatlofxstorage, "Ivory. election and btactrtg of tnrssos and truss systems. soeANSI/rPI I Quality Cdtedo. DS849 and SCSI Building Component Tanga. FL 33610SafelyIntormallonuvalloblofromItumPlatetrtsllMe. 218 N. Leo Streel. Stlto 312. Alexandria. VA 22314. o fuss I fuss I ype 0ry Tt0790322 780149 RF02 Hall Hip Truss 1 I t 1"","S, Job Reference (optional) Suddam FaalSoutce, Tarpa. Plant Cdy. Fbrida 33566 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 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 1.540 a Apr 1 a ZO 16 M t eK Inauatrtes. Inc. Non Apr O:r 14:Zb:u r Z01 r rage Z IU:ZI7yactf3rgf5yOb0EG6Buz0Uf6-IUmV_S9bty i_gNaVhTulxZKU7hbRv_Cgg7wQZZUPtw O WARNING - Verity dedgn Para WM and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE 11d11-7479 rev. 10003WIS BEFORE USE Design valid rot use only wpm Wok® connoctots. this design Is toaod orgy upon paaneters shown. and is for an IrK9Ndual lxddtng component rat a truss system. Beforo use. the txMd hg designer must verity she cpplleatAlly of design posamelem and properly Incogotate this design Into the overall Ixldng design. Bracing tndlcatod Is to prevent txtcatng of Individual truss wob and/of chard members only. Additional temporary and permanent lxoctng MiTek' Is always togWed of stability and to prevent cdlapso with poss"o personal fluty and property danoge. Foe general guldl nce regarding the 6904 Parka East Blvd. fabrication. storage, delivery, oracllon and biacing of misses and muss systems. soeANSIjlPI I Quality Criteria, DSB-S9 and SCSI Building Component Tanpa. FL 33610SaretyInformationavallartletantruePlatoInstitute, 218 N. too Sheol. Sulto 312. Alexandria. VA 22314. Job Truss rues ype ry Tt0790323 T80149 Vol VALLEY TRUSS 3 t 1,3360"" Job Reference (optional) hunaere 1-aatbource. t anpa. Fran cry. mnaa :ruea 20 i 200 200 200 2-0-0 i.ow a wpr iv zv io IYlli erc mausaiee, mc, man va i:ca.vi cv i ye ID:Zl7yacff3rgf5yObDEG6BuzOUf6-fUmV_S9bty_i_gNaVhTu 1 xZTr7r3R4bCgglwOZzUPtw Scale. 1:7.9 LOADING(psf) SPACING- 2-0.0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.01 3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.13 Ven(TL) 0.01 3 999 180 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 HOfz(TL) 0.00 2 We n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/slze) 1=54/1.10.0, 2=55/Mechanlcaf Max Horz 1=30(LC 12) Max Upliltl=-9(LC 12), 2=-24(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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 Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intenor(i) 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 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.Ops1 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 9 lb uplift at joint 1 and 24 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.' j& WARNING - yeAfy dedgn pMmetat and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE M67473 rev. 160SWIS BEFORE USE DoslWt vdkf tot use arty wtm fAloki8 connector:. 9ts design 1s txwd orty t4= p®amotors shown. cnd k for an inclM Aid lxAdkV component. nor a hnm lsystain. Before me. the ulcilr l doslenot roust verify the cytplk:aMlty of dosig n twianoters caxl rxopody Incog>walo Ifnls design Into It* ovendl lxddhg ®acing k4cated Is to txtcWfng of I ndNldual Inns web raw/ot crnord members only. Addliontl wrnr"ary and Winclnenl txockV MiTek' closlgn. provont Is dlways toctulted hot slatAly and to provent collcgAe vAth possbkr rxnsowA I n ury and property darnogo. Rx genera gu kkinco iegadng Via 6904 Paike Eat Blvdkdxiccitbnstotago, dollveM erection and txachnrl of Ittlsses and toss systems. socANSI/IPI I Quality Cdtedo, DSB-89 and SCSI Building Component Tampa. FL 33610SafetyIMotmananovdlableaomhulaBalaInstlMo. 218 N. Loa Shoot. SUB 312. Alocanci t VA 22314. Job russ ruse ype ty T10700324 T80146 V02 VALLEY TRUSS 3 1 Job Reference (optional) Job Refer tlusaers t-astsoucce. r ampa, Fiord ony. t•tonao s:uaa r wv a P. rrr [v ro our a mauaans, mc. mart r w r:ca:vo — i 9. r ID:Zl7yacf13rg15yObDEG68uzOU16.7gKtBoAEOG6Zbzyn30_7a86eZW A3AX4LvKkTy?zUPty 2.11.1i 4-0-0 2.11.1 1-0.15 2z4 i 2fr4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.08 Ven(LL) 0.00 3 n/r 120 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(rL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(rL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=71/3-11-8, 5=198/3-11-8 Max Horz 1=71(LC 12) Max Upllft5=-76(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Seale • 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0.0 oc purllns. 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=4.2pst; BCDL=60psf; h=2511; Cat. 11; Exp 8: 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 8 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 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint S. 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- Verily dadpn Parameter and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE II117173 rev. IAO320I5 BEFORE USE Design vdkl for use only with 1001okS Conneclom Ms closlgn Is based only upon paranelers stwwn. and Is tot an trWINdIM building component. not a truss system. Were use. the "ding designer must vedly the apFAicc 0lty of ckrAp rxxomelers and lxopely Incorpotato this design Into the ovorcll building design. Bracing Indreolod is to buddi lg of Individual truss web aril/a chard momtois only. Additional tomlotuy and pemanent lxo ing MiTek' rxevonl B ohm" tw4kea le datAfy and 10 rxevonl edtiapse with posd*4 personal "" and porxxty dunnage Fa general gtldcnco togadrtg tta 6904 Pork& East Blvd. fatxlattbn storage. clolNery, erection and txcwJW of trusses and truss systems. seeMSIOPI I Quality Criteria. OSS-69 and SCSI Building Component Tanya, FL 33610SafetyInformationovallatAofromtrussPlatoInstitute. 218 N. too Street. Suite 312. AloKadda. VA 22314. Job TrUSS ruse ype ry, Ply Ti076032S T80149 V03 V4tley Truss t 1 113360106, Job Reference hone Buddew Flrstsoucce. Tarrpa. Plent Gay, Flodde 33566 76409 Apr 1 V Z015 MI I ex MOUpttaa. InC. Mon APt e3 14'25 as ZU1 r Vaga 1 ID:217yacff3rgf5yObDEG68uz0Uf6.7gK18oAEOG6Zbzyn30_7a861K W 9vAXgLvKkTy?zUPty 2-" 4-0-0 2-0-0 2-0-0 3x4 = 2 20 i 010a8 4.0.0 n.O.A 3.11.8 2x4 Scale . 1:7.8 1 0 Plate Offsets (XY)-- f2:0.2-O.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Vert(rL) n/a - n/a 999 8CLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 10lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=110/3-11-0, 3=110/3.11.0 Max Horz 1=13(LC 12) Max Uplift s=-24(LC 12), 3=-24(LC 13) FORCES. (lb) - 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 purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 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 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 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 24 lb uplift at joint I and 24 lb uplift at joint 3. 7)'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vedly derdgn parnamen and READ NOTES ON THIS ANO INCLUDED MREK REFERANCE PAGE Mil. 7473 rev. I&WW19 BEFORE USE. DesW valid lot use only with Mrtoll® connec lots. Inls doslgn 6 based only upon paranelers shown. and Is for an indivi 1d txAding Cernporlorlt, not a truss system. Before use. the txAdng designer must vedfy the afolcutAfry of cosign pxaanotots aril pxopedy IncoOorato 0* design Into the overall building design. Bracing trldicafed Is to prevent txtcklhlg of Inalvialu l hiss web aril/a chard moinlxns only. ACIcltloral tem"ary and permanent txoctrlg MOW Is always recpAod la slatAfty and to rxeveni collarne YAM rossl le personal"avJ Ixorony darlctge. For general gulcknco «Varding the 6904 Parka East Blvd. KAxlcatkxL staago, delivery. erection aril txcictrlg of trusses and miss systems. sooANst/1PI I Quality Criteria. DSB-69 and SCSI bulldfrsg Component Tar pa. FL 33610SafetyInformationavallcMfromtrussRatefrullMo. 216 N. Lee Shoot. Salto 312. Alexandria, VA 22314. Job cuss Truss Type 0ry ply r1079O326 780149 VO4 valley Truss t 1I 1733601062JobReference (optional) Budder FrrstSoutce, Tar pa, Plant Cdy, Florida 33566 7 640 s Apt 19 2016 m1ek industries. Inc. kson Apt 03 14:25:09 eon rove 1 ID:Zl7yacf13rgf5yObDEG6BuzOUf6-bsuFOSBsBaEOD7Xzc6VM6MepkwW 1V_gV7_000RzUPtu 3.3.12 6.7-0 3.3.12 3.3.12 2x4 i 2xa 11 4x6 = 2x4 Scale . 1:13.S 0 3.3.4 13.3.12 LOADING(psf) 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) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.12 Vert(TL) We n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 20 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=107/6.6.8, 3=107/6.6.8, 4=208/6-6-8 Max Horz i=26(LC 16) Max Uplittt— 38(LC 12), 3=-43(LC 13), 4— 18(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. 11; 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 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 20.0psf 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 38 lb uplift at joint 1, 43 lb uplift at joint 3 and 18lb 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.' 0 WARNING • vedry dadyn panur ers and READ NOTES ON THIS AND INCLUDED NrrEX REFERANCE PAGE NQ7473 rev. 1000MIS BEFORE USE. Design vdld for Usti only with tAfek* connectors. fait deAln Is brood only upon pciamoters shown, and It for an kxf Wdxd "ding component. 001, a truss system. Were use. the txllcing designer must verify Itto c"Alcobilly of design porcimelors cnd fxoperly Irwotporale tit6 deslgn Into the overall txAc&V design. tracing Indicated Is to bucaing of IndMrrixl truss wob and/oi c"cl members only. Addhortcd lempotary and rormanent Ixactrtg M iTek' prevent Is always iect lted lap skstAlly and to pxevertl collapse wllh possible px:rsorv! Injury arVJ property ckinago. For gonatcd gukkme rogardng the lcllxlcallm dotage, doltvory, orecllon and brocho of tnrsses Alta trim systems, seeANSI/rPI I Quality Criteria, 0$849 and BCSI Building Component 6904 Parke East Blvd Safety Information avdlablo from truss Plate ImIlMe. 218 N. too stool. Sulto 312. Arexaricift VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/ 1dr For 4 x 2 orientation, locate plates 0-'A,? 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. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6.4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR 1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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 W1 0 MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design boding 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 oil other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint bcOtlons ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIAPI 1. 8. Unless otherwise rioted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated. or green lumber. 10. Comber is o nan-structurol consideration 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 shall be of the species and size, and in oil respects. equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 It. spacing. or less. If no ceiling is Installed, unless otherwise noted. I S. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Instal and lood 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 of portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 0-01%1-00k Ou_nD_no w%//f% 1 Vjl ti Q-CIA-act i s 1=!1': e7 i_1!1': n i6 w..-w_-w I D 1 1 411 I I i I i I E ww li ww_w..v wo._ v wo..ww-w-wow.w l wow.rwow_w. ww_w.ww-w..w_w.rwo,u_w-• w_i._ww w-w_w.ww w w_...w T_w_ r J16 fl J17 JIB J19 JII JII JIB J09 Joe DEARW6 HE16HT 5GHEDULE RECORD COPY 20.-3/4- 0 I I Hanger List H1 HTU26 H2 THA422 NOTE5: 1) REFER TO HD 91(RE(OMMEADATIONS FOR HANDLW6 D61ALLATWN AND TEWORARY DRACW6 ) REFER TO EN61NEERED DRAWUV(fi FOR PERMANENT DRgft REARRED. Z) ALL TRUSSES (MUIUM TRUES UNDER VALLEY FRAMN) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V1p3 FOR ALTERNATE DRACW6 REQtIIREMENTS 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DUH.DER. 4.) ALL TRUES ARE WANED FOR 7 oc MA%IMII.I WAUN6. L111LE% OTHERWISE NOTED. 5) ALL WALLS 5HOWN ON PLACEMEM PAW ARE (ONSDEREO TO DE LOAD DEARIN& UNLE55 OTHERWISE NOTED 6) 5Y42 TRUSSES K6T 6E WALLED WITH THE TOP 6EW6 UP. 7) ALL ROOF TRU% HANGERS TO DE SIMPSON HTW6 UNLESS OTHERWISE NOTED ALL FLOOR TW% KAMER, TO DE SWSON THA471 ME% OTHERWISE NOTED, 6) DEAMINEADERILINTEL (FOR) TO DE FUR415HED OY WILDER. 5HOP DRAWING APPROVAL TITS LAYOUT 15 THE SOLE SOIRCE FOR FADRICATION OF TR1 KS AND VMS All PREVIOUS ARCIRTECIIRAL OR OTHER I/vo TRW%LAYOUTS REVIEW AM APPROVALOTnos LAYOWWST DE RECEIVED WORE ANY TaFfAS ILL DE DULY VERIFY ALL OTDITI 6 TO WARE A6AMT GEMLE5 THAT IRLL RESILI g r ORD W EXTRA (HAME5 TO YOU A, Z Vyu nl OYMaI Wu CFPAR hu Builders FirstSource Orlando PHONE. 407.851.2100 FAX 407.851-7111 Plant City PHONE 613.759.5951 FAX:813-752.1532 Taylor Morrison T: Darlington C L LP/HSS Lot xx OUR- 11- 20-15 Rick 1 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form GPermit # 7— 3 # 17- 19 13ProjectLocationAddress: 448 Red Rose Lane.Lot 149 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.floridabuildinQ.orQ. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofina 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 Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-RS Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 w. art I 6t1G n•raR 1@. I I 71 I I , I 1 AFRC I i ovtwr I 1 rM tat Tr I TJ ar/ rwyga ammo AITG6 — — — I I ,h1A4TElt5UITI? I a11Btu1rgeA ttlR I nnaArlwn I arEeoon+w I r - - - -I r---1 1 rivr4c I Iww•a 1 1 w/e1 Ireaas &! I pity I I L---J L --- J VV rat 1.1• 1J' 1aa• a 600- ,1 r ro •r 1 FAMILY ROOM 1 YOLN1( lw DINING 1w-G W- 7-StoPr 1 t•-.• rtaT QC 1 TEAR IT•a• tc—Ld I I OBiA 1 U-11 IWAX00A 19'lalli I 1 p t!£!ai AIVl W GOr tl 1 El 1lI00 J...Aa•6 I Tf TJ• . Q 1 E aA Ipy 1 1 08 rl VFW IU1101 n.r >f a..wtolee`, M. BATH roA J A I a FAA I e4l r-------- IQTCHEN l i S r-: rT•ar ns 1 11 I 1P1RR I11I GVAM. 1 E 113 11 ••-: r,r. HT al u x nE aSolt 8I f brf i / OQ.r0I x Irpl•i' art cplam e1 n"T Rar QC._ Ou DIEN ENTRY I aloof. VIR. pm 1 11•-.•.10'-6• ,•_: •tT r11. 1 Tr T•r ,'-.• rut a0 %m llu r I twee ad E Pon W% YOF 1 / \ - -----J Vr.u91— ltU1a — wwvw me .LLarl Da{IN4•Yt0.'GA trEsrQl 60 Ed YOU 7.91RalrWO SM AR 4Gtt t ar•ut. 4 r m2mram 6tm II1N mush l AYtI grlM omt c tEtFran1aaaaa TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 4 w 1 n I 3r I sr T VN=V uuours W US+ 19333u AST 32S1 ui 3Y 05 w3354 13511 3354 8 51' A St w 34 91 3154 a so 63' bS1 wBSa AS11 3554 Z 11' 3 16511 w36514 16511 36SF ocvEtuT7AS0,'FrtgJTTt•BFOR .4!WMIA IyT WOW 50 AV MTatla IN.' T Wr FER KOUACILEi t30 S=U CATI S O ZFBiR TO -LOOK R 4 FOR SME 01 0= t6. Yi.E Wr65-KCA%'K,- C".(KRXED MASS. F61 At rvrlm m AO1Ef0E 0% w$ Aa 0MT T64 OI0 rter6Lt • sa OCa rtOttl raft 1p OtFr w rpllur 1ttOt nA orwAtt tfAEPDE rat ` TJ' O W rs ToarAnawr Wr as.. rtllno. rrar m.. a•. a10 tv. ruteoettnErrauc m. m.1m tvt w4' VB.vtlWlOvr 0 oftum w t TTo. 0 2 Z 7 00 0 n 0 ° C i H 00 G V 0 1, ATatFtl; Ili 1D 0 MAIN A1WEu.. J FLOOR IchlSF. UPPER UPPER FLOOR 015 5F. TOTAL LIvm 2s825F. GGRAGE 4555F. • LAVAI 13t 5F. ru+ aao• rt.r wlrs ENTRY 116F. WIN $ 0. FT 12415F. MAIN FLOOR PLAN NOTES GARAGE RIGHT 2AI 4!v 5 Qv 1 \ Ni 1 1 L I 1 1 I I I w tOOM 2 r-a• FLAT ac. s a YYrE uu .Yt I.lal.M aia•PUNtorimcSam Z.. anaaJ 0" i P Y rorl.00 tauu u eca+ ram. r• oa 1 I ILi1GY1 1 a rI Bariz m IQO x • an memo" v nYe\ru gg eanl 8Sll r, IOFT o• a.r nc 7t I 1 I II BEDROOM 3 4u'-c•.n•-o' I r-a• Mr cLz 1 1 I 14" I an o+v4 ra I F. I I a I I rBEDROOM 4 n.r at. I RAT-M 0—au CLUR Cf'EFm IEU45 it F OlEIlr0l.fl\Y6E as a9.66 gPER4lE Door euwlara.F arw Fort eaF x cpot l oavFaaaaaclaK•Raa. Q;I..00AS anCFXS R 61IVwaNF4%muf t RIT2Mm FEaCp1YYraFEUOf! larfitD 'F..iRL slumar!(nalt NraElGacreaY1Ytara$pE a a . roe oretta lnoe uce svQv*rA afuulo YY. a FOtla x rw•.ceaorretrYGY • n mlwriwYw co 7 A 1,! 00 fa5.E r ti§ ArWfC• IATa r.a • eu nt.rer r.a n IS[7 a1-NQl t+Y. J W 0 n Y 0z m0z cn TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS Ta 1 14- 1 w• W wINMYCALL* s 70 WF(L ION, 70bf4 100ML 7< 1610FG 10>FF4 Wrf. 400'a a{ ils' 0b SW I070 SJ bb Sa k10 5Y I t' 10[O SH 10 ki 54 3w V 4w &4 3 60' no V W V 760 I 40V I V• Nee se I IOSO su I bso SA 4060 5M Inc GG vq r•.wX4 OFOQCA FM AU VVft VlOQ990410WTALLM CIATV4WFM MMWACURER AO sPECi1G1IVA Z FE R 10 R)MR FL4610R SITU 6Vm0! IUD ( 5V. AEMG -SR CA5EE1,'1- CK OR MD GL456• F W Iai 0 O T O J OaL r 2585 u tr....... Frtw.Y tuck uo laFoe aaf oars srcr mwr Yr.ca w+u. now n4•. vm IggGF • Fa ®.aa. neu - UPPER FLOOR PLAN NOTES Bi 1L . le . it 1 GARAGERIGHTID Florida Building Code Online Page 1 of 3 Business & Professional Regulation h PO&Owwtj am Norm I Lao in I user rteOW*twn S tort rawer I SubnR surcnoroo ! saes & F&M I Fuaaan Ona I FaC Sawn I aerS StO Mso I Chia I Scarce I Bus n8 // Product Approval U=a. Pro.1essiQ, Ptek uw Regulation eiomalltaisl'' AyWiwgm tJuall' FL d 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, ON 43517 419) 298-1740 rickwOrwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgeonsultants.com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. IOng, P.E. p Validation Checldlst - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM ©30 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app dti.aspx?param=wGEVXQwtDgv3yVVKIZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 1S225.5-89 (WO Door Products) and INST IS225-68M (6-8 Door Products Direct to Masonry) for Installation Instructlons. N6te'- Glazing Shali 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 5LiS225 'C' CeC 15»S a NAMI Cert&odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports 15225.6 f. 'Premium Series', 'Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Serles" and 'Benchmark by With and without Sidelites. Inswing and OutswingI*Therma-Tru" with Transoms Limits of Use Approved.for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistants No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (810 Door Products) for Installation instructions. Note - Glazing Shall comply with ASTM E1300-04) EN Certification Agency Certificate M as"»c 'nor r C 1922S.641AN1'tittCodf; Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions .. Ft IS22S R3 L INST 1±35.6-68.odf ra = R3 it INS( IS225."0.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created Party: Yes The State of Florida Is on AAfeeO employer. t e., ,i im'-20,1 :: :: Refund Statement Under Florida taw, emall addresses are public records: If you do not want your o-nMl aMmn refeasee in nesporae to a puMlcRoords request, do not sad electronic map in Mls an". trtstwd, conttict the aroa Ov phone or by b addionsl mail. If you have any cuestlona, pleas dread $514137.139S. 'Pursuant to Sedslon eSS.27S(1), floras Stahl el. efreol+e October 1. 2012. kenseos (lensed under chapter 4SS. F.S. must pmlde the Department with an email address If they Maw one. The emaRs proAded may be used tar official communication with the licensee. Howem small addresses are public record. V you 40 not wish to suppM a personal address, please provae tie Deparbnent with an WWI addma which n made be available to Me publl. To determine U you are a licensee under Product Approval Amepta: e Credit S.AVE https://www.floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 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 Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification babel 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 to "It. a...... — 1o•01-ew11140t KW Th! Ainer4i4n'NaNenet Standards institute (-ANSI). NAMrs Certined rronuct LAsttn .at. nn a ranHER Gland IWIMM931....,....---- Design Missile Test Report NumberInswing Configuration or or Maximum Pressure Impact Outswifte O s ue Size PodNez Rated Comments X I/S Opaque 3'0" x 6'8"' 67/-67 No ETC-01-741-10703.0/L-2097n TF-253F Single X O/S Opaque 3'0" x 698" 67/.67 No ETC-01-741-10703.0/L-2097/ITF-254F Single XX I/S Opaque 6'0" x 6'8" 40/ -40 No ETC-01-741-10703.0/L-2097I TF-253F Standard Aluminum AstYa al . Double XX O/S Opaque 6'0" x 6'8" 40/40 No ETG01-741-10703.0/L-2097=-254F Standard Aluminum Astragal Double XX US Opaque 6'0" z 6'8" 47/-47 No ETC-01-741'-10703.0/L-2097MrF-253F Coastal Aluminum Astragal .. Double XX O/S Opaque 690" x 618" 47/47 No ETC-01-741-10703.0/L=2097=F-254F Coastal Aluminum Astm al Double OXO/OX/XO US Opaque Door 5'4" x 6'8" 40%40 No ETC-01-741-10593.0/L-2097/TTF-253F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.OM2097/iTF-2S4F Sin le w/Sidelites _ OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097I1-fF-253F Double w/Sidelites- Glazed Sidelites Standard -Aluminum Astragal OXXO O/S Opaque Door 894" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097=F-254F Double w/Sidelites Glazed Sidelites* Standard Aluminum Astragal _ OXXO US Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.OM2097=-253F w/Sidelites_ Glazed Sidelites I Coastal.Aluminum As al Double OXXO O/S Opaque Door 8'4" x 6'8" ' 47/-47 No ETC-01-741-10593.0/L-2097/ITF-2S4F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, LncJ4794 veorgc WuSulugaatn a..cauuaaaa ... ...o., •-- Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma•Tru Corporation Certification No.: N1005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClamie/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as desMbed 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 tf ' NAA Certificedon m is accredited b The'Ameiieso National Standards Institute ANSINAMI's Certified Product iListinati ca n. M. Design Missile Tat Report NumberInswing' Glazed Configuration or or Maximum Pressure Impact Outswine O s oe Size Pos/Net Rated Comments X I/S Opaque, i 310"x 6'8" 67/-67 No ETC-01-741-10702.0/LM2096/1TF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0M2096/ITF25IF Single XX US Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0M2096/i-PF252F Standard Aluminum Astragal. _ Double XX O/S Opaque 610"x 6'8" 40/ -40 No ETC-01-741-10702.0M2096/ITF251F Standard Aluminum Astragal Double XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0M2151/iTF252F Coastal Aluminum Astragal . Double XX O/S Opaque 6'0"x 6'8" 551--55 No ETC-01-741-11008.0/L-2151MF251F Coastal Aluminum Astragal . Double OXO/OX/XO US Opaque Door 5'4" x 6'8" 40/ 40 No ETC-01-74t•11008.0/1r2151/ITF252F Sin le w/Sidelites ._ OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/ 40 No ETC-01-741-1 1008.0/L-215 IMF251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/ITF252F Double w/Sidelites Glazed Sidelites I Standard Aluminum Astragal OXXO O/S Opaque Door 814"x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/iW251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO, US Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215InTF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4"x 698" 55/-55 No ETC-01-741-11008.0/L-2151/iTF'251F Double w/Sidelites.- - Glazed Sidelites Coastal Aluminum As National Accreditation & management insatute, tnc.i 91— vwrgc .. oamu6wu nac...v.. d -a Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: s 4• 4• 1 I 4• " 4' 4• I 1,it I I I• j MUWON MULLION SHOWN lips MASONRY ;4 11 SHOWN FOR MASONRY. 4• ' 1 11 REFERENCER I I $ OpENING TYP. HEAD OPENING TMp. 11 REFERENCE OPENING T/P; 1I JAMBS HEADII HEAD" JAMBS tY JAMBS I1 V a a . I 2X BUCK ' t j II 2X BUCK' it II I 2x BUCK V I I I I MULLIONnp of 11 SHOWN FOR I 1 c C? p I REFERENCE I I 11iI IIIql c I I ' SINGL ODOR. IUCK HOR 41NGLF W/S D BUCK ANCHORING SINGLE W/SIDELrTES L1L1CK ANCHORING e J ,- 8 i: 1 1 1 I p MASONRY II` SHOWNNFOR II 1 JJIpMULLION FOR J' I OPENING TIP. HEAD JAMBS I ASTRAGAL TYP..II REFERENCE HEAD 1 REFERENCE II 1 SHOWN FOR R JAMBS 1. euetmin. S.G.k0m. 2X BUCK REFERENCE 1' II1• BUCK It conlcu> ie,wcNaErmo-s 1 I I A TRAGAL I I mI. orx reis aacitot n o u o1 the corners nW be o*nted to Mahtch the min. p R" SHOWN Fortefl0sa11ttliOerotnortail 2 Ceelasteair<Aorletatlo!e rated ae 7w X ON CB116i Inet be acRated b 1 C I I 1 REFERENCE I trwidaM the Oh eeprettannlematorlebl; otidllotedowlaerovKhm rroyarootAedroe"the U1L11EkdGnan+fonuenotoxoeseed. ONCB .. concrete anchor lobw 1• AlVaOR' A46hM MaAGWW1VQ1. M tb A , .__ lIff log y$ fARBEpNCNf 1/T I.1/4 T r fAICONe 1/f 1-1/f 1' T UMAC011 i p . 7.77-1777 • II II DOUBLE DOOR hO 1Al E W/SIDELRES gI CK ANCHORING MASONRY OPENING BUCK ANCHORING VAIE 11i g on ru{ e 15225.5-68 e 4 S. L!l 1 3• 2' SEE NOTE 31 ' SHEET 3 1 SEE DEAIL 73' 1 ASTRAGAL-4 MUWONJ SHOWN FOR 1 SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 r d. 1 16 5 0 5' C, NEW C'-:C_ IN PAIRS 30,Csa A' f 3• it r .T' 3 4 -'I 6 N' I i A W 2X BUCKSTALLATION r I SEE DETAIL 7' 1 yy/2X BUCK A B BUCKXAH W ' NSTAUATION CKINSTALLATION a H All A N IAUAT1ON IIYP. 1< JAMBS iv SHOWN' FOR REFERENCE NEAR. 4 I JM BS ti ONLY 1 j 1 SEE DETAIL -4- 0 1 SEE DETAIL o \ h + N ci 5 r A. VIEW A'— A, VIEW 'E•_ scam x/ ammn em"wro 176R?mq ao. pa I1w. DOUBLE WO R soora m ooae ues ooremraae) W/2X BUCK 2. INSTALLATION W/1X BUCK ', ' INSTALLATION 12 1 4' C W/2X BUCK 3 . Item DESCRIPTION A' 1 x =1 2 D ' g: 1 1 D I x 4 Hine to rome JSTEEL 3 10x ' 2 'G. "P ' WOOD SCREW - x_2 .— R STEEL 4 1' 2-3/4- PFH ELCO OR IIW CONCRETE SCREW t I 1 4, z 1-J 4 ITW N yr REW 1 4 is 1-3/4- R ITW PNSCREW "' 3416 x' J-1 4 fTYV PFFI CONCRET SCR S S 1 1 4 x 3-1 4 PFH CONCRETE SCREW 13 301 MASONR HOLLOWBLOCK ICONN. FDRMINEG TO ASTMCONFORMC90 NG TO ACI CONCRETE 16 4 X 2-1/4- PFH ITW CONCRETE -SCREW HERO REL UGAR PINESG >> O.J D 21 3 4 THK. PRESSURE TREATED SIOELITE PAD 30 2 X t X 25 G& ULU FASTENER INSTALLATION. 1 U W/1X BUCK 11 DETAIL. 'IINSTALLATION DETAIL 3' ATTACH ASTRAGAL THROW BOLT B ' STRIKE DATE TO FRAME AS SHOWN. 1C. 1 . DEJ aL * 4' N.T.S. m ix m LFSw m d a 15225.5- 88 c e ar C INTERIOR EXTERIOR LMa- DMOR IMMIOR INFERIOR oil eg INFERIOR EXTERIOR 2i 43wNVmm6ki cadit iEcabg 11 1 EXTERIORMAI CROSS SECnOM ME 4 MASONRY 7 OPENING TYp HEAD JAMBS 2X BUCK . o, SINGLE DOOR AlirK ANCHORING I I auLUON fin. •a MASONRY- 1' 1.1 :SHOWN FOR, MASONRY OPENING : 7wD 11. : REFERENCE OPENING H; 4EAD. I 1 ,1/ry 1 ``` { i ec J+wes, do JAMBS t l = 3 II II II 11 s e 2% BUCK ; ` MULLION • i, I vn • SHOWN FOR I ( I I REFERENCE , I III 2x BUCK 11 j j I I II J II II u SINGLE W/SIDELITE SIN • F W/SIDEUTES m e r • BUCK ANCHORING MASONRY OPENING 2X BUCK 1. N9f b3relc rNn S.c.:O.Ss CONCREIEANCNORNorm 1. Canaeb onel3or toeaMont of Mw cameo moy Eo oc/3ated ro mdnfalt Ow min. kips dManoe b mottm joi3b. _ 2 edio nw b arlGi3ot gwmh dManee 10 matmpM o061Wed conaofe ond3ws may be roquiod to eroue tlw •MAX. ON CINMr dinwndon ate not dwoodod. 3. Conuetaonchwtable: - ANCHOR ANCHOR f04 AM CiVIAMUCI 1PSA61t1,CstNJ iYitE tt>Z try _ ANtKG TA f a I/P I.Ve i r c LLLO'. I/1' I•I/f 1' r u 4w 8 14• IC 1 I t 8w 1 1 ". +•.V ::.1st% 8 1 p~ 1' I' `-MULLION4IISHOWN FOR 0 MULLION TYP.. HEAD Q 11 P., I I REFERENCE 1 SHOWN FOR I'I 1 REFERENCE IJAMBSASTRAGALHEAD SHOWN FOR JAMS 1 REFERENCE 1 11 0 II ASTRAGAL I1: 1• 2X it SHOWN FOR I I• BUCK 11 it 0 REFERENCE 1 II w+ Cl co c r3ae t t2'; 9soonN.T.S. it' V4 m: JK CHL an LFS r DOUBLE W/SIDELITES woom FL-15225.5-110DOUBLEDOORMrsONRy 0 BUCK ANCHORING OPENING BUCK ANCHORING a e O 1. D SEE DETAIL '3• nl :A I SEE NOTE 3 D IIIpSHEET31: 9 D MULLIDNY SHOWN FOR REFERENCE ASTRA4AL:'D SHOWN FOR REFERENCE D ONLY D 1 a 16 18 .e 18 1 1 iq 5 III 0' Q C• .E. VIEW C'-'C' noual F DOOR W/SIDELLiES IoS12AUAI, w/tx SUCH TYR HEAD k JAM83 SEE DETAIL 4' in Wn 4- Item A DESCRIPTION 10 x, -I 2 PFH S EW - -- Moteriol STEEL B 1 1 P 1 10- x 4 S n e to rome STEEL 4 5 2-3/4- PM ELCO DR CON ETE SCREW 1-J 4 TTW PFH-CONCRETE SCREW3-3 4. PFH COSCREWp14x3-1 4 ITW PFH CONCRETE SCREW - 1 4 TTW PFH CONC S R MSTEEL13 Y - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW -BLOCK CONFORMING TO.ASTM C90 ETE 1 4 X 2-1 4 P RW CONCRETE SCREWHEi1DERJAMBPINE > e . 0.4 w0 Dg3jA* 3 4 THK. PRESSURE TREATED SIDELITE PAD X 1' X 25 GA. CORRUGATED FASTENER WOOD TEEk SEE DETAIL,1. D•A 3' 1 w lx evbi oALlATIDII •. i'TYP. HEAD & JAMBS ASTRAJ _ SHOWN FOR _ REFERENCE D ONLY . D. 18 IB tic y. SEE OETAIL e , 1. C4 c; or_ c7 n 4 VIEW fA..M 1101 ]ID (M• .Yl son[ TO OOOR Alm ODM4CitlM 0 DETAIL 3' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. 1, INTE Ott• • ;t•, v - p ll _ '• ZZl• EXTERIOR 4 INTERIOR r INTERIOR EXTERIOR ''rrr IJit 1 \•```` o . 21 3NVtWCAl CROU if MON. t EXTERIOR INTERIOR 46N MnCROSS'SECiTON'' 6. cvuquo n Aloe c T.C. Je INTERIOR INTERIOR EXTERIOR EXTERIOR IWERIOR M. 112RIZO • SECHON ®#PWONTAL • .1L • I ERIOR I ji/./• / LT ccnf Jon ' qLqaqm EXTERIORXTERIOR il • •Sl• Q •• • • r_ s D . WAD Sp' P 44/1'rmW MULLION . SHOWN foR 64/Iewn O H CEU0. VIEW Y"•SINGIE DOOR W/SIDEUM r in Oin.. gl.i C o SEE DFfAILY' VIEW "E"-*r VIEW "W-'D" oKlw 10"llo o.of me ea,eo mar he 0d01ed to moMtdn Ms mf,. edge ltenoe'b maAdrldnh• 2 CaneSete otKhalocoti oro noted a AHAlc. Cw C6Nf I"mwt be aciJustc+d to mdntotn the mft edge dMorce fomOrW 10 "odc6lfaid eonaefe and= ffM be roquled to emus U.e 1w+7c ON CHJiri C&"n+bn am not exaiaded a Conaefeon W' 'h *: AAOC_" ANCNDR • A/QL II MA;O I1Y' MUt; • _ ib AgJACHEIfI 1YAa J• EMBEbiSBr11 FAN! T 1/• 1.1/f' ULiRStCON IMf . jn• 4' AtSNOWN A> fMOWN SIDliJIF WOTB: I. iha to B dheet set Into MOpmb vnlh (12) e8 x 2' Pth• wood • i71ero ore (q of each ve kedpmb, from the top down at 13.5; 31 , A&r 6 dB. there are (2) of Me header of 4" from the oxhide cornets of the fame. PWD are M of Me SR P fom the outride canes• IBfHFAD 11' P.6IHEAD p / ICNFAD MULLION SHOWN FOR n RBEIBCIE d- 9/1S1M lir. ® JAMBS 44/ 1d•1MAB . N SEE l7iT 161- n TI' • b swffIIIiIfR+ 1 D.. 6 TAIL 01 ally Standard 26 0 IRUW M en JK Mtn I.FS WAR" ou FL- 15225-68M i R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. [lox 230 Valrieo. FL 33595 Phone $13.659.9197 Florida 6oud of Profeniorail Engineer Certificate orAulltorization No. 9813 Product Sub Category Manufacturer Product Name Cate o - Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior SwingSwinging 118 Industrial Dr 6*8 Single & Double Opaque or Glazed Panels w16 w/o Sidefites ! Doors ' Exterior Door Edgerton, OH 43517 Inswing I OutswingAssembliesDo Phone 419198.1.740 _ Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 8 Lyndon F. Schmidt, P.E. (System ID r 1998) for Thera Tru Corporation, based on Rule Chapter No. 81G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not 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 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the 'High Velocity Hurricane Zone'. See the Codification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as fisted 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. A0 other fastener types to be Installed following fastener manufacturers 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-15225.5-68. 5. Where shims are used, they must be a "rigid / sW 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 specific jobs in accordance with the governing code. 7. Site conditions that deviate (tom the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1; Idist'Rewd No. Teat Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886412I E1996-02 Z Orawlna No. Pro red by No. FL-15225.5.68 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared_ m Anchoring RW Building Consultants. Inc. (CA #9813) Shoot 1 of 1 jastln I.abortatory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt. P.E. Started B'Selaled by Lyndon F. Schmidt, P.E. Shmed'I Sealed by. Lyndon F. Schmidt, P.E. r a ' Lyndon F. Schmidt, P.E. FL PE No. 43409 202015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. nos 230 Valrieo. FL 33595 Phone a 13.659.9197 . Florida Bond of Professional Engineers Certificate of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Swinging Thermo Tru Corporation 618 Single & Double Opaque of Glazed Exterior Exterior Door 1181nduatriel Dr Doors w/ 3 w/o Sidelites Doors Assemblies Edgerton, OH 43517 O t"4ng Phone 419.298.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc. 8 Lyndon F. Schmidt, P.E. (System 10 N 1998) for Therma Tru Corporation, based on Rule Chapter No. 6143120-3, Method 1A of the State 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. Umitaffons: 1. -Thb•product enchdit has been tloi'reioped in•coinpilance with fha,$th EdiV" (2014) Florida BifIM9'Code.(F13C) ctruchiral requirements excluding ihe:'l" Velool Hurdone•Zoi a". See the CeAttkaUOn Agenry-CerWieate•fo?sizes, sped kations and design pressure rid*.* 2. Product•anehors shag be as listed end.spaced as shown oo de .'Anchor embedment to base material sfien be beyond Wall dressing, stucco, foam, brick and other wan coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no Instance shag they be less than shown In drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / sUfr' materiel that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-1522548M shall be determined by others for specific Jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drewing FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1: Test Report No. Tent Standard TEL 01460145 ASTM E330-02 / El886-021 El996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Drawing No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Preoared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Tistina Laboiatory Testing Evaluation Lab. ETC Laboratories Signed Lyndon F. Schmidt. P.E. Joseph L. Dolden, P.E. Signed It Seated Lyndon F. Schmidt, P.E. Slansd i•Sested_br Lyndon F'.'Schmidt, P.E. tY D % STA.Te OF :tt/z. N • • .yam G N P- ;` rr rtlN Lyndon F.Schmidt, P.E. FL PE No. 43409 2/612015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE OESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAN.ING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE 4ESDONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS, 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM, SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1 0 00 NOT REWIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHHANC HEIGHT. iO. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUF.IC1EKT LENGTH O 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 0_T,iLS. 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). 0. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 1/8" THICK MINIMUM TABLE OF CONTENTS LEET NO. OES"RIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS Rm"Is oswlvmll ux APPMVI D ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 RA. RODEO FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L 13 2— l S C SIGNED: 1012712015 MI WINDOWS LLC LAKESIDE PARK WA FLOWER MOUND, TX 75028 0SERIES430/440 XIX SGO I43' x 96' REINFORCED t6 i1 b7 k5NOTESp TAT OF C OAF• ZORLVP• MAWIC- owc Ito an 08 130E D a/S ONA 11 G`\ rz swc rNTS02/23/09 9 V. 6' MAX - 1 1 6" MAX L 7' MAX O.C. 96" T- MAX FRAME HEIGHT i1 L 6" MAX 143' MAX FRAME WDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RA77MG IMPACT RA77NO t40.0PSF NONE SEE CHARTS 01 AND 02 FOR OTHER UNITS RATINGS RNKION! REV I oEst-prow I MR APNIOOM A ADDEO CFARTS 03/06/12 R L- 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADOEO FIANCE INSTALIATIOAS 12/06/13 R.L. 6" MAX CHART61 0 REVISEO INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE COTE 9 SHEET I D n pressure chart (pso Frame Panel and Total Frame VVd01(n) HsigM 30.0 3&0 42A 47.7 0) 90.00 108.00 12SAO 143.00 Pot I Keg Pas I Nag Pos Meg Pos Keg 11" 40.0 60.0 40.0 57.9 40.0 0 40.0 4&0 68.0 40.0 1 60,0 1 40.0 1 54,6 40.0 48.9 40.0 a5.0 920 40.0 1 59.5 1 40.0 1 51.7 40.0 1 40. 423 96.0 40.0 1 55.0 1 40.0 1 49.0 40.0 43.7 40.0 40,0 CHAAT a WHERE WATER INFR.TRATION RESISTANCE IS NOTREQUIRED SEE VOTE 9 SHEET 1 Design pressure chart (pso Srgb Panel and Toni Frame 1101h (In) Hai" J0. 0 3" 420 47.7 iftO moo 108.00 126.00 143.00 Pos Neg Poe Meg Poe Keg Pos Nag 80. 0 60.0 57.9 57.9 52.0 52.0 48.0 48.0 60. 0 60.0 5c 6 48. 4d9 4.0 45.0 58. 6 09.6 01. 1. 46.1 46.1 42.3 42. 66. 5 1 56.8 1 49.0 1 49.0 43. 43.7 40.0 40.0 ChART # 3 Number o/ anchor locations required Frame ShVe Panel and Toni Frame VAM (n) Helght 30•01 36.0 42.0 1 47.7 0) 90. 0 1 109.0 126.0 1 143.0 H& S Jamb H&S Jamb Has Jamb Has Jamb 64. 0 6 8 7 B 6 6 9 8 d6. 0 8 6 7 8 8 8 9 6 92. 0 6 8 7 8 6 6 9 8 96. 0 8 8 7 8 8 6 9 8 T:us 'C 3 ?-, 9 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75026 SERIES 430/440 XIX SOD 143" x 96" REINFORCED ELEVATIONS F. A. 108-00503 tuuc NTS 3A1= 02/23/09 Li-2 OF 9 SIGNED: 1012712015 GENE TAT OF 'ry ONA 1`` 1/2" MIN. Rev I DEUMPTION NqE A KIM I EDGE DISTANCE A ADDED GNARTS 03/06/12 R.L B I REVISED PER NEN TESTING IO/Is/13 R.L 1 3/8 MIN. El ADDED P-WGE INSTALLATIONS 12/06/13 R.L. w00C FRAMING OR 2x BUCK EMBEDMENT 0 INSTALLATIONTALLATION OETAR.S 05/05/15 R L BY OTHERS 1/4_ 1 3/8' NiN. 1/4' MAX. rMSEDMENT SHIM SPACE Jj MAX. IOSCRIV SPACE 2015i1 N. INTERIOR EDGE 10 WOOD SCREW I WOOD FRAMING OR 2x BUCK BY OTHERS EXTERIOR II 11 11 11 11 11 INTERIOR EVVE VIZIV .0 VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCKWSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WTTH AS TM E2112 1D I S BE SET IN F APPROVED MIN. WENT WOOD FRAMIVC OR 2X BUCK BY OTHERS JAMS INSTALLATION DETAIL WOW FRAMING OR 2X BUCK INSTAL"WN MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORAN:I. ONC NO. F.A. 08-00503 sous NTS 0" E 02/23/09 JSKL13 OF 9 SIGNED: W7/2015 METAL STRUCTURE BY OTHERS 3/4' MIN. --a EDGE OISTANCE i I 1/4' MAX. g C A F SNIM SPACE ml 110 SMS OR SELF DRILLING SCREW i 5/4' MIN. EOGE DISTANCE EXTERIOR I I I 11 11 11 11 INTERIOR 010 SMS OR SELF DRILLING SCREWS L TO BE SET IN 3ED OF APPROVED 1LANT 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREINSTALLAITON NOTES: I. INTERIOR AND EXTERIOR FINISHES BYOTHERS NOT SHOWN FOR CLARIII: 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTTAE2112 METAL STRUCTURE BY OTHERS 1 /4" MAX. SHIM SPACE RENTxMS REV PATE AMQOVEI A ADDED CHARTS 03/06/12 Rl- L REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/1-3 R.L. 0 REVISED WSTALLATIO N DETAILS 08/05/15 I R.L. JAMB INSTALLATION DETAIL METAL STAUCT LME INSTALLATTON MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: 011ii N0. F.A. 08-00503 scut NTS I °"TE 02/23/09 --4 OF 9 SIGNED: 10/27/2015 2 1/2" MIN. EDGE DISTANCE d• 1 1/4• MIN. l ' c EMBEDMENT I 1/4" MIN. EMBEDMENT CONCRETE/ MASONR`' i T- BY CTHERS 2 1/2MIN OPTIONAL EDGE DISTANCE IX SUCK L_ TOBEPROPERLY SECURED 1 4 MAX, HIMSPACE3/16' TAPCON J SEE NOTE 3 SHEET I 3/16" TAPCON CONCRETE/ WASONIRY BY EXTERIOR INTERIOR SILL TO SEi IN 3/ 16" TAPCON - I ! SEALANT BE A BED OF APPROvEO MASONRY/ CONCRETE BY OTHERS 14 1 1/4" MIN. EMBEDMENT d• VERTICAL CROSS SECTION CONCRET& II44SONRYINSTALLATION 2 1/2" WN. EDGE DISTANCE F/ 4• MAX. Ir SHIM SPACE Ira INTERIORd EXTERIOR OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I RL 6`ONS RLv 0.SCRemm CATE •PVRPAD A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS 12/05/13 R.L. 0 REVISED INSTALLATION DETAILS 05/05/15 R.L. J JAMB INSTALLATION DETAIL CONCRETF/ MASONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, 8Y OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO 8E DESIGNED IN ACCORDANCE WITH ASTM E2112 1S332- A MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS amwI. 7xo. F.A. 08-00503 NTS 0%x 02/23/09 1 SxEE75 OF 9 SIGNED: 1012712015 JUG *. meter• N, EIV;p49J1 - 0 b*r5 •x_ ATA TE i0, o,'ORlO?'•? v- DOD FRAMING OR 2X BUCK BY OTHERS jI10 WOOD SCREW EXTERIOR 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1 /2" MIN. i EDGE DISTANCE T1 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 3/8• MIN. MSEDMENT T- 1/2" M1N. EDGE DISTANCE INTERIOR 010 WOOD SCREW SILL TO SE SET IN A BED OF APPROVED SEALANT D I WOOD FRAMING OR 2X BUCKLBYOTHERS 1 3/8• MIN. EMBEDMENT 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS NOT SHOWN FOR CIAWTY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE Rr molls oESCRr7m OATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISME PER NEW TESTING 10/15/13 RA. ADOED FLANGE (NSTALLATI08S 12/06/13 R.L. RSASED INSTALM ION DETAILS 08/05/15 R.L. JAMB INSTALLATION DETAIL WOODFRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORA... ovc W. F. A. 08-00503 was NTS °"< 02/23/09 1 SNEt-6 OF 9 SIGNED. 10/27/2015 METAL STRUCTURE BY OTHERS p10 SMS OR SELF DRILLING SCREW METAL STRUCTURE 9Y OTHERS 3/4" MIN. EDGE DISTANCE I 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OESIONEO IN ACCORDANCE 144TH ASTIR E2112 1/4' MAX. SHIM SPACE I OR 3/4' MIN. LUNG EDGE DISTANCE 10E L TO BE SET IN BED OF PROVED SEALANT 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RENSIORS aEv oLsclertoN A ADDED CHARTS B REVISED PER NEW TESTING C ADDED FLANGE 0MALLA110NS 0 I REVSED INSTALLATION OETALS 1 /4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1 332.L i MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS w"m oRc No. F.A. 08-00503 s uc NTS — 02/23/09 —7 OF 9 GATE APPROVID 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 00/05/15 R.L. SIGNED: l W7/2015 1IL04// iI;ENS.'9d1y 0 5V A CONCRETE/ 2 1/2" MIN. MASONRY EDGE DISTANCE BY OTHHERS I 1 1/a' µIN, EMBEDMENT OPTIONAL 1X BUCK 13/16- TO BEPROPERLYSECURED 7— NOTE 3SHEET SPACE 1 TAPCON EXTERIOR 3/10" TAPCON MASONRY/ CONCRETE BY OTHERS 1/4, MIN. EMBEDMENT I 2 1/2' MIN. EDGE DISTANCE 3/16' TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS SILL TO BE SET IN A 9_D OF APPROVED SEALANT 1 i/4' MIN. 1 • . ' . EMBEDMENT VERTICAL CROSS SECTION 2 1 /2• MIN, CONCRETL/MASONRYINSTALLATION EDGE DISTANCE 1/4' MAX. r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 RLNSIDI.S rav oLs=avroa WE Avvaoa:o A ADDED CHAWS 03/06/22 i R.L. 8 REVISED PER NEW TESTING 10/15/13 ' R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED 04TALLknON DETAILS 06/05/15 R.L. JAMB INSTALLATION DETAIL CONCRETEA "SONRY INSTALLATION NOTES I. WTERIOR AND EXTERIOR FINISHES, BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEO UI ACCORDANCE WITH ASW E2112 1 S 2a`l MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS oAAw. F.A. 08-00503 x ' NTS -- 02/23/09 S"c"S OF 9 SIGNED: 1012712015 t\c' EE 1N,tpt 1 5/8- MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS NOOK S'.RiP — 1 1/<• MIN. EMBEDMENT iX BUCK BY OTHERS. iX BUCK TO BE PROPERLY SECURED EXTERIOR HOOK STRIP INSTALLATION MASONRYICONCRETE INTERIOR TRIM HOOK STRIP PANEL INTERLOCK 1/2" MIN. EDGE DISTANCE 1 3/8' MIN. EMBEDMENT I j 10 WOOD Lj SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK4V000 FRAMING nvdvms CESO1PION OATE APPROKO ADDEO CHARTS 03/06/12 R.L REVISED PER NEW TESTING 10/15/13 RL ADDEO FLANGE INSTALLATIONS 12/06/13 R.L REVISED INSLLIA?ION DETAILS 08/05/Is IR: 3/4" MIN. METAL STRUCTURE I EDGE DISTANCE BY OTHERS i TRIM INTERIOR NOOK STRIP R 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 lg--QL_ v L SIGNED: 1012712015 MI WIND1900oWS LLC WAY LAKESIDEDPARKWRSAYFLOWER MOUND. TX 75028 GENgF FiP oSico* SERIES 430/440 XIX SGD 143" z REINFORCED LATION DETAILS HOOKOKINSTALLATIONE pO•• AT OF i' FS.'o(pR10Q: o11AwN: oAc No. Rev 08 0 o111111?\`` scALc °An s"T930F NTS02/23/09 9 if Florida Building Code Online B CSF) Page 1 of 4 Business : Professional Regulation paw pia aas Homo I goo Irk I user aagrsaanon 1 rat Town I Subrw surcharge 1 Stars a Fads i Puexatlore 1 FaC sun I aas SRO MP i limes I sorm I Busines uct ApprovalProfessii0,Plrv...LOW Regulaaon BNM al spy s U& > aft= >. Apprlaetah Oalall . FL # FL5302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 dannyjoyner@amarr.com Brandon Gentle brandon.gentle@amarr.com Brandon Gentle 165 Carriage Court Wirrston-Salem, NC 27105 336)251-1308 brandon.gentle0amarr.com Danny ]oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 d)oyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer i • Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0046579 intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urlch, PE i ' Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_4d.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 1 1 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 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved surnmerY of Products Method 1 Option 0 03/30/2015 03/30/2015 03/31/2015 f2. V Model, Number or Name Description S302.1 Stratford (M600); Heritage (M9S0); Owg. IRC-6009.110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No RL5902 R6 if 11tG-6009-110•2I brawlna 7-10 FL,odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 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. Fl 302 R6 AE IRC-6004410-11 Report 7-10 FLedf 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 (M600); Heritage (M9SO); Owg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions. Approved for use in HVHZ: No R-sw2 R6 Ll IRC-6009-t00-11 dravrino 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. FLS302 j46 AE IRC-6t109-100-11 report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedInwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Dwg. IRC-6009-120-IS,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other. Design Pressure +22.8/-26.9, 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 reolacement door. 5302.4 I Stratford (M600); Heritage (M950); Oak Summit (M65o) Urnks of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.7/-31.6 Other. Design Pressure +26.7/-31.6, 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 H IRC-6009-120-15 Drawino 7-10 R-od Verified By: TON SHELMERDINE'0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes IRC-6009-130-15, Thru 9' wide. Installation Instructions.. Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports n ta02 R6 Ac IRC-&09-136: S-Reoart Created by Independent Third Party: Yes S302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M6S0) Limits of Use Installation Instructions Approved for use in HVHZ: No i42_B6Jl 1RC-6009.140-IS•Drawhio 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/-3S.1 Evaluation Reports https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQWtDqunL7seVZMF... 7/20/2015 01 Florida Building Code Online Page 3 of 4 Other. Design Pressure +31.0/-35.1, Not for use in HVHZ. ' F: 5302 R6 AE IRC-6609-140-15 Reoort 7-10 fLoGf 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 (M6S0) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use installation Instructions R6ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Fr Sant• It ttL-6ti09•i5n-iS.Orawhin.7=i0'FLodf Verified By: SH 857 Impact Resistant: No ent Third PartyINEICreatedby ]TOM Design Pressure: +35.6/ 42.1 Evaluation Reports, Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. Ft Sib R6 AE IRt-6f]09-150.15 RenoR 7-i0 I odt YesGlazingoptionshallnotbeusedinwind -tame debris region'. Created by Independent Third Party: unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-IS,Thru 9' wide. Oak Summit (M6S0) Limits of Use - Installation Instructions nApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Fi 53(g R6 •IRC4009-169-t9 Ofawlrin 7-10 FL-adf: Verified By: TOM SHELMERDINE 004S579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +4S.3/-51.2 Evaluation Reports , , •. Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. Fr cans Ra AE IRC-6004-169-IS Reooit 1-10 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. 5302:8 Stratford (M600), Heritage (M950), Dwg. IRC-6016-100-1S, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ- Yes I15l2 R6 11' IRC-60164004S Orairiiia 7-10 FLbdf Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluatipn Reports. . •_ Other. Design Pressure +1S.2/-17.2, Not for use In HVHZ- a 02 R5 AE 1R«i016-100-i$ Renort 7-t0 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless strucwre is designed as partially enclosed or door Is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes F: SM2 R6. it. 1RC-60i6-11045 Orawlno 7-10 fi odf Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other. Design Pressure +18.3/-20.8, Not for use In HVHZ. FrS302 R6 AE, IRC_-6016-110-1S Renort 7-10 fLndf 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. 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Umfts of Use Installation Instructions OrawingApprovedforuseinHVHZ,. No Approved for use outside HVHZ: Yes R Sa02 RR II M-6016-t26-15 7-10 R-odf Verified By: TOM SHELMERDINE 0048579 Impact Resistants No Created by Independent Third Party: Yes Design Pressure: +21.81-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. Fr S302 R6 AE MQM16-120-15 ReooR 7-10 R., 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. 5302.11 Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M6S0) 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-bome debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructlons . a 02 R6 II ?RC 016-1?0=15 Orerilna 7-10'FLodf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Report Created by Independent Third Party: Yes S302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. I Oak Summit (M650) I https://www.floridabuilding.orglpr/pr 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 Resistants 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 s15302 R6 tt 'IR[-6016-fob-17•:edf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in MVHZ: 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 C' d A Ott• It1E%6016-140-24_ drawinn 7-10 sealed._odf Verified By:'TOM SHELMERDINE'0048S79 Created by Independent Third Party: Yes Evaluation Reports . . Created by Independent Third Party: Yes S302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6036-14S-24, 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: +31.9/-37.2 Others Design Pressure +31.9/-37.2, 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. Created by Independent Third Party: Yes Evaluation Reports . f R6• AE thin MI6-14S-24 reoort•7-10 sealed.odf Created by Independent Third Party: Yes ' 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru IV wide. Oak Summit (M651 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, 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. F1si0 2 A" lac-6o1e-11Q-i5Dra+l_Ing-7-io Fl..onf Verified By: TOM SHELMERDINE'0048579 - I Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 Stratford (M600); Heritage (M9SO); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure:•+21.6/-24.5 Other: Design pressure +21.6/-24.5, 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 f IMT, R6 It I1C-6018.120-$ Orawino 7•t0'Fl odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes contact us :: Igo mom rien,ee 4.r 7'ilYtiee, 4l 3]fae pieree•IiSD 4877:1921, The State of Flonds is an A VEE0 employer. CAdlrAellt I 72flia 9s r of wands::: prilvaft,staternerli '.: Apmrsillfift .:: gefupq,Statet Under Florida law, !mall addresses are Pug1c records. If you do not waft your e-mail address released in response to a public -records request do not send elecirwic —0 to this waft. instead, coned the oTce'by phone or by traditional mail. IT you have any auestioM please contact 85&487.L"S. •Purauenl to Section 455275(1), Florida statutes. effCO a October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with on ernaa address If OW have one. The malls provided they be used For ofrldel communication with the licensee. However errell addresses aril public record. U yw do not wish to supply a personfl addraq. please provide the o"ror ent with an emhall address which can be nude avaMble to tiro public To determine If you are a licensee under Chapter 45S, F.S.. please click bfas.. Product Approval Accepter W ®,B o https://www.floridabuilding.org/pr/pr_appjtl.aspx?param EVXQwtDqunL7seVZMF... 7/20/2015 ALAIiAM W. 1AM= XLT A o n FVI MDUM, is CA GAIV. KTI=MRK Y 106 STAR! ATTACIO w wilm WR7[T vi m vv . f/r . MAD" vim vA• - • ItOt 1(Ap fORVi Ar f/A• 1e1Tt D s 1ACe tbilft lT61 fir'"• s / 31t ma L. no J SAM INS10E ELEVATION r M,TZ 1 aSAT iQia CN•IISRi ATTARO m W Slot v/ m VA' iT6t IQ Ito! 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RRiM a•tAw R,at o 000u tsti ID.= WM U33 ro ST IIitsinWQ SHOM PMm CA WOOD JAMB ATTACHMENT TO STRUCTURE r, • • o ter EImEown) T; eC••at 12.11E votomm) MIT wr'7f+!'•Ic. aC 4 IIY INENn 1rvnMIEF?•LLCDItA•.H•Y-24 PIIDR omB Toltt+• OL a 1!r'o01EnaM)) R 1f'A V IL ATL Ta 11f1 H:NR RDOC' lvwwzmAnm.G.. r,pt Otc7. m PAW$ mr rmiEm S IR:' tr AtIRNA AT itw 06'tl u iTMTnb c• fop cm. = PAM O< IrT1 &n E-0JA• IfVW rA¢toW cr A Nn Ar W OL a.l»• tMmKM)) yr Etofni T• /Asrosvi roa•lo.lw'c-so u000 ' CLADS AND 1DLTi CW K COUM[MW TO PIB7V11!< A fLllill 10•Mmr, SISVATL. P•f ARATEN Or V® .IAlns h OIIERS t114CAMt A•)rm WMAMV ST—Im 5 7 E-S i• Imt nvU-0. C' TT. iRn oc - ls y ICiVI oPT104AL ZWM PAWM INTER M47E ELATED SECTIOI CSTE'llT •AND STD.E LAYOUT) .. 0 of TK to NO CDMLN 1 um PANEL a.Amt /AS)ElFlt LRA0. SM V rM M a.AZW rAS1EM DWAIL M-- M.L GLAZING OPTION_ CROSS SECTION M ' ETS VM IS D<TIYIS. 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KL-A Rum OW- T Wff%;uv-u Ll 11 ILAM WAA Lz K;._, v A STRUCTURAL SOLUTIONS, P.A. tructural Engineering s Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: MC-6616-120-15 Test Date: I V8/2012 I Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf. Report Date: 12/6/2012 1 Model #. 600 Test Pressures: 32.7 psf, -37.2 sf Test Location Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to 5. Feet of Door Width in Zone 5• Anyof Slope, Enclosed Building E . B 30' N" 155 mph Exp. C,154 MEW 141 mph .. Exp. C 25' MRH 134'm h Exp. D,15' MRH 128 mph Exp. D 25' MItH 122 mph Witnessed By. Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Staeclnteo: A 1 ti'-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 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge ateach 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 LaboratoryAccreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial 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• Procednre• 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. l:.Preload.the_door-to.50"/o.of the.DesigaZmssure.andhokl fotl0seconds..Step.2:-Unload.the.door forl-to.5 Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 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 161-0"xT-0" 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 ) Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 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 glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By - STRUCTURAL SOLUTIONS, P.A. (Florida dba Structural Solutions of North Carolina, Inc., Fim#29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921- G West Friendly Avenue • Greensboro, North Carolina 27410 (336) 856-2686 a Fax (336) 856-2687 si NC Finn #C-1096 41 Florida Building Code Online Q( L)COr (Sr") Page 1 of 4 RegulationBusiness & Professional fly 0 Bets Home I Wq to I user aeorstranon i HW Town I Businesf/. Product ApprovalProf '01NIal OUSEW Pub0cusff R ula>iAn Submit SurdoMe i stab: a rim i Pubkauons I FBc San I Bay SBe MP I unks I SW Mh eaes6zlftfiun ,'APPrlbetfarr Cdai. FL # R.S302-R6 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.)oyner*amarr.com Brandon Gentle brandon.gende0a marr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)2SI-1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner0amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdlne PE-0048579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 01/01/2016 Steven M. Urich, PE I •! Validation Checldlst - Hardcopy Received Referenced Standard and Year (of Standard) sundacd X&K ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code h4s://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 fMQ!l R6 CAC •FBC'Sffi EdIOCii-Affliin iiii FL S302-RS.odf Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/201S 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 FLS302 R6 11 IRC-6009.1164l bmwlne' 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: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use In HVHZ. F15302 R6 AC IRC-6009-110-11 Aeoort 7-10 Fl_ 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 (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M6SO) Limits of Use Installation Instructions. Approved for use in HVHZ: No fl '9Wj R6 If IRC-6009-100-11 drawlne 7-10 sealed. Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +i5.8/-18.7,Not for use In HVHZ. R5302 R6 AE IRC-6009400-11 report 7-10 sealed.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. I—' — — _ 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M6SO) bwg. IRC-6009-120-1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 tAC-600g-120•iS Drawing 7-10 &odf Approved for use outside HVHZ: Yes Verlfied'Sy: 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. FLS302 R6' AE IRC-6009-120.15 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. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Llrnfts of Use Installation Instructions Approved for use in HVHZ: No Q5302 R6 II IA[r6009-130.1S Drawing 7-10 FL.ndf 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 1RC dbQg=i3&15,Reperc 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. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. i Oak Summit (M650) Limits of use Installation Instructions Approved for use in HVHZ: No 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.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 I Florida Building Code Online Page 3 of 4 Other. Design Pressure +31.0/-35.1, 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. FL5302 R4 AE tRC•6009-140-15 Report 7-10 FL.odf Created by Independent Third Party: Yes S302.6 Stratford (M600); Heritage (M950);, Oak Summit (M6S0) Dwg. IRC-6009-150-1S,Thru 9' wide. Limits of Use Installation Instructions I.F1ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes S302 .R6 It. tRL=60A9-t50-iS.DrawNinJ-10'FLadf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No ICreated by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports at: edfOther: Design Pressure +35.6/-42.1, Not for use In HVHZ. • F SM! nc tR:6009-150•i5 Report 740 Fl 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 - n 2-;0ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes F Simi. R6 uc-fi009-169-is Drawlria FL.odfi Verified By: TOM SHELMEROINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +4S.3/-51.2 Evaluation Reports. pl.:odfOther: Design Pressure +45.3/-51.2, Not for use in HVHZ. Fti S:02 R6 AE iRC 669-1694S Report 7-10 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. S302.8 Stratford (M600); Heritage (MM), Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ.• Yes i1 . R6 11 La-6016-100-15 brawirin 7.16 FLodf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.21-17.2 EvaluatipReports 7 Other: Design Pressure +1S.2/-17.2, Not for use in HVHZ. H 5302 11 A£ IRC 6016-100 LS Report 101i,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. 9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation instructions brawrno ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes t IRC-6016-10•1A 7.10 R-od s+ SW2 RS • it,i Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other. Design Pressure +18.3/-20.8, Not for use In HVHZ. F S't02 R6 & IRC:6016-11A-iS 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. 10 Stratford (M600); Heritage (M9S0); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M6S0) Limits of use Installation Instroctions brawing ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes FLS302 R6 11 IRC-b016.126-IS 7-10 FLodf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. r1 tQA2 R6 AE IRC-0016-120-1S Renoit 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. S302. 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 Resistants 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 d Q2 R6 n 11G-6016.1304E Drerilna 7.10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Report _ Created by Independent Third Party: Yes 5302. 12 Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www.floridabuilding.org/pr/pT-appjtl.aspx,? pararr&-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 Others Design Pressure +30.11-33.8, 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 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 -'AE IR66016.140-i7•reoort 7=46 seated:odf Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 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: +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 01.S302 RG tf ORE 16 14f]-24 drain n•7-10'sealed.odf Verified By:'TOM SHELMERDINE•0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6036445-24, 10' Thru 16' wide. Oak Summit (M6S0) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +31.9/-37.2 Other. Design Pressure +31.9/-37.2, 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 f+ sS fw R6 -lit IRC-601fri45-24 diawina -10 racaled.oAf Verified By: TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Evaluation Reports . Created by Independent Third Party: Yes 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, 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 B=2 R6 IRC- f 110-15 Draydna 7.10 FL.Ddf Verified By: TOM SHELMERDINE'0048579 - Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 I Stratford (M600); Heritage (M9S0); I Dwg. IRC-6018-120-15, 16'2 thru IV wide Oak Summit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.6/-24.5 Other- Design pressure +21.6/-24.S, 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 FL5307, Rio 91 iRG•6018.120-15 DrsWlna l•10'FL•odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes ContaCt Us ::.191t0IteM Meares SGeel,'TihMiagee'0.liter piarteraSQeaY:1914, The state of Florida is an WEED a cover. Caerrlewd'10a7:1f113 Sera ar flare::: Prluxy Stifterneft::Aweydbliliv Refund statement Under I lor10a law. ernall addresses are public records, if you do not ware your e-moll address released In response to a public -records repuesL do not $end electronic mall to this entity. Instead, contact the oTce try phone or by bradltlonal mail. tf you to" am oaeWom please contact 85&467.139S. 'pursuant to Sadlon 4SS275(1), Flod" shtutes, efredthre October 1, 2012, Iloeattes licensed under Chapter 455, F.S. must Provide the Department with an erna0 address If they have ones. The erna0s provided may be taw for aMdal communication with the 0censee- However emall addresses are public record. it you do not wish to supply a personal address,,yea$a provide the Department with an snail address which can be made available to the Okrblt To determine H you are a IlRnsee under Chapter 4S5, F.S., pease dick b=. Produce Approval Accepter 0 0,® C rCdis . nF1E https://www.floridabuilding.orglpr/pal app_dtl.aspx?param--vGEVXQwtDqunL7seVZMF... 7/20/2015 ADA07AKE —," bintmt ArrADI D vi to we a Iw XLT A aR rOt WOSr m CA Gxv. Ksm"TIAL Y ask STRUTS A17A00 TO NMAV r vI to V4• A v4• . ATTAclu Wm V4• . N_,t ,EI,D Sn[vA Ar LY ,o CAD stilmputSWICITTACMtSitlRlTA.0 at AAGSQA v„r um sTnt urort .__ INSIDE ELEVABON Y M,fi i to inLa uTemts .rrAOo D AT Tu Da zmc w w v.• . yr tTDt ,Q ,CAD tarry rOt CAtTGR r T-DALL eim a ,ntlDt non Saw tm.Lnn vi rnt• AtTADtA rtR IOF7IPLADD OM173 7tnrx DURAfATL rxo MN t/1 to . u.•.,a/Sr At t& Aug w1Owarm'"1O SSDST O Tr pa: CO ecrto0 m w rnt+TA STUCK Sim - T/tr m aw ADO 1) rot Aa iaT ALmwr 4avST2 TRACK MOUH71NC DETAIL sms Tr t >li0ttur mubtcr 4 w tw to sw4 s wnD muAu u H" MUM C trtii Wet mm TOM c :rtnc tr umi/r1 TALL 3) O, PAM i is a mltomn tp rvm%K .%"h rn V4• . S/.• NSIMVAVVA. 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U"A WAZNAB man STRUCTURAL SOLUTIONS, P.A. tructural Engineering ,@ I'nvestlgatlons • 'Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date:1 11/8/2012 I Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model #. 600 Test Pressures: 32.7 psf, -37.2 sf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Anyof Slope; Enclosed Building Ex . B 30' WtH E . C,15' MRH C, 25' MRH E . D 15' MRH Exp. D 25' MRH 155mh 141mph .. 134'mh 128mh 122mh Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test SmIrnen: 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 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge ateach end stile and one 14 gauge galvanized steel center hinge at throe 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 Teatime: This test was conducted at Amarr Garage Doors in Winston-Salem, INC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial 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 flamed 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. Stepl:. Preload.the.door to.50%.of the.DesigaRxessure.andhold forl0.seconds._Step.2:-Unload.the.door-forl-to.5 mimites . - Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for Ito 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 161-0"xT-0" 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 abovc 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 ) Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8'1 windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By - STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921- G West Friendly Avenue • Greensboro, North Carolina 27410 (336) 856-2686 • Fax (336) 856-2687 1i NC Finn #C-1096 A Florida Building Code Online FL17676.2 Page 1 of 4 Business Professional Regulation r FW& Dq)aMM,af Bay Home I lag In I User "tstratlon Hot Topics I Submit Surcharge I scats & fans E Publlmtlons I FBC start E Bas Sete Map I Unks I Searcn I Busines I Product ApprovalProfess& USER: Public User Regulation PteAuti Approval Menu > Proeu[t or Aoollotlon Snrch > A.onotion List > Application Detail FLff 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 0 Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitiinger@miwd.com Brent Sitlinger bsitlingerOmiwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Q Validation Checklist - Hardcopy Received Standard AAMA/WOMA/CSA 101/l.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 veer 2008 https:Hfloridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Vddator I Operations AdniinistreW MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product descfted below is hereby approved tar fisting -in the hdDd itsue of the AAMA Certified Products Directory: The approval Is based on successful completion of vests, -and the reporting to the Adminlslrator of the resuits of tests, acoomWled -by related drawings. by ari AAMA Accredited Laboratory. 1. The listing below will be added to the ne); published AAMA Certified Products Directory. SPECIFICATION AA VMDNWCSA 101ILS2JA440-O.tio LC-P4340'-0144134 (36x84}H Negative Design'Pressurd = -00 psf COIMPAN1f AND CODE MI Windom & Doors. LLC Code: MTL ItECOR600 PRODUCT TESTED CPO NO. I SERIES NIODE'LS PRODUCT DESCRIPTION MAXIMUM sizE TESTED 3540 SH (FIN) FRAME SASH 7158 (PVCKOIX)(IG)0NS GL) 914 mm x 2134 mM 867 mm x 892 mm R©NF)(T1LT)(ASTM) (3'0" x TIYj (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 AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 62133.01-109-47 Date of Report August 16, 2011 Validated for Certification 4led Laboratories. Inc. Date: April 16, 2015 Authorized for Cerdficatlon Cc: AAMA JGS ACP- 04 (Rev. Ili I) ArnedW Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 13540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin S2x84.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 Fi +7676 R2 II FL17676 RI. tI Install - 3S40 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3S40 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S118S48 12S2.odfFL17676 Created by Independent Third Party: Yes 1.7676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 I1 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11989 3S40 FLS 36x84.odfFL17676 Created by Independent Third Party: Yes 17676.10 j 3540 SH 44x72 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371E 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11988B 1371.odfFL17676 Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS S2x62.od1 Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online FL17676.2 Page 1 of 4 Business & Professional Regulation rg FWda Depamai(d SOS Nome I lag In I user PAgistratlon I Hot TOPIC ( submit Surcharge Stats a Fags I Publications I fat Stan I MS site Map I Unks I sorts I Busines Professi I a P EApproval USER: s: ftPubx tierRegulation Product Aoorovat Menu > Pmduet er Aoollotlon Search > Aoellotbn List > Application Oetall FL # FL17676- R2 Application Type Revision Code Version 2014 Application Status Approved Approved by OBPR. 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/ Emall Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365- 3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@mlwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/ CSA 101/I.S.2/A440 Method 1 Option A 12/03/ 2015 12/04/ 2015 12/06/ 2015 Year 2008 https: Hfloridabuilding. org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 A•L•1 mdav / operations AUministretar) MI Windows & Doors, LLC P.O. Box 370 Gnat; PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for fisting in the next Issue -of the AAMA Cooed Prbducls Directory. The approval Is based on successful completion of tests, -and the reporting to the A Wnfnistrator of the results -of tests6 accompanied by related drawtngs. by' ad AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD'OF PRODUCT TESTEDAAMA1WDhWCSA1011LS?JA440.OS LC-PG40•-014x2134 (363M)-H Negative Design Pressure = -00 psf COMPANY AND CODE CPD NO. SERIES MODEL'& PRODUCT DESCRIPTION MA1aMUM SRJ: TESTED 3540 SH (FIN) FRAME SASH MI Windows 8 Doors; LI.0 7158 PVCXgDQ(IG)(INS GW 914 mm x 2134 milt 867 mm x $92 mn1 Code, MTL I REINFi nLT)(ASTM) 3-a- x rwj 2-10" x 2'11') 2. This Certification' will expire July 27, 2020.(extended from July 27.E 20.15 per AAMA 103-14a) and m4uirres validation until then by continued listing 'in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01409.47 Date of Report August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1N 1) Validated for Certification h 0 . A -a. d Laboratoriesta4InaAuthorized for Certification Q VL Arned& AArchftecturai Manufacturers Association Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 1I FL17676 R1 II Install - 3S40 SH Fin S2x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 12S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11989 3S40 FLS 36x84.odfFL17676 Created by Independent Thud Party: Yes 17676.10 13S40 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 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 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 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 II 08-013718 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S119888 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH I S2x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG3S Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS S2x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II Oa-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A Florida Building Code Online Page 1 of 4 00 FL17676.16 RegulationBusiness & Professional f' POW rls..+lM*Md SOS Home I lop in I user Registration Hot Topic I submit Surcharge I scats a facts i Publications ( vaC stag ` aas site Map I Links i Search Busines Product Approvalail Regulation Product Approval Menu > P[oduet a Appllntton SearM > 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 X Ml 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 R 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 FL # i 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 3S40 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 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: 117676.2 13540 SH 136x84 Fin. Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II Install - 3S40 SH Fin 36x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.3 13S40 SH 140x66 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-45 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 40x66.odf Quality Assurance Contract Expiration Date 08/26/2016 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 40x66.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.4 13540 SH 144x63 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-47 Other: R-PG40. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate. FL17676 R2 C CAC APC 3540 Fin 44x63.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 it Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 14402 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 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 3S40 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions rr ,-- - tf --1 -1GIn rr r r:.. L nd .AC Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 i Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI. II Install - 3S40 SH Fin 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 HVH2: 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 11 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S118S4B 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 QC APC 3S40 M 36x84.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports 7676 R2 AE 511989 3540 FLS 36x84.odfFL17676 Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limps of Use Certification Agency Certificate Approved for use in HVHz: No FL176767676 R2 C CAC APC 3S40 FLS 44x72.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S1184981247.odfFL17676 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 Fi 17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013716 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511988E 1371.odfFL17676 Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVH2: No FL17676 R2 C CAC APC 3540 FLS 52x62 odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding-org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 4 of 4 It IFL17676 R2 AE 51301SA 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS SW2.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S13016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 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-PG2S 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 3S40 Fls S2x84.odf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(1277S)A2726.01-109-47- Approved for use outside HVHZ: Yes E2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rey pdf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested),odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +3S/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 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: Contact Us :: 1940 Norm Monroe Street. Tallahassee FL 32399 Phone: 850-467-1824 The State of Florida Is an AA/EEO employer. Coovdaht 2007.2013 State of Florida.:: Privacy Statement :: 6g2M WjM Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your !-mall address released In response to a public -records request, do not send aW nic 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 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 !mails 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 45S, F.S., please dick here . Product Approval Aoxpn: CreditSAFE https: Hfloridabuilding.orglprlpi_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 A-L-1 Velidator I Operations MrNnistratod 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 below'is hereby approved for fisting in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of Bests, and the reporting to the Administrator of the results of tests, aco6n panted by related drawing% 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 101/LS. 21A440-08 LC-PG35' 2731KI867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL b PRODUCT DESCRIPTION MAXIMUM SdE: TESTED MI Windows 8 Boors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH PVCXOIX.O/X 0DQ(IG) 2731 MM x 1867 mart 860 Mtn x 919 Mtn Cade: AM INS GL)(REWF)(TILT)(ASTM) INS 9'0" x W2") 2'10" x 3"0") 2 This Certification will expire Aprll.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 h, 4W led Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 10e 12' Q 2' typ. M t` 2' typ TT 2' o.c. Max. L i l"W CLEARANCE ALL FOUR SIDES) SH THING Min Edge Distance JAMB DETAIL C TWl f1t IS A r f11ERIC T7M WHICIf HEAD DETAIL FLASK By CTHI Anchor See Section Details) a Min Edge &' Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. SIZE HEADERASNEEDED2. Wood screws shall soti the Notional Design Specification for Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Nailing On before 3. Wood buck installations are assumed 2x fastening. S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non — compressible type. 6. These drowings depict the details necessary to meet structural load requirements. They do not address the U AS air infiltrotlon. water penetration, Intrusion 04IIRED or thermal performance requirements of the Installation. DRYWALL TOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL 7. installation shown is that of the test window for the site shown and the design pressure claimed. For window sizes smaller than shown. locate fasteners opprox. 2' from comers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CNART FASTENER TYPE AND SPACING MOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-5D UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 14° auw.n am 11 INSTALLATION INSTRUCTIONS V.M.R. 8-20-09 e: FASTENER SCHEDULE — FIN— 0' mn W 11111111111111111111 11 3540 Single Hung NONE I I w 1 Windows &Doors Continuous Head and Sill Gratz, PA 3540 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X 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 MATERIEL 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 IX 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 REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 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 16 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS Rn+sONS 1 m I oEsmp oM I as 1 -0 1 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SDLITES. 3500SP, 3540PX, 35407, 3540SOLITES, 3540SP, 3250PZ. 3250T, 325OSDUTES. 3250SP. 3240PW. 32407, 3240SDILITES. 3240SP, 3500HPPW. 3500HPT. 3500HPSDLTTES. 3500HPSP. 358OWP, 3580T, 358OSDLITES. 3580SP. S-350OPW, S-3500T. S-35DOSDILITES, S-350OSP, S-3540PW. S-3540T, S-354OSDLITES. S-3540SP, M-350OPW. W-3500PW. W-3500T, W-3540PW. W-3540T, W-354OSDILITES. W-3540SP. 1255PW. 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. T_2.j1 M 4_ -Ftx t ,Q QLA6_5 O SIGNED:02/17&016 MI WINDOWS AND DOORS 11 uuul/// D 650 WEST MARKET STREET GRATZ, PA 17030-0370 J 6 11yGENS...M+i 0 6SERIES3500FIXEDWINDOW 96" X 60" NON-IMPACT AT OFtu NOTES i4o S`:c(0RIOT S/ONAL IIJJ1111111 OR4ww. N.G. Oec w 08-02859 REV SME NTS an 02/04/16 1 OF 3 2' i A Ff HE 96" MAX. FRAME WIDTH MAX 10' MAX --{ O.C. 2' MAX 2' MAIt JJ 10' MAX 10' O.C. AX. AME IGHT I/ SEI F0 1 OF SERIES 3500 FIXED WINDOW 2 MAX J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92' X 56' 2. ( 2) 1' X 1/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART # 1 OM CHART d1 NUMBER ANCHORS mmsocs av a m"Dw as I APPRWD 1 t- TLKZD 8 - » 1 L F6 bLi U SIGNED. 0211712016 MIWINDOWSIWDOW A AND DOORS R!11109% EST TSTREETGRATZ. PA 17030-0370 v,•\OENS'41•,1+ 0 5 # SERIES 3500FIXEDWINDOWNON -IMPACT 96" XELEVATIONELEVATION T C 0 ATOftt ORIOP • : MAW DyCwD. xtv N.G 08 02859 art Sc" NTS02/04/16 2 OF 3 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 06 WOOD SCREW APPROVED BEHIND VERTICAL CROSS SECTION INTERIOR WOOD FRAMING OR 2)( BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE 1 /4" MAX SHIM SPACE WOOD FRAMING BY OTHERS B6 WOOD SCREW 1 1/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/B' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATXW Soft xseaPnw a>c I APPMU NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE WOOD DESIGNED IN ACCORDANCE WRHASTM E2112 L T ' FRAMING (. Y ZP/ Q 6 BY OTHERS b L I O SIGNED: 02/17&016 MIWINDOWSIWDOWEST L/0 MARXEANDSDOORSTREET \\`J`511k.. 9 i GRATZ, PA 17030-0370 C+EN•9*.•V+ii SERIES 3500 FIXED WINDOW k X 60" NON —IMPACT FININ INSTALLATION DETAILS a lAiVd0hF pW` N.G. arc 08- 02859 NTS — 02/ 04/16 3 OF 3 I Florida Building Code Online J Au I I I (n" Page 1 of 3 1`E Professional NO Hffk a 0PrM1cf eels Hamm I Log In I user Reglstrauon I Ilbt Tooker I submit sunTuge I seats a Faun i PubgpUons I FaC Sall I SCIS SM MaP I UnkS I Seanh I Bus nes product ApprovalProessiM * USER: Pu1MIcUser Regulation Product Aoororal Menu > Product oc Ae iMion Seanh > Aoollcatlon lest > Application Oetall Fl. * FUS333-R2 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bslUinger®mlwd.com Authorized Signature Brent SI[Iinger bsidinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer o0i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract ExpiraUon Date 12/31/2015 Validated By Steven M. Urich, PE 1 6 Validation Checklist - Hardoopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard AAMA 450 AAMA 506 ASTM E1886 ASTM E1996 CODE SECTION 1710.5.3 Year 2006 2008 200S 2002 2014 https://www.floridabuilding.org/prlpr_app_dtl .aspx?param=wGEVXQwtDgtH8572gvd WI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products Method 1 Option 0 06/19/201S 06/29/201S 07/05/2015 FL V Model, Number or Name Description 1S333.1 1 1/8' x 4' STRUCTURAL MULLION 1 1/8' x 4' STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 It 08-00907C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 51145BC.odf Created by Independent Third Party: Yes 1.5333.2 1 1/8' x 4' STRUCTURAL MULLION 1 1/8' x 4' STRUCTURAL MULLION VERTICAL VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-009.QGC;odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 511457C.odf Created by Independent Third Party: Yes 15333.3 1442 AND S348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 it 08.00138D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AF S102190.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND SS48 VERTICAL MULLION 1442, 1448, 5348 AND 5548 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-001390.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 RZ AE S10220 .odf PRESSURE RATINGS I Created by Independent Third Party: Yes 1S333.S 144S, 1447, S347 AND SS47 HORIZONTAL MULLION 1445, 1447, 5347 AND SS47 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 tl 08.001400.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510221D.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15333.6 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND SS47 HORIZONTAL MULLION TWIN HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 If Oa-00141D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510222D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.7 11445, 5347 AND 5547 VERTICAL ON 11445, 5347 AND 5547 VERTICAL MULLION I https://www.floridabuilding.org/pr/pF_app_dti.aspx?param=wGEV XQwtDgtH 8572gvd WI... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS333 R2 11 08.001420.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AF 510223D.odf PRESSURE RATINGS Created by independent Third Party: Yes 15333.8 1445-2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-00143D.f1df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S102240.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.9 1445-2, 1447-2, 5347-2 AND 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL 5547-2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 OS-001440,Rdf Approved for use outside HVHZ: Yes Verifled By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FLIS333 R2 AE S10225P of PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ* No FLIS333 R2 It 08-0014SD.adf Approved for use outside HVHZ* Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 5102260.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.11 1X3 STRUCTURAL TUBING 1X3 STRUCTURAL TUBING MULLION VERTICAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08.00668C.11df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE S11127C.odf PRESSURE RATINGS Created by Independent Third Party: Yes fent_•et Us:: 1960 North Monroe errand. Tallahassee FL 32"9 Monet 85&4 .IA24 The Slate of FbAda Is an AA/EEO employer, Cona in 2007.2011 State of Flarlea.:: Pdocy 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 publk•records teduest, do not send electronic emit to this entity. Instead, contact the office W phone or by traditional mall. It you have any 9uestlors, please contact 8S0.467.139S.-Pursuaat to Section 45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter ass, F.S. must provide the Oepartmam wain an email address If they have one. The emads 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 emall address which an be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please cV* b=. Product Approval Aott4b: MEim®E Watrilyill'twter https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wl... 7/20/2015 i.t:T : 5: I 1HL' P2OD' C- SIIJAN-IL+:r! IS f.CSY NCD AND 6'aGLFAC-U?:C T^ C:;),(pL4 :47fH RF01)IRFL'FNTS 0I IHI, IL:)-iICA UUILL1,AG CCCL. 21, '0 F.F. Av0 A',:-,r C.RED IC PP.G°EFL+ f J4SEEP ALL LC.':DS T'; S'-IJCTUF'-. 1'LZAM!NG S 'tiF gE5P0: i'8 LU'r Of U II .v+ H EC OR Et1C r:EER CE RECM. 3) ALLC•NABLE STRESS INCREASE OF 1j3 WAS NOT USED IN 71-E ESIGTI DI i11E FZOC(ILT SI:CWN HERLI':, WND LOA. CI RA7IC'1 A^, -OP G:-' c *AS USF:: FOR WOOD A:1C-C•R CA.CLLATIO`l.i. 4) ALIPPE:V:? MPA:T PP.CTECTNE 'SYSTEM •S KOT RsUIU FOR -HS IROXCT It. V.IND 30 ,E 5EBFIS REC ONS U- TI: v: NO 70NI 5) ::i;,IG' p.CzJ- A,D I..:T.LAT01. DETA' S ShJv. I-IIS 0P-4 CN.-r 10 'IULLIDi4. WIIIDOWS MOS: 3i A( F•'.:t SEPARAIL A='20•J.AL. 6) SI`JCL" v,7r:DI'. S TC =_ %UL_ED .;: 140' IvrED TO T-10-K SI C:4" I' IH S DZAW1 G. i.`.I:OVS 11-Sr 3E 1Ja :LFA';TJREL BY CE:IERAL AL eANYI-I 7) CESIG`, PRESS -IRE 0- M-LL E i (.NI: S'IM_I I3L C:-%WOULD by LESSEE( ?ESiG:. FRESSL'PE CF wr' d..l' O1: OR THE 1'431VIDUAL dAN:pCvI OP DOCp a .'IT. a) UNITS Y.'.BE M -]-OGETHS; IN: E-r4 !-'I f AS LONG AS b1YULE UNIT '401-1 A'4D FE GHT A?E NO. E AC.EEOEC rvD Y— L Ck IS ArlrrO?EC• :S ShOY.'Y-iEFEItI. M..lILi1 ,CrTIC,-L It1:iYA_LA'iCN IS S-iOWN. _LIC'! \IA: SE USED I`l 'QR ZO,:TAL APPL ^4TIOPS \S NG AS DIMCNSICNS HL A.TEU FEq-11. A-.E '10- E•CEECED i-;4C VULLIQ•, IS ArILHCPED :.»C F.DrlG iC, H S ?.^.'L'kENT. PRESS' -RE TAELC 'LST.1, iCr,S. 1) ).-rl ,t •LOJ!9 1i JI S •':k L'JAD PEP -Lti,q CA SJ1.00' COVI HAP': o I @ 2; :C'i-'i111AE TR•BJYLFY aC,' AI.: ItULL•C:r! SP%•I, n45E] Ct: FFOCUCT TO B- 1F74 LrD. EEL IOPY I A -G: nCA F m.11110-N 5'=A:: ".Yli n.0 iRI2IIJiAIY 117J11 . A' HE I:: CRSEC-1rt, 0- RtYN '.D COLUMN'CC`.TA'k.vG TI+F MJ;_IC'N SFAN AND-RIGUIITAR' 1\7D"'1 ^PESPEC IVEL1 IS T 4S uL _LICa RAW.* FOR P:MUCF ra STFP 7. MUIIIOI. :AT1nC DUST BE EClUA CR GCE-TFR TIIAY R-CJRED CES!04 PRESS: E CSTAIN-r 114 STEF I, Wc_-W2 2 T:•ELE-0- CO.7-FNTS So 'ET 43.GCS; R1PT I t.O'!S 2 1CCt.-rURAK4'iS A.NE^ :P C-AR' INSIA_;A1.3N DEi I_S PF:• LEEC- WINS NI' rp'T'FL 0-''E'ASED NO -CS AND 0141- O1j'i; 1': R;_ E•ASE? LVSTALL: T.Cv 0- ALS AI,ICYORI.VG 11?7ES 17 -OR A\I'HCRINC ":-0 IJA50'.?" LS: -OJR (4) 3;'i6• MASONRY ANCH044,S ,"J- A U VI,M =I!-n•; ti A°A:I'" 07 305L8S, AT EACF' ENC CF MUL,I P. t: T'i SLF-CIEtI EV(:T'- TC i+: -tl_4EA I %1- MINIMUM EMEED+tEVT I%TC 5118'iiF•,A--E 71T- V F. '= L II EEI E D STJJ CL. LCCA'E LN:1U=S - S 5 0:1N It,ELEYRT:Ct. C _-A L5. n4 rCRIVC I'+-O 1;0?:' • :kkwh, O4 2t B!.'.Y, USE POUR (4". 41.0 SCFt-vl, AT LS',ri :\O :`•F MULLION Wlhl SUi: CI> d' If`lCIll 1,) ACi-:F:•T A I .i%. N ),L'+1 EvBECML i,T INTO *-'JBSTR.aTE A1J3 H. AI'ILM E:GE :: STANCE. ^f A-E ANCH R5 •LS 3HC'A'4 1V E1-=%AR014 Ct AiL4. 3) -CR AT. TA;FNf• 147hC N UVII; '0 IAJLIION it! S1a SELF TAPPID..^, SCR=WS WIT I SJr,F;=N- I.0411.1 .) aCI E'a- A VINRt,11! F'%F3FI,'W1N7 i/- -I-RFE I;FEA;S PAST IIIE MUL1101 IWALI.. L gr.AIL SC i=Y/S -S jl'Jlvl IN A.'!C-tCR E'_E': -••^.t.. 4) LCi: mmi;:W U1117S AN(>-CRI):E; SCHECLLE REFFP, 10 M•'I001• i , •rt -Ir'v tNSTRII ;TIONS. THA.L BF INT.A 1.1) 11: AuC-OR MA 1J=A^,TL'RER S o --TALLATI.N 1IST-UC'IOt4S 447 AJ.:'hCR= SHA_l. 11C 1 BE JSE- a: S-35TFArS FIT -I STREN --S =S5 -HLY -'IE VINMLIy STFEII ills S=E:.VIE, 0._.,.. A, WCOC - vtt.. °JECI ^ R"vaT' CF 4-C.12 9. CC1.CP.ETE - 1B1':P4Uk4 COMPR_S_IVE SI?I.N,Th ? 200 PSI. SIGNED: 0611 &2015 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. Tx 75006 5111 111L/o%JJJ J•. r,•GEHSF,J' 442. 1448, 5348 AND 5548 VERTICAL MULLION GENERAL NCTESINTS MATpo TAVi0 • 14C o lot- 08- 00139 D JJJ/jr ONA`TE` r01/06/09 1 OF 4 t92" j ^,DIABIYED WIDTHT i- IT1 I 14i I T - FRAM: ht.10HT WINDOWi WINDOW Ott 192" COMB WE] .11-)TH II i I r s6' F F.1:A_ F WINDOW Fl1U_L ON 5FA•Jl 1132' C'M31\c] PAL'Trt µ, I W2 I / WINDOW 3 f.' = WIN FR41AE i WINDO I WINDOM hEIGI:' I Arf i f C00UNED 192" tOKBINCD 1e1t'll Wt NDOW WINDOW I I I nT YULJDN SPAN) ; { fl1Pt YEf_•TH I lti 1 'I f--1,2 t- - - - 1 WINDOW LI i::F1T LF5 4 IVINDOW nnilml nflap-Q&tmn tionahith C;r::y!ICG.7 rgDT4 Fl w.5 AEs• CZV,-.Frc, Ns Y. Lc A R1 r.$I I. V.)CC1t-LT 1Nt11 i00t T6': F1DSED 40-ES s;9D Cr'AS' 01/26"'01 PA. P.1, 0:/12j12 C rSl4 4/!•-- F/I: P.J.. iEV15i4 CYLIypIC14 D ;Als 06.11.5l1. LP. _. _.- COVSIN.D 7NO;k I w' I! K I i6' WINDOW FiAaC F'_1.^••1 I WINDOW 1ti 2 192 APPROVED CONFIGURATIONS MUL 77PLE IJNIfS AUYBE MULLED TOGETHER AS LON3 AS COMBINED WIDTH DOES NOT EXCEED 792'AS SHOWN HEREIAL Mullion Wan pn) Tributary w 0111 16.00 24.00 30.ao 3500 4L00 40.00 S4.00 On) 60.00 0&00 78.00 "m I7@00 X00 24.00 1 . 0E13W0.0 130,0 130.0 130.0 13D.0 130.0 130.0 130.0 130.0 t30.o 130.0 130.0 30.00 130.0 130.0 130.0 130.0 730.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 26.00 130.0 730.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 130.0 730.0 730,0 130.0 130.0 130.0 130.0 130.0 46.00 130.0 130.0 130.0 130.0 129.5 129.6 729.6 129.6 129.E 12.6 129.6 129.6 54.00 130.0 105.9 93.6 86.2 82.2 80.9 8Q9 80 9 110.9 1.9 60.9 80.9 60.00 117.5 75.3 6 J 9 53.8 53.t 63.1 63.1 53.1 63.1 63.1 66A0 87.7 55.6 46.1 43.2 39.9 37.8 36.6 36.3 36.3 3&3 36.3 36.3 72.00 67.2 51.4 412. 38.3 32.3 286 25.8 2G6 25,8 25.6 25,6 79.00 647 40.2 32.9 28.1 24.9 19.9 19.2 10.68.6 B 618 6 64.00 42.D 32.0 26.7 222 t9.6 S627. 7 15.4 14.7 119 13.8 I&B13.8 90.00 34.1 25.9 21.1 17.9 15 12.1 11.6 10.7 IM6 10.6 10.5 00 28.0 21.3 17.3 14.6 12.8 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 MI WINDOWS AND DOORS LLC DOI W. CROSBY RD CARROLLTON. TX 75006 1 A42, 1448, 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART F.A. 08-00139 SCALE NTS n"1T 01/06/09 s"cr2 OF c SIGNED: 06/162015 5 I 1438 g t439 VI>I MUV EME S, 1J:E .SEE t:0 E5 I ti EET i ANCHOR SEE NOTES 1 ON S VE)ITr AL MULLION TOP CLIP WTAUA?10M1 SUBSYAAIE By OTF.EFS M14U11J1.' E!:a DISikNCE SEE SHCEI ELr6SI'RAJ1'E 3Y O" Ins a II . I • e • Iie . ANCHOR SCROW SEE Nor-_S t AND 2 ON SKEET, 1 Y a VERTICAL ULNIJION TOP ME- 04TALLAr4N Or 1 6 i ANCHOR SCRZW SFF NOTES 1 AND z ON SHEET 1 ANCHOR SCiEW-V d v SEE NOTES 1 AND 7 A ON I , SU38TMTE— lo , • , ; BY OT¢R.4 l41/LL1WI o SUBSTRATE • i • + • v S BOTTOM CLIPB!S7/1JATMOM/ N011AbJIA ti'GE 3- OTHERS is`3 1i91'i'{Yi191PJ'.'.'>t. VERMA -WAt# W "1: 11MUM =DOE "c-I SOTTOMf:1PWTAL!i1TION GISiANNI:F SrE nOTES I& SNcET 10 CUl• 9' W.111 :00 --j- 01:;, ". R L. 0 lz'9SEC '40i'E5 41C CKhri OS :/1] R 4 C RENSEt'• NAIVE 12'••: tS IP..t, p 1-nyylpJ;. rJSI/•L_ATICN _ciN_5 - .. S _S: t5 I ?,L, WINDOW UNNRS sNORPvl MI WINDOWS AND DOORS LLC toot W. CROSBY RD CARROLLTON. T% 75006 i e42, 1448, 53a8 AND 5548 VERTICAL MULLION INSTALLATION DETAILS CTAW, F.A. 08-00139 cnc NTS 0<t1 01/06/09 °"r-3 OF a 8 SMS CR.:s SIGNED. 06/16t2015 IIt.. L o ff',,,, p ; ST(ATE Of • a av n i':ORIOT:• D N 1 I tu U CMULLIONCLIPALUMWUM60GS•TS U21n'MULLION ALUM0NUM6003•TS N 1 J rr v CMULLION CLIP ALUMINUM 6006•TS i•r 1 MOUNTING PLATE ALUMWUM6003.73 ev A r,:NSCc 17 _0v—L`t WTM :P]? 6C Jt. ^0/9J R.L r 0 R'ASEL' `IOTY AND C44KT 0.1.1 12 R.L. C R_ Is.-C• %XAE 1Ci'SfI- RJ. R_Aifi :K ALlilt `EiN_5 __--'•Ji:'S.'1} IP.L. C MULLION CLIP ALUMINUAI600S•TS SIGNED. 06n612015 MI WINDOWS AND DOORS LLC 10\I 111 rrrl 1001 W. CROSBY Ro ``J S R• LOyyl i CARROLLTON, TX 75006 .,•OEnSF; ,J' MULLION CLIP ALUMWUM6005•TS 1442, 1448, 5348 AND 5548 Oy61i6 •* VERTICAL MULLIONq(jl COMPONENTS ; STATE 04 ; &- 08-00139 aD Ss'=0R1 G\ sc..[ c, "C" NTS 01/06/09 4 OF 4 L. Roberto Lomas P.E. 233 W. Main St. Danvillc, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 10011 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442. 1448. 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1" x 2 1/2" 6005-T5, part number 1442. 1448, 5348 and 5548 Mullion Clia: Extruded aluminum 6005-T5, part number 1320, 1330, 1438 and 1439 Supporting Technical Documentation: 1. Approval document: drawing number 08-00139 Revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion structural analysis and anchor calculations report No. 510212E prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind bome debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturers installation instructions and/or approval documentation. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 S E N SF•"9cf or61 • >tr TAT OF OR iV / s/0 j1`` Luis R. Lomas, P.E. FL No.: 62514 06/ 17/2015 Florida Building Code Online SoCif % + Page 1 of 2 Business : Professional Regulation pa d ens Home I Lao in I user Reabtration i Not TopicsI Bushes v Produet ApprovalProgssitaluSEWPublicur Regulation submit Surcharge I slats a Fats I Publications I FaC Starr I acts sue Map I unks I searm I s hiiolga or Andicillin Seifth > 62900IfMldri > Appna.tlan Deno FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acm-metals.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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. Validation Checklist - Hardcopy Received Certificate of Independence F r 20 9 gs Col Certificate Of Indeoendence.adf Referenced Standard and Year (of Standard) Standard Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option O https://www.floridabuilding.orglpr/pr app dtl.aspx?param---w EVXQwtDq JEQf8P6a6FJ... 7/20/2015 ABM AMIRICAN CONSTRUCTION METALS S140 West Won Street Tampa, FL 336M TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and Is to compliance with the Sth Edition (2014) Florida Bugding Code excluding the 91igh Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shol be beyond wall dressing or stucco. 3. She conditions not covered by this drawing are subject to further engineering onoysa. 4. Wood/CMU wall construction, by others, must be designed pmpeM to receive loods from the soffit and/or T x T batten ships. S. Aluminum soffits shag conform to the requirements of FSC Section 1404.5.1 and labeled according to FBC Section 1710.9 TAAM OF COMFNrS D=WWN 1 T elevaYbns & generd nodes 2 Panel detabRSHEFF# 3 Sofrd detab & d n ptessurm 4 Soffit de a design S Soff l details. design Wemm S bi of materials BIPIE 4 (T4j 1-" 2JAI IS11ecq UOL1 iolarnmq QUAD 4 44 04012011roKn 04O4013rTHM r n i Rj1i M a• z K M a ddl" FL-12019. 1 n 1 OF 5 Tv J SPAN P;'ROOF OVIiOAANG S AN ''A ' ROOF OVERHANG ROOF OVERHANG SPAN' ROOF ROOF ROOF ` 1• `. s o . FRAMING FRAMING FRAMING IbN ALUMu a •: ALIhINlINUM R1 FASCIA S fASCIN 1 ' TRIM SOFHT EMU OR SOFR7 C`AU OR ` SOFFIT [MU OR %V _ W000 WOOD WOOD g° SEEDEIAIL-A- FRAMED 39DETAIL -CFRAMED SffDETAII•A- FRAMED 9u SEE DEFAIL' B' SEE DETAIL' D SEE DEIAII' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Sh— w/ h o/ herr" eve) (Sholm w/ bumgmfty ardwm) (Shmm w/ umaltrankV onainw) H SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSI) POSITIVE NEGATIVE B- 70. 0 141. 0 ur 60.0 60. 0 Ir 50.0 50. 0 I4' 38.5 38. 5 u• 30.0 30. 0 NUIt: YYVCN:I m" PW Mw L"mm- IN ow DESIGNED BY THE ARCHITECT OR ENGD IEEt OF RECORD DETAIL" B" F-Channel TRIM NM ATTACKED THROUGH FASCIA 0 16' O.C. MAIL STAPLES DLSTALLED0 _-- ENDOF PANEL AND r MA)L O. 0 SEE DETAIL J-. SHEET 51 IMMAX — 6 DETAIL "A" FDsda STAPLES INSTALLED 0 2, f O.C. ONTO WOOD) ON F CHANNEL LEG OR T•NAIL 01 T O.C. ONTO WOOD OR MASONRY) STAPLES INSTALLED 0 IT O.C. ONTO WOOD) IN f-CHANNEL SLOT OR T-NAIL 017 O.C. ONTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM 60710M Of FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24.O. C.190 FRAMING 1'MAIL STARES INSTALLED 0 17 O.0 (WHO WOOD) IN J-CHANNEL SLOT OR T NAIL 0 IT O.0 DETAIL " D " J-Channel Fosdo STAPLES INSTALLED 0 ITO. 0 (INTO WOOD) IN J{HANNEL SLOT OR T•NAIL 0 IT O.C. ONTO MOOD OR MASONRY) STAPLES LOCATED 24 O.C. INTO FRAMING i 5P. I- MAX --f DETAIL " C " J-Channel Osf. Or: JK SUBSTRATE NOTES: ac Ar LFS 1. WOOD SUBSTRATE G = 0. 42OR UTTER w 2. MASONRY SUBSTRATE 3.000 PSI CONCRETE (ACI301) FL- t2019. t OR HOLLOW BLOCK (ASTM C90). 0HN DESCRpOON MATERIAL 1 FASCIA.021SiHKAL3105-HI4 ALUMINUM, 2 - J- CHANNEL.0155' THIL AL 310S - H24. ALUMINUM 3 r CHANNELA15V THK. AL 3104 - H19 ALUMINUM 5 QUAD 4 PANEL VDI IS OR .013S THIC AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .013Y'TFBCIQ AL 3105 - ALUMINUM 7 A15xI VCTRIM NAIL S.S. 8 18' GA. X 1/4' SS STAPLE W7/r MIN. EMB STEEL 9 7' X 7 BATTEN STRIP (G=A2 OR BETTER) WOOD 10 APA B_C- GROUP 1 Ea. PLYWOOD OR BETTER WOOD 11 I. 097" DNA. T-NAIL twl S/6' MIN. EMBEDMEIq STEEL 12d X 3-1/4' IX4 V6RDCAL M.D. GALV. Sly FRAMING (Ga-0.44) COMMON NAIL 0 24.0.C. ATTACH w/ 2.8d w/ 13/ 4' MIN. EALB COMMON NAILS 0 TOP 10 ROOF FRAMING DETAIL " H " STAPLES INSTALLED END OF PANEL AND U' MAX O.C. SEE DETAIL'! I 4.MAX MAIL"J" o"' IP fai ( , 1 y ' s SPAN ' A '---. iy .•"• r ```` ^ ROOFCVERHANG ROOF SEEDETAIL- B • FRAMM (SHEET3) 1' N u E _ w2 15 u1 DX3-t/4- A bI HGAM STEEL M. D. COMMON NAIL02d' O.C. 1=__==_ — _ SEE DETAIL' A- J^ EHU OR w000w/IVrMIN. EMB lit 9jFRAMEDjiCOMINUOUSSEEDETAR HBATTEMN0ClL_ SPANNs e SIDE VIEW - DOUBLE SPAN w/BATTEN. v c SIAM INSTALLED 0 E14D OF PANEL AND Shown w/ Wum/foamng ondkVi i) W MAX O.C. I t n WDEFAIl7') Q. DETAIL " I " TWIN SPAN LENGTH w/ CONfINUOl4T BATTEN A' DESIGN PRESSURE JnO NEGATIVE IV 70.0 70. 0 te' 66.5 66. S 20' 60.0 60. 0 27 S4.5 S4. S 2,r sD.O 50.0 SPAN 'A - ROOFOVERHANG SEEDEIAIL' G' SHEET 4) ROOF FRAMyL SEE NOTE 2 1 1. 1 1 1 EHUORSEEDEGQ' 1' w000 S li FRAMED SEE MAI' A' SHEET 3) SIDE VIEW - DOUBLE SPAN w/ BATTEN CONNECTOR NO1FS (Shown w/ t uWftndng Cm - hang) -- I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: o"o• a JK BY THE ARCHITECT OR ENG04M OF RECORD I. WOOD SUBSTRATE: G - G42 OR BETTER 2.12d COMMON NM OR 311or FIW TAPCON CONCRETE SCREW 2. MASONRY SUBSTRATE 3,00D PSI CONCRETE (AC13UT) IN M.1.1 /4' EMSEDMEIq • 2C ON CENTER OR HOLLOW BLOCK (ASTM CPO). R-120 f 9. r Florida Building Code Online Page 1 of 2 Professional ••. Business r 4 aCIS Home I Log In I User Reghtradon 1 Het Topics Submit Surcharge ( Stats 6 fags Pubnmtio 6 FBC Stag OC(S Sks Map Unt. Sorch Busines , Product Approval USER: Professi I Kaft User Regulation ftWud Androad SHOW > ft&> Ilppllosnon oege Fl. # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Emall 2000 RlverEdge Parkway Suite 600 Atlanta, GA 30328 770) 946-4571 mcollins@adasrooflng.com Authorized Signature Meldrin Collins mcolliris@atiasrooflng.com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 Flo Validation Checklist - Hardcopy Received Certificate of Independence FI i6=Os R4 COI &W30024 2014 FBC Product Evaluation Shlnoles.odf Referenced Standard and Year (of Standard) Standard Year ASTM 0 3161 2009 ASTM D 3462 2009 ASTM 0 71SS 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuUding.org/pr/pr app_dd.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/201S Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL d Model, Number or Name Description 1630SA Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installatlon Instructions Approved for use in HVHZ. Yes la 163155 R4 It • ATL131162.4 2614 Ek Product'EvalwsElon Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Shincles.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Other. See evaluation report for limits of use : Evaluation Reports F 1630S R4 AE ATL3002.4 2014 FBC Product Evaluation' Shinoles.odf ICreated by Independent Third Party: Yes Contact us is FhM— a50=4ai taN . Th.4rar* of Flnrlda Kan AA/FFO r .«`--7 1a c n d "pima. Ptt a StAwment :: :: Itchmil Under Florida law, enell addresses are Publk records. if you do not want your e-mail address released In response to a public -retards request, do not gem electronic mail to thls eelty. InSmad, contact the orate by phone or by traditional mail. If you have any 4uestions, please contact 950.407.1395. -Pursuant to Section 4SS.27S111, Florida Stahrbes, effective Ocrobr 1, 20M ticensl6 0hxased under Chapter 45S. F.S. must provide the 0epaill— with an email address r May have am. The emaih provideo may be used for official communication with the licensee. However Omer! addresses are puWk record. If you do not wlshh to Supply a pesonai address, please pravl0a the 0eparonent wtth an email adWas which can be made available to On puWrc To determine If you are a 0cersee under Chapter 4Ss. F.S., please did b=. Product Approval AmepOsr. cr`ffitSAFE https://www.floridabuilding.org/pr/per app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLoRioA BUILDING CODE 5T" Eorn0N (2014). Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Re 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 Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5876) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1996 PRI Construction Materials Technologies (TST5878) ATL-109-02-M 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 (17ST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 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 (TST5678) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 ATL13002.4 FL 16305•R4 Page.1 of 9 Thls evaluation report -Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express not 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 (rST5878) 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. ProLAM^' 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 Ufetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM 0 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 1e305-R4 _ Pege 2 of 9 This evaluation report -is provided for State of Florida product approval under Rule 61G20-3.. The maruifacturer 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 (VLdj: Tough -Master® 20 Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 54nch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or'6 Nail Pattern* detailed below. 36' NailsimmMae am N•1" 12" '' 4 12- -- 1 o 12- —^j 12' Figure 1. GlassMaster® 30 & Tough-Masterrk120 4 Nail Pattem (Non-HVHZ only) W J Naffs 12 12- 1 1 8w 1 Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattem ATL13002A.. - _ 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, CREIt Services. Seces. 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-AMTM Architectural Basic Wind Speed (Vto): Basic Wind Speed (Vwd): 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 manufacturers published installation instructions. Shingles shall be attached using etther'4 Nail Pattem' or'6 Nail Pattem' detailed below. SSW ft aanauowo o aMaro u.a r ,1 K 0 0 0 0 0 0 0 . 13m O O O O O our Figure 3. Prol-AM'n" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evat"nation report'ls'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 assuranoe changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC Pinnacle® Pristine & Basic Wind Speed (VmJ: StormMasterO Shake Basic Wind Speed (V,.a):: Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below: Installed with 6 in. exposure in accordance with FBC requirements and' manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattem' detailed below. M t<1 O p CC r-_'1 (t-7' L..•, t i ._ Cj C'=) G ri V L: I sir I L Figure S. Pinnacle® Pristine and StolmMaster® Shake 4 Nail Pattern (Non-HVHZ only) w3w 391l.... Von, yr0•4 00 0:c 0000 00 0' c!m Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern A_TU 3002.4 Ft. 16305-R4 Pa®e 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, IlC of any product changes or quality assurance changes throughout the duration for whlch this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (V,u): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or "6 Nail Pattem' detailed below. Figure 7. StormMasterO Slate 4 Nall Pattem Figure S. StorntMaster® Slate 6 Nall Pattern ATL19002.4_ y FL 16306•R4 _ Page 6 of 9 This'evaldaU6wieport'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 (VW: 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. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordancewith FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. M ir 1! M 41/C Aq Y,y „A 14rd — 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 (V,e): Max. 194 mph Basic Wind Speed (Vow): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and, Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. Ir 12 ga.1-1/2" ring I shank nail i t i 12" Figure 10. Pro-CuKa1 Hip &Ridge ATL13002.4 _ FL 16305-R4 Page 6 of 9 17i1sevaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nctity CREEKTechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. Installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK 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. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. RY IA rrP i',,. No u021 ' STATE OF 2. F r.awnprrAinnN nF INDEPENDENCE 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANES641 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 Ft.16305-R4 Page 9 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK 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 Entity Report No. Standard Year PRI Construction Materials Technologies (TST587e) ATL-079-02-01 ASTM •D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM 0 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 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM 0 3462 2009 PRI Constriction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123.02-01 ASTM O 7158 2008d PRI Construction Materials Technologies (TST5876) ATL-125-02-01 TAS 100 190 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM 0 3161 2009 TAS 107 19M PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologles (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7168 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM O 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5876) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM 0 3462 2009 ATL13002.4 FL16305-R4 Page 1 of 9 This evaluation report is proirtded.for State of"Florida product approval'undef Rule 61G20--a. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5678) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) 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-MasterilD 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. ProLAM*" 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) StornMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StornMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. 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 ratify 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 (Vj, : Tough-Masterd) 20 Basic Wind Speed (Vasd):' Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction: Min. 7116 in: OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 54nch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 54nch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. J Nails h1 12" • ! 1 Sir 121 --`-12' 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36' 1 Nails 1 r h-12- --- l s 12• -- *--12'-- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002 4 FL 16305-114 _ _ _ Page, 3 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3: The manufacturer shag notify CREEK Technical Servioes. LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply wartanty. Installation. recommended use. or other product attributes that are not specificelly addressed herein. CREEK' TECHNICAL SERVICES, LLC ProLAM"' Architectural Basic Wind Speed (V,a): Basic Wind Speed New): Deck (HVHZ): L 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. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nall Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattem' detailed below. mu a. Uipj"I.dmd.o0+ wM1 b Inp 7z r O O O O O O O O C3 O O O O O O sr Figure 3. ProLAMTM Architectural Shingle 4 Nall Pattern (non-HVHZ only) Figure 4. Pro-LAMTr" Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation, reconurnended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING, CORPORATION Asphalt Shingles Pinnacle® Pristine & Basic Wind Speed (V„ n): Max. 194 mph StormMaster4l) Shake Basic Wind Speed (Va6o): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Patten' detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern* or '6 Nail Pattern' detailed below. n3w -- - -- rr, mr.aa i.r ro 000000O.00,GG L7GC`JGt=]C wI-- ij— P Figure S. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) ax rn oae MrertelMO aurr1oe wiw Neer r ! r yr ,. f000 0000 00 000 0000 • 0 0 0 0 O O 0 0 0 0 0 0 0 AP Figure S. Pinnacle® Pristine and StortnMaster® Shake 6 Nail Pattern ATLI3002A FL 16305-114 Pago b or d This evaluation report is,proWdedYor 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. ECREEKTECHNICALSERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwt): Basic Wind Speed (Vmd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction, Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' of "6 Nail Pattern" detailed below. Figure 7. StormMastel(ID Slate 4 Nail Pattern Figure 8. StOlmMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4FL16305-R4 Page 6 of 96of9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-1 The manufacturer shall notify CREEK Technical Services, LLC of arty product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LI-C ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cuts Starter Strip Basic Wind Speed (Vur): Max. 194 mph Basic Wind Speed (Vaed): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturers published installation instructions: Shingles shall be attached as shown below. Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. ir 12 µa Vr d• alud i•0 IP ii • 1. b e' Figure 9. Pro -Cut® Starter Strip ATI-13002.4 FL 16305-R4 _ Page 7 of 9 This evaluation report Is.pmVded for State'of Florida product approval under Rdle 61G20-3;. The manufacturer shall notify CREEK Services. Seces. 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 (V,w). 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. OSS existing construction. Undertayment: In accordance with FBC requirements. Min, slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure In accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring shank nail 12 I 6" i i i i Figure 10. Pro -Cut® Hip & Ridge ATL13002 4 FL 16305-R4 Page a 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 ate not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation.. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and In accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM 0 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 a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Y R. A.. G NSF..•+4 r • No. 74021 STATE 'OF 0 0. . c.. 0.P: ?• O 10,NA E 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company, manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributng 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. ENO OF REPORT ATL13002.4 FL 10305-R4 _ Page 9 of 9 This.evatiiatlori report is proOded •for _Shde W Florida proWdiaMovW iaWer Rote 61G20.9: ThemMMdaCbM sNU:no" CREEK Tediiili al Seivlbes IlC:oi arry,product changes ac4ual!b. assurenoe.charges >taou9l out ifEe du!allon for: iddhlMs.re .poR is vatic. Tft evaluation mW does not •express nor Imply warranty,11001lallon. reed use, Or 0QWProdgd WMpjites that are not specifically addressed herein. If Florida Building Code Online II ,1 --{-S Page 1 of 1 FLI-5Z i Business & Professional Regulation nori&DquMald eaS home I ta• in I user rtepistratloo 1 tta Tape I Submit Suremve I Stara a Fads I Publicatlwe I FK Stan I acre Sea Map I anise I Search I Busines Product ApprovalProfessi ®UNR: public: uwr Regulation Product or Analloation fleyrch,3- Appt1da11on ua: Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search ResuRs ELF. ADD lb= ucaaons validated Br Status FLI S216-R21 Revision I InterWrap, Inc. Cateaoryt Roofing John W. Knezevich, PE 9S4) 772-6224 Approved History Subcategory: Underlayments aeere,rre D6PR_AadlOvab' cote she and raUtatl a the *ride tM necessary t.,,,U us ••: ptene• e5a•4.7.it124 The State of Florida Is as WSEO almloyer. 'r'"tr . ei e•et nerlds :: gbppr t :: U•tdmv Atat rnenr :: tefund surhment Under Florida taw, er"ll addresses ant public rremroa. it you do not want your, e-rnen address released In resporee to a public-reontds request• do not send eleettonk man to this entity. treated. contact dro office by prone or by traditional mail. It you have any quasdons. passe mnOQ 1I50.487.139S. •Pursuant toSeaton4SS.27S(1). Flonda Scituoes, effeawe Oc=W 1. 2012. licensees ficansed under Uapoer 4SS. F.S. must povMe the oepartimm with an amall address rtheyhaveone. The enlalls provided may be used (or official comnaWotron with the licensed. However ema0 addresses we public teo7rd. u you do not wish tosupplyapersonaladdress, pease provide the Department with an *mall address which can be made available to the public To det*rrrona It you are a licensee underChapter4SS, P.S.. pease cndr Lim. Product Approval Accepts: 0 ®. crud ISArFE https://www.floridabuilding-org/pr/pr_appist-aspx 7/20/2015 Florida Building Code Online Page 1 of 2 A Professional RegulationBusiness kbDep fqd s'nlPolessil Gas acme I coo in I user napawation I M ToWa I suw a soodu Ge I sraas a F&M I RMMAUom I FBC Stag I eas Sim wo I Uroa ( sn10 I product ApprovalIUSERF•bx User Regulation a AaoliallY Nit > Apytka0oa OaraG FL a FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mWpas®Interwrap.com Authorized Signature Eduardo Lozano elozano®Interwrap.com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 778) 94S-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Emall Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer l Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Oate 11/17/2015 Validated By John W. Knezevich, PE R Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 TIS07.8 https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 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 SiirnWiiy of Products FL Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions FLIS216 R2 11 2015 04 FINAL ER iNTERWRAP RHINORODF FLU16- Approved for use In HVH2: No R2,odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluattlon.Reports FLI_S216 lit Ac 2015 04 ANAL ER 1NTERWReP RH[NOROCF OU5216- Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. S2,odt Created by Independent Third Party: Yes 0. Tallahnsite R,- phone: 950-497-1101 The State at Farida is an ANC ernployer• Cmeldlit 2W7,2flt.. 2 Skirts _at PArift,::MUM ::13el'und..Rissmaoi Under Florida tow, emen addresses am public records. It you do not want Your e-mail address released in resporte to a publkKecords request, do not S" tlCtrank mail to this entity. trnstead, 4mn= the onto by phone or by traditional mall. It you have am Ouestlor4 plane, CantaCl OSO.4a7.139S. 'Pktnlarlt co section 4SS.27S(1). Florida Statutes, tnedNe October 1, 2012, Iloensees lkardod wider Chapter 45S, F-S. ffdat Provide the Department with an Mid OdMsiss Iftheyhaveone. The earns provided Me y ba lrsad for alndal eprntu nialow wan the licensee MOvrew emaa addresses are public record. 9 you do n6t wksh tosupplyapersonaladdress, plena provide Qva'OaDlrtrhtR with an einea balreSs which an be trtoda'avallaale to tba pulft To determine if you are a Ilcsrlsee underCluplr4Sj. F, A', Please dick bt&; ProArR Approval Accepts: MOOR C ectitSAFE https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 QIT ININIERD EXTERIOR RESEARCH S DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5u' Edition (2014) Florida Building Code sections noted herein. 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. AovEansEmEN : The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsPECnON: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 4-°0. vac astt? yia s?1'ti,' - of E2 sy Z!` Of. ` sJf9k7 a` The faolm4tadappearh*was riewdzedhaRobeANlaminen, t . • eft erMral PE on 04M/2015: This does not nerve as on elearordnlp alpuM dommont. Sftrue0 "Mad hordcapes have been traumtheined to t product Approval AdmkMratm and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinityiERD 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 Nleminen, 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 ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITYIERD 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 1507.2.3,1507S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1507.95 on Heating 1507.2.3, 3507.53,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 ZOOS 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CDQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, 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 This is a building code evaluation. Neither TrinityJERD 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 HVH2. 5.3 Fire Classification is not part of this Evaluation Report refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVM OFRONS Asphalt Nail -On Tile Foam -On Tile Metal Wood slate or Underlayment Shingles & Shingles Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No _ 5.6 Exposure Limitations: 5.6.1 RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type II underlayments In FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. CerVicate of Authorization #9503 Evaluation Report 140510.02.12-R2 FL15216d12 Revision 2: 04/27/201S Page 2 of 3 QOTaINITYIERD 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. q : nbRoof 1J20 6.4.1 fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-Inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 14nch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinhle taveri Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be Installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. if this occurs, remove the cap nail and patch the hole In accordance with Interwrap published Instructions. 6.4.3 D uble.Lmier. 2:12 <Ro[ifSlope <4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY AssuRANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520-3321 END OF EVAWATION REPORT - Exterior Research and Design, LLC Evaluation Report 140SIOAL12-RZ Cert*ote ojAuthorirodon #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 QOTaINITYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificote of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ' OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 14OS10.02.12.R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S 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 5nt Edition (2014) Florida Building Code sections noted herein. DEsCRIPnoN: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the 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 J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCq ANE1983 a sxe yi..i e.S9sef• ate. Z. IZ'OFF 41 The aoMMtool awnrba was authotmd by Robert Mmeua a•e 7k>L ac' P.E.on 04127/20M TAIL does not tans as an ekctronlok Wnedgw.unaP doamheM. 51{ned, sealed Inrdmpta have been traram4ud to the Product Approval Adminhlrator and to the named Cknt CEMICATION OF INDEPENDENCE: 1. Trinity IERD 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. QOtRINITYIERD ROOFING COMPONENT EVAWAmm 1. SCOPE: Product Category: Roofing - Sub- Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the Intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.53, 71507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 150723,1507.93,150795 on Heating 1507.23,15075.3,1S07.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1S07.93 Heating, Liquid Water Transmission, Breaking Strength, 01mensional Stability 3. REFERENCES: E_ ndt I Examination Reference. PAM ITS (TST1509) Physical Properties 100539395COQ-M 10/227/2011 ITS (T5T1509) Physical Properties 100539395COQ-002 10/27/2011 iTS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM D226, Type 1 or Type 11 felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. UMRATIONS: 5.1 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. 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 Undedayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop Rhlnoltoof Underlayments are follows: ROOF CovER Ovrtorrs Underlayment Nail -On Tite Foam -On Tile Metal Wood Shakes . slate or Shingles Shingles 8, Shingles Simulated Slate IihlnoRoof U26 Yes No I No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhlnoRoof Underlayments shall be installed In accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or It or 04969, Type It underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 640S10.02.12-RZ Cemjkote of Authorization #9503 RlSZ16at2 Revision 2: 04/27/201S Page 2 of 3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior to application. 6g. RhlnoRoof U20•. 6.4.1 Fasteners. TWNJWJERD Sweep the substrate thoroughly to remove For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 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 Sinele Laver-'RtSof Sldoe > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure :i 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 ^oubt Laver 2.12 < Roof Shoe•<412: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research end Design. LLG Evaluation Report 140510.02.12-R2 Cettkate Of Authorizatlon #9503 FL35216R2 Revision 2: 04/27/2015 Page 3 of 3 02/11/2015 13:41 MO P.0021004 iAM MIAMi-DADS COUNTY PRODUCT CONTROL SECTION DEPART6114T OF REGULATORY AND gCONOMIC RRSOURCES MR) 11805 SW U Street, 040M 208 BOARD AND CODE AMUNIMATION DIVISION Mivni. Florida 33175.2t74 NOTICE OF ACCEPTANCE MOAT r a>3ts-ss9oP(7as) its 2599 Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jackaooville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The dOcurusedinnultiOnMiamisubmittedhasbeenreviewedandacceptedbyMiami -Dade County RER -Product Control Section to be usedinMiamiDadeCountyandotherareaswhereallowedbytheAuthorityHavingJurisdiction (AHJ} This NOA shall not be valid after the expiration date stated below. The Miami -Dade County product Control Section InMiamiDadeCounty) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this productormaterialtestedforqualityassurancepurposes. if this product or material fails to perform in the accepted manner, the manugfhcturer wUl incur the expense of Such testing and the AHJ may immediately revoke. modify, or suspendtheuseofsuchproduct.or material within their jurisdiction. RER momVes the right to revoke this aceeptence, ifitisdeterminedbyMiaml.Dode County product Control Section that this product or mamW fails to meet the requirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the Florida Building Code includingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers 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 change intheapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. T> dRMINATION 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, forsales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section ofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expirationdatemaybedisplayedinadvertisingliterature. If any portion of the NOA is displayed, then it shall be done initsentirety. 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 pages I through 3. The submitted documentation was reviewed by Juan E. C011ao. R.A. 4 • C f004-11 NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Dote: OL23/14 Page 1 of 3 021111201 S 13.42 fAll) P.0031004 A ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICAM: wt.nufactUred by Teat Product Applicant mmalig°t swelflcadous $OWAQ1a11 Weather Vein Vent: 4- W x 19" x 46' TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch.--- • MAmpAC'I'omr. LOCATION 1. Jacksonville, FL EM ZNCE SUBMITTED TeftAmcy Tat I_ d tifisr Test Name/_llow" Date m Asphalt Technologies, Inc. TAS 100 SFM-002.02-01 09/14/03 ICC-ES AC132 SEM427.02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck Deseriptioa: 1°/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3'b" x 46" opening centered between layout listen 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 rear slope of the roof. Center vent in opening and set it in a t/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-%" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" 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). Net Free Area: 99 square inches. NOA No.: 13.0814.08 Expiration Oats: 04/15/19 Approval Date: 01/131M Pate 2 of 3 4. 0211112015 13:43 fAX) P.0041M LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturees 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 S. All products listed herein shall have a quality assurance 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 manufactumes 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 Roos FLAWA NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Dote: 04/19/19 Approval Date: O1/23/14 Page 3 or3 Florida Building Code Online U55 ILA Te. Page 1 of 3 truc4 -X(j y. Professional Regulation I surw a I Stsu a Facts i Puenotlons I FSC -itae I sits She MP I C I sea"M I owda p4 , acts Nome I Lao I user tuytserauon : NOL Toga sutmat o 6uslnes jj Product Approval ProtessiYial USER.Pubk User Regulation ADMicado, APP11puoa0CWue: /laaeoWl Nam,>• _ ._. .__ FL 4 Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contrail Expiration Date Validated By Certificate of Independence FL2197-RS Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. MITek Industries, Inc. 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-S746 314) 8S1-7480 Ext7480 dwert0mll.com David Wert david.c.wert@mll.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mil.com David Wert 14S1S North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Audlting-Instltute Ltd. 12/31/2015 ICC Evaluation Service, U.C. Referenced Standard and Year (of Standard) Standard. Year ANSI%fPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code h4s://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Crc 'SAFE https://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from 1CC--ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by . hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial: embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. ICC-ES Evaluation Report t5K-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es-orst (800) 423-6587 (562) 699-0543 A Subsidiary of the Intemational Code Council' DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com. EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16. M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HSI 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009. 2006 international Building Code° (IBC) is- 2012, 2009. 2006 international Residential Code® (IRC) W. 2013 Abu Dhabi International Building Code (ADIBC)t rThe ADIBC is based on the 2009 IeC. 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 MiTekm M-16 and M1116: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness 0..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 form, facing the slot cutout area, -Teeth are 0.16 inch (4.1 mm) wide and 0.37 Inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeko M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0,0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization Coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6,4 mm). Each slot has a 0.334nch4ong (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 MTek®M-20 HS, MII 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 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1ynch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 025-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC- S Etmluation itepora are not to be eonrrrued os repruenrirtg aortheries or any oihar aariburei not specfjlcally oddresse4 nor are rhey iobe construed asanendorsementofthesubjectofthereportorarecommendmionforItsuseIbreisnowarronrybyICCEvaluationService, UC, erpreu or fmphe4 as Oil to any finding or other asafter in this report, or ar to arty product covered by the repars Page 1 of 5 Copyright 0 2015 ESR-1311 ( Most Widely Accepfed 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 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 MII 20 Douglas fir4aidh 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 0.65 249 190 184 200 _ M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 . 135 143 Hem -fir 6.43 139 .. 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: tibrut` = 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 perpendicularto load, wood grain perpendicular to toad' Ati 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 fullienibedmerd 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 Mill 20 M-20 HS, Mil 20HS.AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency J Pounds/inch/Pair of Connector Plates Efficiency I Poundsllnch/Pali 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 6.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Oeifiation [see Section 5.4.9 (e)) Maximum -Nei Section Offs over the Joirie Tension Q 0° 0.66 1945 0.62 1091 0.67 1716 Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ (r 0.54 1041 0.49. 574 0.43 761 Shear ® 300 6.61 1173 0.63 738 0.61 1085 Shear ® till° 0.73 1402 0.79 936 0.67 1184 Shear ® 9T 0.55 1055 0.55 645 0.45 792 Shear Q 1200 0.48 914 0.42 490 1 0.34 608 Shear ® 1500 0.35. 672 0.46 544 1 0.3 537 For SI: 1 Ibrinch = 0.175 N/mm, 1 inch = 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. Ma)imum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and TMsted _ _ Page S of S 0.12V 0.2W 0 5W 0 sw 32mm 64MM 93mm127mm 000 A 0,00 aoo A 00o m 'a Goo J k 11000 000 aoo Boo 000 00o L aoo aoo aoo M-20 HS, M1120 HS, MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF Mi7EK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. WMicc-es.ora 1 (800) 423-6587 ( (562) 699-0543 A Subsidiary of the lntemationa/ 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.mli.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M46, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16. MII 16. M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: e 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates MA6, Mil 16. M-20, MII 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 20' " ' d, B6ftW ' Code —Resident bl, provided the design and installation are in accordance with the Intemational'Qiiifding 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, Mil 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 holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC.ES Evoluatlon Reports are not to be construed as representing aesthetica or any other attributes not spectrically addressed nor are they to be construed _ - at an endorsement of the subject of the report or a recommendation for Its use..There is no warranty by ICC E4ahai1 tlonServlee, C express or Implkd as . to airy finding or other natter In this report or as to airy product covered by the report Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report t,K-71s1 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS*'- 1.0 EVALUATION SCOPE Compliance with the following codes: rot 2012, 2009, 20061ntemationa/ Building Codee (IBC) rot. 2012. 2009, 20061ntemational Residential Code® (IRC) lit'.2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 Iec. 2o09 IBC code sections referenoed in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MITek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 miTek®M-16 and M1116: 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 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] • and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth: The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (f.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"t: 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 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-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 (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-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.FS Evaluation Reports are not to be construed as rep-ine oesthelics or any other atblbutes nor tpeclfkally addressed, nor on they a be construed at an endorsement of the subject ojthe report or a recommendarlon for its ure. Then is no warranty by ICC Evaluation Service, UC. erPrus Or MOW.. at _'1! to onyJindmg or other matter In this report. or as a arty product ctmnd by the report am v: Page 1 of 5 Copyright 0 2016 ESR4311 I Most Widely Acipepted'end Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT* (Ib/in'/PLATE) LUMBER SPECIES SG AA A EA AE EE M-16 AND Mil 16 _ Douglas fir -larch 0.5 176.. _ 121 137 126 Hem-8r 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 Mill 20 Douglas fir -larch 0.5- 220 195. i 180 190 Hem -fir 0.43 185 148 129. 145 137 Spruce -pine -fir 6.42 197 144 143 Southern pine 0.55 1. 249 190 184 _ 200 M-20 HS, Mil 20 HS and MT70HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 10 Southern pine 0.65 187 143 138 150 For SI: l lbfin? = 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 W load. wood.grain perpendicular to loadAntensplatesarepre9sedintothewoodforthefulldepthoftheirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowed.by full -embedment rollers. or combinations of partial embedment ro.Woresses and hydraufic 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 Poundstinch/Palr of Connector Plates I Efficiency I Pounds/inch/Pair of Connector Plates . I Efficiency I Poundsflnch/Pair of Connector Plates Tension Values in Accordance with Section 5A.42 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 00 Tension ® 90° 0.70 0.38 2012 0.60 1013 0.47 880 820 0.59 1505 0.48 1219 Tension Values in Accordance with TPI-1 with a deviation [see Section 5.4.9 (e)[ Maidmufrr Net Section Occurs over the J01re Tension @ 0° Tension Q 900 0.68 0.30 1945 849 0.62 0.48 1091 841 0.67 0.52 1718 ' 1321 Shear Values Shear ® 00 Shear ® 30° Shear ® 600 Shear ® 900 Shear' ill 1206 Shear @ 1500 0.54 0.61 0.73 9.55 0.48 . J. '- 0.35 1041 1173 1402' 1055 914 672 0.49. _ 0.63 0.79 0.55 _ 0.42 0.46 574 738 936 645 490 544 0.43 0.61 0.67 0.46 _ 0.34 0.3 761 1085 118 4 792 608 _ 537 . For SI: 1 Ibnnch - 0.175 N/mm. 1 incri = Z0.4 mm. NOTES: Minimum Net Section - Aline 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. ESR4311 1 Most Widely Accepted and Trusted _ _ _ _ Page 5 of S 0.12V 0 25W 0.000" 03W 3.2mm 64mm 12.7mm 9. 3mmm M-20 HS1 Mil 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report LJ" Reissued June 2015 This report is subject to renewal June 2017. wwW.icc-es.orm I^(800).423-6587 I (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) 4344200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: MA6, Mil 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, Mil 16, M-20, MII20, M-20 HS. MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7A of the most*r evaluation report ESR-1311. T.-comply with the 2014 and 2010 Florida Building Cod"Widing and theL2014 end 2010;Fh lde BuAdtng••Code,=—ReshlenWi, provided the design and installation are in accordance with the Intemational Building. Colo IIBC)•provisionsnoted.in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16. M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For pr6dii6ts falling,under i=lbrida Rule-9144, verification thdt, he teport.holders quality assurance program is audited by.a• qualify,.asuratice; enfrty approved. by the. Florida Building Commission :for ttie type of inspections being. conducted is. therespgnsbilityof'ari;app?o1!ed validation entity (or the'code.offidal wAMn the r`!eport:holder does not possess an approval by the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. rCC_M £voluatlon Reports are not to be construed as rrpretendng aesthelia or any other attributes not specljkally addressed, tar ate they to be tongrruedasanendorsementofthesubjectofthereportoramcommettdallonjorItsuse. There & no warmnry by ICC F.aaluarlon Sovke. LW- espress or lmplle4 as to airy finding or other matter In 'his repo". or as to arty product covered by the report Page 1 of 1 Copyrighl0 2015 ICC-ES Evaluation Report ESH-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es-om 1 (800) 423-6587 I (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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MI120, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009. 2006 international Building Codee (IBC) is 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC Is based on the 200918C..2009 (SC 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 MTeke M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage (0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0..0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MTTeke M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (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 MTeke M-20 HS, MII 20 HS, and MT20HST": 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 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0A5 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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Evaluation Reports are not to be construed at representing aeirherra or any other attributes speclfrcolly addressed. nor are they row u4 e as an endorsement of the subject of the report or a recontmendmlon for its use. There isno warrantyb /CC Evaluation Service. L.C. espreu pl' as to airy finding or other matter in this reporl, or as to any product covered by the report Page 1 of $ Copyright 0 2015 ESR43.11. 1. 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 MIt 16 Douglas fir -larch 04 176 121 137 126 lem-fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 122 Southern pine 0.55 174.. _ 126 147 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 160 190 145 Hem -fir 0.43 _ 185 _ 148 129 _ Spruce-pine-fii 0.42 197 _ 144 1137 Southern pine 0.55 249. 190 184 00200 M-20 HS, Mil 20 HS and MT20HS " Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spruce -pine -fir 0.42 _ 148 108_ 107 103 Southern pine 0.55 187 143 138 1 SO For SI: I lb/irr2 = 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 toad, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate peipwkW%dar.to load, vaood grain perpendicular to load2AIIIMSplatesArepiedIntothewoodforthefulldepthofthenteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ibfinch = 0.175 N/mm, 1 inch - 25.4 MM. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount Of steel for a specified orientation. For these Plates. this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates. Ibis line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and.Trusted Page 5 of 5 _ 0,126' 0.2W OMW 0 3fir 3.2mm t4mm 127mm 93eim 1900 A d-00 000.000 000 no aaag000 00o Goo oa0 coo 00a flag y aaa a00 090 1MUrmH M-20 HS, MII 20 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MJTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report Cam-Io%0 wrr••••"••- 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 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: MiTekeTRUSS CONNECTOR PLATES: M46, MII 16, M-20, Mil 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 MiTeO Truss Connector Plates M-16. MII 16. M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HS"A, recognized in ICC-ES master report ESRA311. have also been evaluated for compliance with the codes noted below... Applicable code editions: a 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The MTek®Truss Connector Plates M-16. MII 16. M-20. Mil 20, M-20 HS, MII 20 HS, and MT20HS"e, described in Sections 2. 0•.through 7.0 0tthe.maMr.evaluation.teport,ESR-1311..comply with the 2014 and 2010 Florida:BIin accordance Code — Budding and' tbe 2M4•ari4 2010-FWda Bulld09, Code-R9A4erWM. Provided the design and instailaticii are in accordance with the lntemafionaf• Bir!ldiag Code0 (IBEj prgvislons died in the'master report. Use of the MTekeTruss Connector Plates M-16. Mil 16. M-20, M1120, M-20 found to be in compliance with the High -Velocity Hurricane Zone provisions off tthhMil 20e 2014 and 2010 Florida Building Code--- and MT20HSTM has also been Building and the 2014 and 2010 Florida Building Code —Residential. For•Products:faU llq under. Florida: Rufe•9N-3, verificatibn that the report holder's quality assurance program is.audid IS- a quality.assurarrce. entity. apPraved :by:the -Florida Bullding:Commission for the. type of inspections being conducted is the responsibiG O...r.,: prolied•lralidation entify:(or the.code:official when the .repoR.holderboes not possess.an.appnwal by the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. CC -a Graluadoa Repvm are not to be comirued as reprereatbtg ovthetla or any Other attributes no' spee ealty addtrsted, nor an they to be plieA as Y or tmred as . m on endorsement ojthe svb/eer ofthe report or o recommeedotton jot 1rt nxe: 77te e Is no aarron 6 ICC F.nruorion Sen'1a. u G aPrar 1 l' —_ to anpfttding or other matter in this report or m to otq product eoaere4 by the report. page 1 of 1 Copydght O 2015 ICC-ES Evaluation Report COO-14 r Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o (800) 423-658T I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop4Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M46, 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 Code® (IBC) r 2012. 2009, 2006 international Residential Code(IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 200918C. 2009 IBC code sections referenced in Ws tepon 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 3.1 MiTek® M-16 and Mil 16: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage 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 fiat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave forth, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MTek° M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repealing 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 approbmately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 Inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/a-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 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approbmate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. ed ICC-ES 8raltmeon Reports one Rol to be construed as representing aesthetics ar any other attributes warranty not spec val ulat addressed tar are prtmey a r toast 40S as an endorsement ofthe subject ofthe report or a recommendation for its use- is ro xwrronry by lG C Evaluation $errke. IlC. upress or httplkd as aa.. to ally finding or other matter in this report or as to mry prod by Par Page 1 or 6 Copyright 0 2015 ESR-1311 1 MOst Widely Accepted and Trusted TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/In'/PLATE) LUMBER SPECIES SG AA EA _ M-16 AND Mil 16 0.5 176 121 Douglas fir4arch _ Hem-0r 0.43 119 64 0.42 127 82 AE _ 137 102 75 Page 3 of 5 EE 126 98 107 Spruce-pirie-fir 0.55' 174_ 126.. 147 122 Southern pine M-20 and Mil 20 0.5 220 - 195 180 190 Douglas fir -larch •• 0.43 185 148 1 145 Hem -fir_ _ 0.42 0.55 197 249 144 _ 190 143 184 137 200Spruce -ply -fir Southern pine M-20 HS, MII 20 HS and MT20HS 0.5 165 146 135 143 Douglas fir -larch OA3 139 111 97 109 Hem-flr 0.42 148 108 107 103 Spruce -pine -fir Southem pine For SI: 11bre? = 6.9 kPa. 167 1430.55 - 138 150 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 = P.Ie1e perpendiadae to toad. wood gralit perpendicailar to load All IcusS'AI are se Into the wood for the tuU depth of theti teeM'by hydtautio•platen emt>edment.presses. multiple roller presses thatusepartialembedmentfollowed'by (ntl.errtbedment rollers. or. ocmbina.6ns of partial embeddientrollet presses and •hydraWc-platen presses that feed trusses into a stationary finish roller press. TARLIF 2—EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For SI: 1 Ibfurch = 0.175 N/mm. uncn = za.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 tine passes through a line of holes: 2Maxtritur'r Net Section - A line through the plate's tooth pattern with the maximum amount of sleet for a specified orientation For these plates, this line passes through a section of the plate with no holes. ESR-1311 I _Most Widely Accepted and Trusted Page S of 5 _ _ _ 012V .0.2W 0.5W S2nme EAmm 127mmn V60 Goo 000 9.00 ono Ono 000 0 000oa , J 0 000 000 ono ono Ono 000 p.__ 000 Ono.000 0 4er 9 3 rtim M=20 HS, Mil 20 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report E5K-141.1 rm.; ziupplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.onl 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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 6301T 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20. M-20 HS, MII 20 HS, and MT20HSTm. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: i 2014 and 2010 Florida Building Code —Building 11i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120. 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:eRd:2010 Florida Bulking; Code —Residential; provided the design and installation are in accordance with the lntemational Building Code° (I0C) provisions noted in'the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, M1120. M-20 HS, MII 20 HS, and MT20HS"' 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 failing under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. rCC-ES Gvohotion Repors are not to be coratn" as representing aeahma or any other attrlbuta not specrJteany oddreuea, nor are wry rot oe - C= as on eintarsement of the sub/en ofthe report or o-mmmendation for is use. There (t no Warranty by I= CMaluariion Service, " erpters or imPl kQ as to any finding or other matter in IN% reporl. or as to Wary product cowed by the report Page 1 of 1 Copyright®20/5 rr ' Florida Building Code Online V ' e U ) Page 1 of 2 V RegulationBusinessProfessional r19 rlpnnWdFW&- acts "arm I top to I user Registration i Mot Topics Submit Surcharge I Stats a facts PuGkatlons faC Stag SM Site Map Links Search BusmesgL Professibb al Product Approval USIER: pultlk User Regulation warm > Application oebil FL N FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Addness/Phone/Enwll Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Xianbin Meng benmeng8@yahoo.com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Ni Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE hit Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect f ia23g R3 Eat+v FguW.odf https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/201 S Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/23/201S 04/30/2015 OS/06/201S 06/23/2015 FL tt Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use In NVMZ, Yes Fl 14Z;9 R3 L Owa.edf Approved for use outside NVNi: Yes Verified By: Frank L Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. This design provides allowable capacities for the 814239 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. CoMad Us ;; fpao nero.e. ehn vTan.h.see a n99 a,me esore-1ez The State of Fiend& ban AryEr.0 empeyer. G`_=`-`- 7007-1a or. of nmtda., : Pdvftv StateinaM :: :: RftAMd StaternmInt Under nortdo law, ernap addresses are public reoudS. If you do not want your e-mail address released In response to a Public-teoords reW !A 40 net send d00lbrec rNM to tnb enl0y trbtead, abnbct the d0oaby owe or by tredelonel mad. U Vow hove say OWN, s, p4ase dontaQ•aSa.atp.liSlS. 'tV:tom l0 S ion 49S.i7Stl2. Florida STOOIbM f. CROOOOOber1: 20t2. tblttserS kertM under Chapter 43S, VS, foist provide the OepMmeft MN an email address it lbe kK Ofrl. lDa !rtell pbvl0td,rrhar ho used ttir aRiaal oanmUNOtbri MtA lte Ikehfle. llowava WWA addresses are public reomd. U yap do dot wish to suvoy a Paso" addram Please provide the DepartnlFld With an o=$ addregs wh:dh Can be made aVARAWe to the PUDIC 10 detdtmrna d YOU are a 1kerdee under C! MW 4M FS, please dick b= . Product Approval Aoeepts: ME Credit 5_ A V E rc it5_AFE https://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS t CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE C t MECHANICAL UNIT. ,y MECHANICAL UNIT MUST BE SQUARE OR RECTANGULAR. = b NO IRREGULAR SHAPES. Zhu r Ku i N HOST STRUCTURE DESIGN BY OTHERS. SEE SCHCDULES FOR ALLOWABLE SUBSTRATES 7SLB MIN: MECHANICAL UNITUNIT PER SEPARATE CERTIFICATION. TYP. iCENTER OF SEE DESIGN I SCHEOULEFOR GRAVITY •' MAXIMUM SURFACE AREA ANDDESIGN PRESSURELIRE . M. STEEL TIE -DOWN CUPS. i SEE DETAIL 1.13 B 213 L•Z FOR CUP INFORMATION, 3 TYP. MAX . TYP. r MAX: k, ot MECHANICAL UNIT TM 1 TIE -DOWN ISOMETRIC TYPE CUP AND NUNN 1 )• . )• O• ISOMETRIC EHt CORNER WILL VARY PER COwamoN TYPES CI -CA ON SLEET 1 TIE -DOWN CLILUST"P DIYES THE MkOCIOURE UM To RECTIVE EXAMPLE MAXIMUM__ _ ALLATION HUM. ANYIIECHAINIWURf]fAMPIE IOOMFOIWS TO THE DIMENSION RESTRICTIONS DANIDESIGNCRITERIALISTEDKMEIK% SEE SHEETS t FOR OESITiIHSCHEOULES.) GIVEN MECHANICAL UNIT CRITERIA: CONSIDER ME INSTALLATION OF (1) MECHANICAL UNIT WITH THE FOLLOWING OOTERIA- ViAt. 170 MPH. EXPORIRE a AB' TALL N AT DEE 14E' WIDE, 100 LS (WEIGHT AS vET11FIED BY OTHERS) INSTAUED ID SW PSI MIN CONCRETE WITH (1) 2- CUP AT EACH CORNEA OF UNIT (TOTAL OA (A) CUPS) NITVA. GVwN PROCEDURE am RESULT 1 THE CONNECTION TYPE BASED ON THE DIAGRAMS ON SHEET ON TYPE 3 IDOMINE THIS INSTALLATION IS INTENDED FOR A VUR-170 MTM, EAB OSURE'. THISDESIGN t DEIERMWE WHICH DESIGN SCHEDULE TAM TOIee DUTEAfA CORRESPONDS TO TAKE S DEiERMIN! WIDEST FACE AREA Or MECHANICAL UNIT TO BE UWAUED AS`AAB•.16FT• THIS UNIT HEIGHT OF AS- IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF M. NOTE THIS PRODUCT APPROVAL ALLOWS THE OMIT TO BE fWrALLID ON TOP CMea MAIUNUN UNIT HEmm RESTRICTION OF ANA/C STAND THAT 12 A MAXIMUM "'TALL IFAN A/CSTANO IS UTTLQm1 CWECII 70 SEE THAT THE STAND OGNS NOT EXCEED 20• IN MMPff MIR1 u M MYI M10WTHIS UNIT MAYESINSTALLEDATROOFHEIGtTSLESSIN" OR EQUAL TO IS FT17! ADDITIONALLY, THISUNITMAYBEINSTALLEDONROOF -TOP MGM GREATER ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION TAN 601T AND LESS THAN 100 FT. SEE (h ON TABLE S FOR THE NUMERICAL VALUES OF THUS DESIGN EXAMPLE DESIGN NOTES: = *' THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE MO AND THE BUBDIRG m0f FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HRURRICANE INDICATED IN M[ ACCOMPANYUIG DESIGN SdEDUIS. THE DESIGN TAIIERIA USED 4y= CAILTRAIL TIR ALLOWABLE ROOF•lO NIEIGITS OD161DfA5 ASQ f• 10 SECIIOM 1!.l.t FOR ROOT TOP HEIolTIS (N1 tW R A1m SECiTo11 N.S FOIL tWOI7M NEIGMTS (Ws W R ' A SECTION N.4.1 FOR P STALLA7T0Eq AT MADE (GCH),r.•).10 WITHO THE PMIL 4 GCHL..• 1.10 OUIIIDf an IIM2 ICAO. }! IS fOTi ALL LOCATIONSALL 6O1nHaON1 o9swuVAu"m ARE ofAamll., WITH Mo 2.10 CRIERS 26 1!. THE HEIGHTS LISTED IN THE OStGN SOIEOUIS REPRESENT THE AUDWABLE HEIGHT OF THE VAU) JIKi. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE SAILED ON A MAXIMUM 1W TALL AFC STAIID (CERTIFICATION BY OTHERS) ON 70P OF THE HEIGHTS LISTED IN THE DESIGN SCMEMAS. GENERAL NOTES: 1. THIS MOOIICT HAS BEEN DESIGNED AND SMALL U FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF ME FLORIDA BUILDDNG CODE B ASCE 7.10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2 NO 33-V3% INCREASE IN ALLOWABLE STRESS MAS BEEN USED IN THE DESIGN OF THIS sES 3. DESIGN . IS BASED ON (1QM PROVIDED /RODl1CT AND DIE EVALUATION NLATEST REPORTS P NT TESTING EVAWATOM LABORATORIES, INC,. MO Aalf11y11 1 FT YR(RER APPROVAL BY THIS ENGINEER SHALL BE PERMITTED. A. MAXIMWN 6 MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS ICTFUA SPACE TONNAGE. ETC) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR S. FASTENERS TO BE 012 X V • OR GREATER SAE GRADE S UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE I7W BLDIDDH WHO, CARBON Slat ONLY. INSTALLED TO 3000 PSI MIN CONMETE SEE ANCHOR SCHEDULE FOR ANCHOR AIL FAASTENERS SNMLHAVE APPROPRIATE CORROSION PROTECTION 6. ALL OBEL CLIPS SHALL BE ASIM A2)) STEEL (GRADE D) WITH FY•33 KW OR Be"M ALL STEEL MEMBERS SMALL S PROTECTED AGAINST CORROSION WIM AN APPROVED COAT OF PAINT. ENAMEL OR OTHER APPROVED PROTECTION. G!0-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM. ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 1• MN. TMCI( AND S•ALL HAVE MINDUM ODHPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. a THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OlSSIMIW( MATERIALS TO PREVENT ELECIROIYSIS. RfmcAL GROURO, " No REQUIEM TO Be DawmW B INSTALLED N OTHERS. 10. THE ADEQUACY OF ATM EXtgf= STR{IMI TO WITHSTAND SUKRDIPOW LOADS SHOAL q VEt m By m O"F1E OESTOI PROFESSIONAL An 1f NOT, INa110E0 IN THIS O= FICAl10N.V(QDT AS 8"ESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. I1. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES MOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR Site CONDITIONS DIT"AENT FROM THE CONDITIONS DETAILED HEIREIR, A LICENSED ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DONMENTS FOR USE IN CONRRNCITOH w M THIS DOCUMENT. 12. WATER- IMMNESS OF EXISTING MOST SUBSTRATE SMALL BE THe FULL RESPONSIBIUTH' OF THE INSTALUNG CONTRACTOR. CONTRACTOR SMALL. ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRUCNRE PROPOSED HEREIN. THIS ENGINEER, SMALL NOT Be RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER•11GHTNESS SMALL BE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 13. POR AN CKPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANV THE VJI WIND SPEEDS Left IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. al H x xxQQd orHAxrn. 1' CLIPS wui rpm H TY. 1 I Y ci CONNECTION TYPE C1 I CUP - (RIUZE (1) AT EACH CORNER FOR A TOTAL OF (1) PER UNIT ANCHOR SCHEDULE: 1 ° CLIPS sussm'm ocsaEn+oM lsro cAAeox STEB ITW FAULOEX TAH'CON. CONCRETE•. 2Y' FULL ENDED TO Y THICK MIN. CONCRATE. 2)1• MIM. 3oo0 /SI Him.) EDGE DISTANCP..TY.' MIN. SPACING TO ANY ADJACENT ANCHOR Lp/u SAE GRADE S ALUNIMUM: SET METAL SCREW 70 0.12r MEN. ALUMINUM, PAN E(5) THICK. 6061.76 PITCHES HIM. PAST MIN: ALUMINUM) THREAD MANE STM: 1)-914SAEGRADES 0.12r MIM. SHEET METAL SCREW TO THICK, 3) KS) STEEL. PROVIDE (S) HIM. STEEL) MTCHES HIM. MST THREAD MANE 2" CLIPS suumn n1 6Un D17(Ti two2Y.• HILL ERASED 70 iCONCRETE: THICK HUM, OOaCRfFB. 3)1 WIN. 4 IDoo P51 MIN.) EDGE 01STAMCR 2R• WIN. S/ALINGTOAMY ' ADJACENT ANCHIM 2).014 SAE GRADE S ALUMINUM: SHEET METAL SOHEWS 10 0.125 HIM. ALUNJMUM. NRCNIDE (S) THICK. W161.76 PITCHES MIM. PAST MIN. ALUMINUM) THREAD MANE 51EEL: 2)-AI4SAE GRADES 0.12S• MIN. SHEET METAL SCREWS TO THICK, 33 KST STEEL. MUONIDE (S) HIM. Stut) MTCHeS /OM. AST THREAD MANE rn. I. EM6EDNEM AND EDGE oLSTAJ:CE OI0110E5 FINISHES, V AMUCA8IE. 2, ENSURE MINMUM EDGE DISTAMCE AS MOTM IN ArX2= SOHEOHRE. 7. SEE DETAILS ON SHEET 2 FOR ANCHORS ATTACIGNG 7D MECHANICAL UNIT. CONNECTION TYPE C2 1- CLP. - UFIUZE (2) AT EACH CORNER FOR A TOTAL OF FRl PER UNR i \ ' rho. r 0.IP5 r( . rn. r CLIPS .( P. TT. 1 r MAIi , r MAx . MAX TY. UNIT MDTH 6' MA% 61 MAX CUP ONSET I CUP PAIR SPACING -I CUP OFFSET n 1':'1 PTT n 11 TYP MECHANICAL CL1P{UP UNIT PER SPACING SEPARATE CERTIFICATION UTLJZE (4) CUPS EA SIDE OF UNIT FOR A TOTAL OF B) PER UNIT CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL ioin • Vn= tl) AT F.ACT1 CORNEA FOR A TOTAL OF 1tl PER 2, CitPS • umnE lZ) Ar EAOI (>IDINER FOR A Toru OP LS] P yN T 3 N.r ' PUN vlEw THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EA04 CORNER FOR A TOTAL OF (6) CUPS PER UNIT. I I FOR ANY CUP LONGER THAN 10' 0.19, UTILIZE (S"12 SAE TYP. GRADE S SHEET METAL SCREWS, TYP. 0.060, ASTM O STEE( 3)•012 SAE GRADE S SHF RCLRALSCREWSroaC3P5LONG. UTILIZESHEET METAL SCREWS LFORCUPSLONGER THAN S. 7Y.OLE, WITH OR FROM 1' ANCHORULF. TYP. OTHER DIMENSIONS SIMILAR) 1 1 CLIP ISOMETRIC DETAIL IV N.T.S. ISOMETRIC 0 0.07Y OR /p 0 11Y THICKAMASHAM STEEL TYP. N 0.7 FACTIDIt"ILLED Y'0 HOLES; VTIUZE(1) OR (2) ANCHORS FROM Y CUP ANCHOR SCHEDULE. TO. 2 2" CLIP 7 I N.T.S. MECHANICAL UNIT OY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-TS MIN. ALUMINUM SHEET WITH FtV.3D KSL 0.125* MIN. THICKNESS, STEEL HOUSING UNM SMALL BE ASTM AM Fy.33KS1 MIN. STEEL, GRADE 33, 22GA MIN. (t.0.029sr). 0.068, THICK F 4283 STEEL CUP, BASE OF UNIT SMALL BE FLUSH WIN BASE OF CLIP, NO SPACE 3)•012 SAE GRADE S SHEET METAL SCREWS FOR CUPS w TO S' LONG. UTIU2E (5)•P 12 SHEET METAL SCREWS FOR CLIPS LONGER THAN V. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER SUBSTRATE PER ANCHOR SCHEDULE 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3• . 1•-0' DETAIL CUP Is DCSIGMEO FOR FTAL CONTAR WITH THE BASE OF EACH MECHANICALUNIT. TYP. MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 6063-76 M1N. ALUMINUM SHEET WITH RY.30 KM- 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A053 FY.331CS1 MIN. STEEL GRADE 33, 22CA MIN, (t.0.02M. 3)- 012 SAE GRADE S SHEET METAL SCREWS 0.072'OR 0.US FOR CUPS 4' LONG, THICK ASTM A203 i• UTILIZE( 4)-*12 SHEET 57EEL CLIF METAL SCREWS FOR BASE OF UNIT SHAM r,/ CLIPS LONGER THAN 1, BE FLUSH rfp• OF CUP, NO SPACE PERMITTED. 7T'P. I1 ; • . v- 0 MOLE, NOT TO BE USED FOR ANCHORS. TYP. 3)- P 12 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. U7TU2E (4)-12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. 1) OR (2)ANCHORS PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 r . 1• DETAIL CLIP IS 0ES1GnEO FOR FULL CONTACT W1 THE BASE OF EACH MECHANICAL VNIT, M. iF U Z 2 rZ° 0 a! -F F t W. M z f rn 2 m y TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II SIRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') MAXIMUM SURFACEAREAOF•• UWT'S LARGEST FACE UNIT UNIT HEIGHT, WIDTH ALLOWABLE ROOF -TOP HEIGNTH) TIE -DOWN COMTIGUMTONTY E CI , a :CJ CA 2MMAXI 12'MIN A I ATGTIIIDE Hs2011FT i 9FT 3i•RM[I u'MIN N/A IAIGNRTR. ATGRADE AT GRADE H66if R' AIGMDE N120DR' H130R Nl200R 6Ft' ATGRAOE H94OR H62W FT 9 FT' 46' MAX 24- WIN ITGIIME ATGRADE AT GRADE _ N! 160 T1 . 12R' W_A T WA_ j ATGIIAOE AT GRADE _HSgOR , 16Fr- WA ATGRAD`E NT• yATGMDI I20FT' r- - _ WA GRADE WA• AT GRADE tSFT! - 60' 16LO j AB' MIN AT WA` ATGAAO[ NA. ATGRAOE , 3DFT WA WA At 01u0! . u/A I WA y. AT GRADE_ In TABLE IS PERMISSIBLE TO BE UsID VXHiNTHE HVHZ WHICH CONTAINS BROWARO AND MINAI.OADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE•) ALLOWABLE ROOF•70P HEIGHT IH) TIE4)OWIN CONFIGURATION TM MAXIMUM _ SURFACE AREA OF UNIT UNIT CI a a CA ' I Ulan LARGEST HEIGHT WIOIH FACE 6 FP 124' MAX t IT MIN N/A H S 200 R AT GRADE R H S 200 R 6DR<Hs16p 9 F•T' : 32' MAX t Ir MIN N/A H S IS R Al GRADE N s 200 FT 60R<H S200R N5200R I HSMOR H120OR , A F1' Ai GRADE 60 FT<N l200R AT GRADE HSAOfi HsMFI 160RcHS20DR HlIOOR6Fr ( 9FT' I SB-MAX ( 24'MIN N/A I HsMFF 60 fe"SINIGUM HS2WFT ' I 12FF' ( N/A Al GRADE 60FT4Hs200Rt WA N$MFT Is R' ! N/A AT GRADE N/A MS200R 20W ; WA AT GRADE ( WA NS200F1 2S FT'- N/A HS30R N/A NM_ ;60RcMSI0_DFi AT 6RAOE . 30 fT'A NIA N/A 169FT9ItI MET 36 FT' l WA WA WA AT(IAOE A. AS AN EXAMPLE. THIS TABLE O PMOSSBLE TO BE USED WITHIN PALM BEACJI (OUNtt. CHECK WITH LOCAL AUTHORITY HAVING IURiSOIC110" FOR THE APPL1CA61UTY OF THLS TABLE WITHIN CERTAIN FIDRIDA COUNTIES. TABLE 2 : Vult--175 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE') AUOWABlfRllOf•tOPNOGMOO- *'• yT •:7k T 1114 NCONHRIMTIONTMPE L : • r 4CIftJIIMARiATOFUNITUNIT n ? a C3 CJ s' UNITS HOGHI WIDTH h ux6FT' _2Y MAX ~12'MIN WA •ATGRAOE ATGRADE 1 N6J R S I LFr lr MAX i'u'MIN WA. . ATG ME N/A MlIOf1 4FT' _ AT GRADE _ H62ODFT ATGJUDEH1200R IN 6fT' W HSLSR ATGRAOE .N92MFI SIFT' q?MAR 24-MIN WA 1 ATGRADE ATQRAE :: X6BOR f2FT' WA AT GRADE AT GIINEp ISFT' N/A AT6RAOl ErA _ AT GAAOE_ M p 20 R' _ WA. ATGRADE_ WA ATGRAOE_ 2SR WA4 WA W_A_ .. AT GRADE 60'MAX i AB'MLN . --- 30R' N/4 _ •f A _ oi7 ATGWIOE jSiT. _ 1{ A. WA •WA '`ATGUDE THIS TAi! ISPERMISSIRIE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROWAAD AND u MIAMMMOE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVINGJURISDICTION FOR THE APPUCASRITT Z Of THIS TABLE WATHIN CERTAIN RORIDA CDUNOFS. J lUY7 TABLE 4 : Vult= 170 MPH, EXPOSURE D 0 a! d FOR USE WITH A TUSK CATEGORY 11 STRUCIUM Z ALLOWABLE ROOFTOP HEIGHT ( H) - TIEZOWNCONFIGURATION TYPE MALE ARE ~ + rA 52 SURFACEAREA HEIGHT WI UNIT LINO CI a C3 CA pZy (3 UNIT'S LARGEST H[NiDTH . FACE d It 6R' 24' MAX 12'MIN I WA f H520DR go AT HRABOIL HS200 FT m 9 FT' 321MAX; IS' INIF , N/A .60 RAT GRACE ' N/A MS200R HSI00 FT' q FT' '60 FT" GRADC0 fT1 Hs200FT N620DFT HA20DFT a -I l= •I•' 6R' NIA H92WFT H93SR Hs2ODR ,E 60 R4HS200FT O ' 91,71 AB' MAX 24' MIN N/A _ H! lS R AT GRADE M S 20D FT ip it <N! 20DR 12 FT' WA AT G11ADf NIA M S 200 R Ep iT <H S 12001 16 R' N/A WHS60RA N/ A 6OR<Hsf00R. s1 20 FT' ' N/A ' ATGRAOE WA • 60 H%40FF0fT 2SR' N/A WA -t• N/A ATGRADE 1S-23S8 6W MAX u'HWN 60R< Hs200rt 15- 2378 30fT' NIA WA N/AAT GRADE F FOR < Hs IOD FT Ed9P.o!T1% 9 36FT' - •N/A _T N/A N/ A AT GRADE AS AN EIIAMPLE THIS IABLE lS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. C HECIE WITH LOCAL AUTHORITY HAVI.YG PIRWCTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. d TABLE 5 : Vult=140 MPH, EXPOSURE B 11011 USE WITH A RW CATEGORY II STRUCTURE') I 1 ALL0WAf1ER00FT0 MIOAITINI TII-00WNC0.7TfGRIRA710N1YPt MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 O GUNITSLARGESTHEIGHTWIDTH 6FP II'MAX 12'MN I NS1SR 60R-14s 120 FF' Hs200R Hs200R Hs2WR 9R' 131'MAX LS'min ATGRADE iii HS2WR H1200 FT HS2WR AFT' HS2WR + HS200R NS200R HS2WR 6R' , HSAOR 60R-HS2WR; HS2WR Hs2WR Ns2WR HS2WR9R' ' 4'MAR AT GRADE24'MIN : HS2WR HS2WR WR-NSfOR 12 FP i AT GRADE HS2WR M640R 60R<HS2WFT HS2WR 16 R' HSIS FT WA j Nf2WR COR-HSIWFI H212WR 20 FP I WA Nf2WR HS1SR 6pR<HsM_ HS2WR ' J TS FT' N/AI HSAOFT 60R-HS2WR ATGRAW 60R<HSEOR HS2WR 60' MAX 4' MN • 30F7' WA NSISR ATGRADE NS2WR 60 R <N 1160 F 1 36 Fr- WA _ 60R-HS60R, AT GRADE AT GRADE Hs2WR AS AN EXAMFLE, THESE TAXIES ARE PEAMLS96LE TO RE USED WYENN WEVARO COUNTY. CHECK WITH LOCAL AUIHORITT HAVING XURISDICIION FOR THE AP UCAlIUTI OF THIS TAKE WITHN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D FDA USE WITH A RISK CATEGORY II STRUCTURE') TABLE 6 : Vult=140 MPH, EXPOSURE C OCR USE WITH A RISK CATEGORY 0 STRUCTUIE1 ALL0WA6LE ROOFTOP HEGHT M) TIE-0OWNCONNGURATICNTYPE MAXIMUM SURFACE AREA OF UNIT UNITC2C2 ( O UNR' S LARGEST , NEIGNT WIDTH I FACE 6fP ; 2P MAX 1Y MIN I AT GRADE I Hs2WR Nf2WR 9FP , 32'MAX IS'MIN N/A Hf2WfT NSISR 60R< Hs2WR AFP 14120DR NS200R HS2WR 6R' AT GRADE LR- NIISDR H920OR Hs2WR HS2WR M HX2 6oFT-Hs2WR 9FT' Ar MAR 241MIN AT',— TWA AT GRADE 12 FP H1200 FT 1".G s1A0R 16 FP WA HfISR' ATGRAOf I60R-Hs2WR WA Hs30R AT GRA I 60R< HS200R 2oF25 FT' WA AT GRADE DE A7 GRADE' f• -•-- 60 MAX A6'MIN WR< NSIAOR SO FP N/A ATGRADE IWA y 36 R' — N/A _ J. AT GRADE_ - WA ` AUZWARUi ROOF•TO HEIGHT IH) flE- 0OWNCONFWUIIATION TYPE MAXIMUM I SURFACE AREA OF UNR UNIT C1 C2 C3 G UNIT' SIARGEST I HEIG IT I WIDTH FACE i 6FP 24'MAX 12'MIN N/A Nf200FT H130FT 6DR< HS2W FT Nf2WR M. 9FT' 32'MAX 1S'MIN WA N92WR ADR 60R- ATGRNS14E FT HS2W 4Ff' HS40FT GOR4H5MFT Ht2WR Nf2W17 Ns2WR I 6R, AT GRADE Hs2WR H520D FT HS2WR 60R <HS 100R FT' 4'MA1I 2A'MIN N/A HS2WR XIIISFT 60R- HS2WR I N12WR I 12 FT'_•• WA H14OFT AT GRADE HS2WR fOR-Hs2WR WR-HA8DFI 16f+ T' WA ATGRADE 60R< Xf 2WR WA Hs2WR 20FP I WA GRADE AT GRADE HS2WR 60FT<H0DR 25 FT' WA E 60 AT GRADE FT WA HS2WR MAXAX W MIN . —. 14 . 30 FV N/A WA WA' 60IT.HS2WR 36fP WA N/A WA AT GRADE60F .T-HS2WRHS2WRM12WFT Hs2WR ggl4bi yw- 1l1J' gg HS2WRH62WFT I OW b- OxHS2WR Ns2WR Ns2WR Z Hs2WR I Ns2WR j X Hs30R Ord Z1 F 2R4HS2WR• Q IS Z s Z a i $ 2. F co m W, P E e R •T. ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESSO 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 with AS*M 01.7.61-88 test standards per test report(s).#TEL 01970387A and #TE . 01970387E by Testis kwim V poratorles, Inc. ..Q4`_.•:::ci1:: ••.!9n_ STRUCTURAL ENGINEERING CALCULATIONS Rf Pa8ojoeees V2id fot Structural engineering calculations have been prepared which 2* ; 1 * '• 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 5 4. Maximum Allowable Unit Surface Area ilNllril PE004 9 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 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM JIXON, ENGINEERING 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 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Q Documented Construction Value. $ 1900 Job Address: 'f !f` 0)= ! i i Ste. '„' `i Historic District: Yes Parcel ID: Residentialz Commercial Type of Work: New 19 Addition Alteration Repair Demo Change of Use Move 0 Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: _ property Owner Information Named r' Phone: 40`l coA9 -00 `."1 I Street: o?42;,OO r e + Resident'of property? City, State Zip:, MgtL+1Qnd Contractor Information, Name a W-E c.I i 1Z•a ^c Phone: Street: A 153 ^Q-- ter~ e Fax:. 4en City; State Zip:' 0r•i o d a - '3 $ State License No.: C y Architect/Engineer Information Name: Phone: Street: Fax: City., St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: VARNING•TO-OWNER: YOUR FAILURE..TO. RECORD. A NQX' CE.OF GOINWN. CEWNT MAX RESULT IN YOUR _ PAYING TWICE .FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF 66NIMENCIt,1VIE1Y'I MUST RECORDED AND POSTE)t) ON THE 70B SITE BEFOI(E•THE FIRST INSPECTION- IF YOU INTEND TO.OBTAINFINANCING, 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 hascommencedpriortotheissuanceofapermitandthat -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. con . nc ! eL.n with the date of aooiication and the code in effect as of that date: 5'" Edition (2014) Florida Building Code 1 E: In addition to the requirements of this permit, there may be additional restrictions applicable to this propedY that may befoundinthepublicrecordsofthiscounty, 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. f the executed ritmrt is required The Cityof Sanford requires payment of a plan review fee at the time of peconrmit mtructionaleittal. Acopyoofthejobathetmeofsubmittal. in order to calculate a plan review charge and will be considered the estimatede the ermit is issued, to be ent ICC Valuation Table in effect at the tim The actual construction value w cal u at dcharges ofiguredofi'the executed contract exceed the actual construction value, accordance with local ordinan erll Should credit will be applied to your permit fees when the permit is issueis d. to and that all work will OWNER' S AFFIDAVIT: I certify that all of the foregoing information andzon n be done in compliance with all applicable laws regulating•construc o g L S ignature of Owner/Agedt Date MreofContractodAg nt Date i Print Co todAgeat's Name PrintOwncdAgent' sName Dato Srgn we KARENHUGHES Signature of Not+ry-Ststc of Flortda ,. ,;n Sate of ilalde t; •. Notary PuEUc - ommission s GG069888 i•' .` My(0mmE1tp1resMar26.2021 as• BydNlhrauMi Nw•Jonllfollrybtl!• ' rsonall Known to Me or Contractor/Agentis Personally Known to Me or Own6r/ Agent is Y Produced ID Type of ID _— Produced ID _ Type of ID BELOW IS FOR OFFICE USE ONLY Roof Permits Required- Building Q Electrical Ivlechzmii:al Plutnbin g Gas . Occupancy Use: Flood. Zone: __—r- Construction Type: Min. Occupancy Load:. " ^ # of Stories:r — Total Sq Ft of Bldg: L i n/ % o N of New Construction: Electric - # of Amps r l'.f plumbing - ft Fiztures Fire Alarm Permit: Yes [] NO.[]Flue Sprinkler PerMit:. Yes Q' No-Q.#:Of-H ads _........ APPROVALS: ZONING: UTILITIES: WASTE WATER. BUILDING: ENGINEERING: FIRE- - COMMENTS: 93 UNIVERSAL wokroject o: 9 20. 702 08.0000 ENGINEERING SCIENCES Report Date: 8/17/2017 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration a 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 l % _ r qv-7 In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated UES Technician: Eddie Melendez 2600 Lake Lucien Drive Suite 350 1 `-,22Date Tested: 08/17/2017Maitland, FL 32751 jl. ,{ :/ , i•(' Project: Thombrooke 40s & 50s, SF House Lots -— - Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 149, 448 Red Rose Lane Material: Fill Reference Datum: 0 = Top of Fill Tvoe of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density per ptimum Moisture 1%1 Field Dry Density per Field Moisture i'%I Soil Compaction 1 Fill Depth inch) Pass or Fail 6 North East Comer of Pad 0_1 ft 105.4 11.8 106.4 13.6 101 N/A Pas: 7 South East Comer of Pad 1 _2 ft 105.4 11.8 109.8 11.4 104 N/A Pas: 8 South West Comer of Pad 1_2 ft 105.4 11.8 107.2 12.2 102 N/A Pas: 9 North West Comer of Pad 1 _2 ft 105.4 11.8 108.5 13.1 103 N/A Pas: 10 Center of Pad 2_3 ft 105.4 11.8 104.1 21.0 99 N/A Pas: Remarks: No Footings Excavated at The Time of Testing. All Tests Completed in The Pad. Tn nnlghl:..h n M /hn O..hl:n nna n..i..nA.nw w/l --'# . — ....h.. W-4 n......nF.Innlin/ --#., DESCRIPTION AS FURNISHED: Lot 149, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. NARCISSUS AVENUE (R/W VARIES) S 89.5838" W 10' LANDSCAPE, WALL, FENCE EASEMENT ,Ib - 5.00' LOT 149 15.7' 14.3' % • 1 19.63' 8" RECESS FOR POCKET SLIDER w h h FORMBOARD FOUNDATION TOP OF FORMS 25.20' LOT 148 O O LOT ISO Cn O 0 1tJCll4ti 5.00 5.0` r?• co 0Oi 1' 21.3' C1 5.00' D=12'48 32" R=100.00' L=22.36' 25.58' 27 73' C=22.31 ' 0W=S 83R37'06" E 0' FE-SAoff.—I I AN I AT AOCA /u P,N •n- N 89058'38 " E 11.58' • tiFo v RED ROSE LANE Qo' (50' R/W) TRACT 1 LV I 3,774 SQ.FT. LIVING 1,467 SOFT. GARAGE 455 SOFT. ENTRY 71 SQ.FT BREEZEWAY - N/A SQ.FT. DRIVEWAY 4Y3 SOFT. A/C PAD 18 SOFT. WALKWAY 67 SQ.FT. IMPERVIOUS- 43.7 R 2,639 SQ.FT. SOD A I ]+S So. FT Q PROPOSED - FINISHED SPOT GRADE ELEVATION UTILITY & ACCESS R/W Fr/A - JD0 SV.FT. APRON PER DRAINAGE PLANS 110 SOFT. SIDEWALK - 167 SO.FTv'- - PROPOSED DRAINAGE FLOW BUILDING SETBACKS: SOD -83 SO.FT. LOT GRADING TYPE A FRONT - 25' PROPOSED F.F. PER PLANS - 25. I' REAR - 15' PROPOSED INFORMATION SHOWN 6, IJ4 SOFTBASEDONSUPPLIEDPLANDRIVtIYAY - 531 SOFT, 4-PROPOSED GRADE PER CONSTRUCTION PLAN +t SIDE CORNER - 10' AND OR INSTRUCTIONS PER SIDEWALK - 234 SQ.FT. CLILNOT FIELD VERIFIED SOD SOXT CRUSEMVEYETR- SCOTT TJL. ASS'OC A INC. - LAND SURVEYORS LEG[ NO - LEym - r . PLAT ra. . rOMT LLM 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-32J2 FAX (407)-658-14J6 L II. : OIW D[ Pu : rotM QAcy0m CLAtVA711RL IM ? CoraAID aAtvATIAK rAI • Nolm I. Ofr uNGEIIAowo DOES AVM L'Or1CYTINT na SLAM1EY IN= INE SGNOWOS Or PRA w SEr rORM Br 11E AQWA Xwo OF ROIMCA • Cm CCONM IORAmIT RAa . RADIIL PROFEMMAL SUY WWO AND LNPPOLS 01 CK4PRIT &-Ir fl010Ot A00101471L I1W COOT PLOMbwr M SEL10m 471027, FLOUM SFAnon SCTLR. . 1/r LA WDLO 42% "A . Na"AOML I WIILSS DAOOS= WW SLOWMRS 1SOI PAW AND 040064L AIAW SEAL T10S SIAMY UW OR OWNS ARE AW VMID. RE00 FAEO VP. . vrrN SS PODA PALL 1 INIS S'LAIVEY ILLS PROMI RWI/ TAIL WOAWTON ll/ANiE1R:D M DIE SIRVETOR. 1NOK AMr K OMOT IIL4IOORd1S OrS[GOMIIO CALL . CALCIAATEO AG • POOR Or COgCIQM[NT AA . PCRWAMT RVQ[NCE MM014M EOR EASO07IIS /lllr AFFECT 11B PAOPRII; A NO fAOO1GROUW A0VWW IONS NAYC UM {OCAIED IALLE74 07NOMM SHOW ClJROROQ " • wilLo D rLmA ELEVATION NAD . NA6 L O[SK OA'A. • OU0.0MG i[TMCIc LUC A DO SURVEY 6 MAPARCD FOR B E SOLI ODOR OF 71106E Ce"W® M AND V*X" ILOr OS MM VION m ANT' OT/mT OAfIY. RN . Rm1T4-VAT PA OOCNINRR 4 0604 MS SWW MR We LOC4MN OP OPROVO0= NL7fWN 91OIAA AOT W USED 10 RECONSMUCr 001/IIDAAIr1' to ESRT. . EAfO(JIT I& MSE OEAROIO 7 KAWIA ARE SUM ASSULIED MRIY AND ON DW TEE VOW AS &W AGAM 01d1 ft vvrv_ VT n nA0"*k% E SHOW ARC WSO ON INOpML GEOQOC MIAI TOr1920. uNUM OMEIO W NoyM 0.R . C 11 LUO( rO1CC VDYC. • VOOO FENOE O. GERIMRAN Or AUDOAMAMN IIR. 400a CA COIMM PACK P.C. • POMT Or CUtVATWW SCALE 1— 1 • . 20' 01iAlYN LTY: Pro OEM • xKsawn Tk 0 CERTIFIED Or DATE R . RADIUS o OCLTA[ MGTN PLOT PLAN 03-10-17 11JE-17 c o4- O C1Ot0 KARINO NORTH FORUBOARO MUNDATION/ELEM 0E-15-17 J403-17 THIS SUILDW012ROPERTY OOES.NOT UE WIMN 70 THE ESTABUSHEDILIOwmELOOOPLANEASPER 'FWA/' X. GRUSENN R.LS. 1 4714 ZONE it " W I 12117C OO55 F. 4kV3WW. SCOrr. ALS / 480I r V CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION tt Application No: Documented Construction Value: $ _ Job Address: . ! 4 1-u C 1' 9,!';1" 0 C Historic District: Yes El Nog Parcel ID: ResidentlaQ Commercial L Type of Work: Newi Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: ' Ift Q . l I '0/ Title: Phone: `W7-5'W5a00U Fax:Email: kvr tt,i,Csrv, Name luxi Street: C)Q City, State Zip: Name Street: City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: rn rmauon j Phone: Resident of property? Irmation phone: 40-7- 6"$5 - 3oJ tax: LILL 253 State License No.: O Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE. THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51' Edition (2014) Florida Building Code Revised: June 30, 201 S Petmit 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 agenuirs. 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 accu be done in compliance with all applicable laws regulating construction and zo Signature of Owner/Agent Print Owner/Agent's Name Date SignatuMof Notary -State of Florida Date of Contractor/Agent Name iry-State of Florida - Date CHERYL D AKERS MY COMMISSION # FFM962 EXPIRES June 05. 2020 work will 407)a964/53 Rwi*deNoaryServW.com I Owner/Agent is Personally Known to Me or Contractor/Agent is _Personally Known to:Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Ye.-,[] Nn # of Heads Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: Revised: June 30, 2015 ENGINEERING: FIRE: BUILDING: Permit Application la €f11>•RIIa11Mf(WI 1.1I •••'M•Y•Y• tWr I Gum C•M• • L•l31 O•a Q. _ .. nt M1•n...ItgW [pw. Oo O+3• O>U •JIWLi R4rtba.W •8-a.; W .. A..a.:F YItlO a+.+MrYa.•v a]ar.r a.. ir.A JCI t•.a.wr:F <ialt0 +r«.ua...... iY.. rn.arl Win .L r...q VFOLr.tw.bl<•.. ar..o/ plY.p...I r.•CO. .I.. MKM r. Ow14d•r. .N.r.al m••fr.I n..4II0..<.l.I flry.I R.' Iitl 'r.W_ir lltaalal ...•ar.gCY a.a1 1 wK.v.YY _ar/fp.IFw.r Ilfr f..w w•\ l t>t C.•.C.. PICw•r as.. NYaba. Inlvm 91-04a a .r.M.t\ _air _y.._.<„w..or_i.n. •.n.1 u _t_ n..fr.1. Y. - _ a.!.t.,=:en.Y arYa usv .r .<f... rao..•o'. im ..Y.•I. 11 TIR .66f 1 Ou._ _ f ..Q!•11 _ .. .F._f.r.1w.Y <Y'.'w•. lm/ ..r•.ww.] f:fYCYa aa•s.e.PNJ+I ®arw 1w..rY1 J=I Irw.wa. 11 .. 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MI.I.\3 •.gY.61I.Oa aalYL 1 w •Irr S<IIC r e•r rI.Y<M.RVC as <8.]R4n4 a Y:WY 4•Y. •Ow.••II.r4w WaT m 11T M WWw a. rY1111K YO.1Yi a 1r Sa.• Oalr 4wlr..prat•arla=•.1.. li 1 I `rb i L1LW>S. Y_ [: W`1. rN./4.<V. F..)I<N Li GYM W< ti.1..r tl•Ntltf•tYC:t YY _--- atY r_•: ..•`.. w. /r..<I Ow ai LYC tlsua.. tl+aKmr;..a tiY3CrY• at7Wa Fr YrA r ia)11 Y+ sum .Ww rWK iRM1\.•l..Y {.•.T <.Y• t1' s1•N p t>t• Ititb Mac toir Iaww.Lrm••IOrCa alYYa 1Yb tW 1, Revision Response to Comments Permit # )Z— /V3 Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: VBuilding City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 11/8/17 Fax: General description of revision: Plumbing V Electrical L wV-- Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building ROUTING INFORMATION Approvals MCD MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 SOUTH WESTMONTE D R I V E, SUITE 1 0 0 ALTAMONTE SPRINGS, FLORIDA 3 2 7 1 4 P H O N E 4 0 7- 6 8 1. 1 9 1 7 F A X 4 0 7. 6 8 1 - 1 9 2 0 TRANSMITTAL SHEET TO: DATE: Taylor Morrison November 3, 2017 ATTENTION FROM: Kim Caner MCD PROJECT NO: PROJECT NAME: 2170448 TB-149 (40's)(Darlington (MN CR) GOR: DAPILKB Quantity Items 2S&S (2406) & Narrative Framing Repair (Bearing Wall) Remarks: 11 /3/2017 C \- I- kq\3 Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Parry Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISON Thornbrooke — Lot 149 (40's) (Darlington C) Date: November 2, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room. This framing is not required. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: S1, S4 Revision f-_ ^ : ° - City of Sanford Response to Commentri ' " Building & Fire Prevention Division OCT Z ; '2W Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfbrdfl.gov Permit # Submittal Date 10/25/17 Project Address: 4t:- / ti dy Pt C1114,— L(/ / I / Contact: Daphne Ph: 407-257-6940 Fax. Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building 9F i1-11-1 7 RECORD COPY CBUCK Engineering Speaoalty Structural Engineering CBUCK, Inc. Certifkote 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 16568.1111 VteVJSJ0tA Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B 0\J)ING SANF RO CFPAR 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 f.an O.mmt f.rhr E4m.n4SrsadeY L: • BUCk No 31242 UJ T ' STATE OF t1 1111111 uWauv PS"d by: Ia nO% L &AUw. P.C. 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 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 25-104-MM2-St0RV-ER 14 of 7 Spx1c91N Structural Englnescarinq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.: 35-1 MM2-StORV-ER 14 Spedalfiy Structural EnQlneerinQ CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code Sth Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK nginP2rinq Report No.: SOf MM2 StORV-ER 14 Specialty Structural Engineering CBUCK, Inc. Certificote of Authorizotion a8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2- Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : it gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering PageReport No.: 5 of MM2 StORV-ER 14 Speclalt j Structural Englncsertnq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 RI Date: 2 / 26 / 15 CBUCKEngineering Page Report No.: 15-104-MM2-StORV-ER 14 Spedalfiy Structural Englrw erinq 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 Profile Drawings 5-1/2" 12" 1 /8'1 18-1 /4" 3" r- Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Sc revus MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Vbbod Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16S68.1 R1 Date: 2/26/15 CE3UCK EngineeringN Page Report 7 No.: 15-104-MM2-StORV-ER-14 of 7 1 Spe0caltU Structural Eng1rienering CBUCK, Inc. Certificate of Authorizotion #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7' o.c. 4!* o.c. W'o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scole) Typical Fastening Pattern) Nominal Lengths 4 Ft. 6 Ft. ss 8 Ft. Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws 4 Typical Ridge Vent Assembly Isometric View (Not To Scole) DESCRIPTION AS FURNISHED: Lot 149, THORNBROOKE: PHASE. 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Anthony A. and Shonda E. Kinsey; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding NARCISSUS AVENUE (R/W VARIES) REC. 1/2' I.R. S 89°58 38 W y1 `e REC. 1/2- I.R. NO 1.0.- - 61.60' titi' -- NO I.D. -------- 10' LANDSCAPE WALL, ffl FENCE EASEMENT p. 6 19.44' — — — — — — 19.44' MyA O 3 O'x3.0' LOTR>AC 149 CONC. WALL W/COLUMNS PADS AAb ILO Q045 • 5. 0' 15.7' 11 q Oi CONE. 1 FO8" RECESS FOR 1 19.63' POCKET SLIDER w h TWO STORY n2 RESIDENCE N O F.F.-25.16' LOT 148 O O oO nlo LOT 150 M ti ti 5.00' 5.0' sue• COV'0. CONE. 5.00' 8.7' 0 a BRICK 1 WALK 21.3' C1 16, 5.00' D=12°48 32" R=100.00' BRICK L=22.36' 25.58 DR. 27 73' C=22.31 ' CB=S 83037'06 E P 0 4 • 0.8 10' UTIL. ESMT. 1.2 ON LOT AREA CALCULATIONS: N LOT - 5.774 SOFT. 23' U6 LIVING = 1.467 SO. FT. SET NEED G 13' GARAGE - 455 SOFT. d4596 I ENTRY = 71 SO. FT. N 89°58'38E #45960 4'µCONNC. ET N D LANAI BREEZEWAY- 139 N/ A SO. FT. SOFT. 0y 11.58' titi• GQOa ryj yo DRIVEWAY = 423 A/ C PAD = 18 WALKWAY = 67 SOFT. SOFT SOFT. Q, O GIMPERVIOUS= 45.7 R RED ROSE LANE 2. 639 3 9SO. FT. SO. FT. 5 oe° 50 R/W) TRACT I LOT A= LCULAT/ONS135 R/ W = 360 SO.Fr. Q PROPOSED a FINISHED SPOT GRADE ELEVATION UTILITY ec ACCESS R/W APRON = 110 SOFT PER DRAINAGE PLANS SIDEWALK- = 167 SO.FT. tn— = PROPOSED DRAINAGE FLOW BUILDING SETBACKS: SOD = 83 SOFT. LOT GRADING TYPE A A A A ' FRONT-- 25 PROPOSED INFORMATION SHOWN AREA - 6.134 'SO.FT. PROPOSEDF.F. PER PLANS ?5.1' } REAR 15, BASED ON SUPPLIED PLAN DRIVEWAY = 533 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIOE - 5.0' AND/OR INSTRUCTIONS PER SIDEWALK - 234 SOFT SIDE CORNER - 10' CLIENT NOT FIELD VERIFIED SOD 18 SO.FT CRUSEXHEETIR- SCOTT & ASSOC, INC. - LAND SURVEYORS. LCUAD - LEGEND - P • PLAT Pai • POINT ON LINE s400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TV. . TYPICAL I. P. IRON PIPE RL • POINT OF RCVMC CURVATURE 1. THE UNDERSTONED DOES HEREITY CERTIFY THAT THIS SURVEY VEER THE STAN34M OF PRACTICE SET FORM BY THE RORIQA BOW" OF IJL . TROT ROD ILL • POINT Q COMPOUND CURVATURE PROFIESS02NAL SURVEYORS AND MAPPERS IN MJIAPTER SV-17 FLORIOA ADMWISTRAMT CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES C. N . CONCRETE IOAINCNT RAO. • RADIAL 2. UNLESS EMBOSSED WITH SURWrOR•S WMATURE AND ORWYAAL RAISED SEAL TMS SURVEY MAP OR COPIES ARE NOT VAUD. SET LR. 1/2• IR ./TIER 4396 NR, NON -RADIAL REC. 3. THIS SIANEY WAS PREPARED FROM TITLE WFORWITION FURNISHED TO ME SURVEYOR. MERE MAY BE OMeR RESTRICTIONS RECOVERED WP. WITNESS POINT PL. R. POINT OF RCGtNHINO CALL • CALCULATED OR EitSLYO:TS TINT AFFECT TARS PROPERTY. PAL POINT or CONNC,6NCNT PAN. • PERMANENT WU REFERENCE ,ONCNT 4• NO UNDERGROUND NPRenowr RS mar eaN LOCATED UNLESS OMERW6E SHOWN. It • CENTCRLIIE FF. - FINISHED FLOOR CLEVATIOI S. THIS SUAVEY 6 PREPARED FOR THE SOLE BENCRT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER CNIRY. " RLD NAtI L DISK @A 3AnLOING0CHNA SETBACK LINOR/wB, DIMENSMONS SHOWN FOR ME LOCATION OF IMPROVENENS HEREON SHOULD NOT BE USED TO RCCOWSTRUCT SOUNMM LINES. CSH • RIGNT-HT WAY L L • BASE WAK 7. BEAM" ARE BASED ASSUMED OATW AND ON 111E LINE SHOWN AS RISE BEARING (B.B.) ESMT. • EASEWCNT R.R. • BASE tICARIId DRAIN. DRAINAGE A L1LYAl10Nf IF SHOW. ARE BAfm ON MAMMALCEVOLTIC ODIUM OF 1020. UNLESS OTHERWISE !TOTED. UTIL. UTnt1Y R. CERMICATE OF AURpRRAl10N No. b90. Cu. c• CHAIN LINK FENCE WDJC. • WOOD FENCC C/ R CONCRETE BLOCK SCALE I— 1• • 20' DRAWN BY: ••• P. C. POINT OF CURVATURE P. T. POINT Or TANGCICY DAZE ORDER No. DESC. - DESCRIPTION CERTIFIED BY: —.—.—. L • AABCO cHGTH PLOT PLAN 03-TO- 17 1158-17 D • DELTA REVISED PLOT PLAN 05-31-2017 CHORD B. • CID REARING FORMBOARD FOUNDATION/ELEVS. 08-21-17 3505-17 NORTH IN,FINAL/ELM. 01-12-18 158-18 THIS BUIU)INC/PROPERTY DOES.NOT LIE WITHINTHE ESTABUSHED100YEARFLOODPLANEASPERnRM' T010 CRUSEN EVER. R.L.S. / 4714 ZONE C MAP / 12117C 0055 F. uwES W. SCO R / 480E