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HomeMy WebLinkAbout437 Rocky Grove LnParcel ID Number: 28-19-30-S 10-0000-OS10 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 8944 P9 144 (1P9s) CLERIC'S : 2017f 66242 RECORDED i 6/29/2017 02:12:17 PM RECORDING FEES $10.00 RECORDED BY ,ieckenro State of Florida. ,lFbOCountyofSeminole.17r` r.-- The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. t Q I. Description of property : Legal Description : LOT Thornbrooke Phase A-, according to the plat thereof, as recorded in Plat Book $LPageJof the public records of Seminole County, Florida. r,., J; a;`%='i+, t` r P' u 640 L ow—,Sanford Addresses : 32 FL CL a o o2. General description of improvements : Single Family Home z $ o C~ L& 3. Owner information : Name Taylor Morrison of Florida Inc. W i'' Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 0 ,;; 0 o W W O0 4. Fee Simple Title Holder: N.A. cc W o S. Contractor name and address : Name Taylor Morrison of Florida Inc. 19 tj ; a N 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 CO 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. I I. Date Signed : 4/p/Signature of Owner's Agent: -4 n Asa right Oaylor/Z Morrison of Florida Sworn to and subscribed before me this by John Asa Wr' t is personally known to me.40ea Notary Public DA Clark My commission expires: 6/27/19 OZ+ 4N0 Z-4 Serial No. FF 209108 I tary Signature: pbt{seal: COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100003 BUILDING APPLICATION #: 17-10000397 BUILDING PERMIT NUMBER: 17-10000397 DATE: June 29, 2017 UNIT ADDRESS: ROCKY GROVE IN 437 21-19-30-510-0000-0870 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 437 ROCKY GROVE LN / LOT 87 SFR THORNBROOK PH 4 FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00ROADS -COLLECTORS N/A Single Family Housring .00 1.000 dwl unit .00FIRERESCUEN/A LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00 1.000 dwl unit 54.00SCHOOLSCO -WIDE ORD Si PARKSngle Family HoN Aing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A . 00 DRAINAGE N/A . 00 AMOUNT DOE 5,759.00 RTATEMENTECEIVED BY: iz Caea mow\ IGNATURE: PLEASE PRINT NAME) DATE: l J NOTE TO RECEIVING SIGNATORYAPPLICANT: 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 PE1RRMMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL 32771:--407-6.65.735.6..--`-----------_ --.----•-- ----.• - 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 SOP 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. q A.)/J SANFORD BUILDING & FIRE PREVENTION Jut'i1r' PERMIT APPLICATION A Application No • I I - I 6"0 Documented Construction Value: S 7 40 r-- Job Address: 431 eo c' G R trove _ L_0_ VLZ_ Historic District: Yes No X Parcel tD: 27-19-30- -0000- 0 Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use,, Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASE LOT NUMBER: g Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hne Perm its Perm itsPermits.com 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: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance. of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 S)J 30Peril Application wah, r f 3 q_- . w 0.00 25.00 1P377.00 3P253.00 4,655.00 X 1.5 69.82 4,655.00 * NOTICI;.4n 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 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. L_'ZZ— M.- - eIkIl Signature of Own,POAgent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's i, /w/ 7 Signature of l46r&11&btCof Florida Date MY COMMISSION ItFF 209108 EXPIRES: June 27, 2111 u,, . ggdedThroBodpet Iary6orrlcet Torn Owner/Agent is yES Personally Known to Me or Produced 1D N/A Type of ID 6 z, Signat of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/re Signat State of Florida D to MY COMMISSION II FF 209108 EXPIRES: June 27, 2019J'+."— r ov Bonded Thro B*el Notary Servim Contractor/Agent is YES Personally Known to Me or Produced ID NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building a Electrical Y Mechanical ff Plumbing[? Construction Type: J F Gas[:] Roof Occupancy Use: Flood Zone: jC SEC A -I iACAM Total Sq Ft of Bldg: H Z f q Min. Occupancy Load: New Construction: Electric - # of Amps, 200 Fire Sprinkler Permit: Yes No [R' # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERJNG: IMTC- ('Z7-" FIRE: COMMENTS: Z Z # of Stories: -- Plumbing - # of Fixtures ZH Fire Alarm Permit: Yes No [a Ok to construct Single Family home with setbacks and impervious area shown on plan. WASTE WATER: BUILDING: IF 4- 18' / Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 17-1860 Address: 437 Rocky Grove Lane BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 V. 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 V Frame 60 Insulation Rough In 70 '' Drywall / Sheetrock 40 1 70 Lath Inspection 50 . 1000 Final Roof 50 1000 Final Stucco / Siding ; 80 :/,' 1000 Insulation Final 1000 Final Single Family Residence ! l I !_ I v EL EC R IC A PER'N1 1.1T>ai_`--•. k_ - "'.'•x'_ :. _.:t _t''s1 Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final IN LUMiBbNG PRMIT Inspection DescriptionMinMax 10 Plumbing Underground 20 Plumbing Tubset / 10 1000 Plumbing Sewer 1000 Plumbing Final / I WN MEG' H%A NCAL PERM IT r N:own Max Inspection DescriptionMin 10 Mechanical Rough 1000 Mechanical Final \ \ REVISED: June 2014 tj CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION N Application No: Documented Construction Value: $ o39U 1 976 Job Address: `'1"eo c,(6, Q rcry e— f—Li .yuk, Historic District: Yes No X Parcel ID: 27-19-30- -0000- 0 Residential U Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SING F FAMILY HOME _ THORNEBROOK PHASE LOT NUMBER: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information ti u Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: N/A Address: E- mail: Mortgage Lender: N/A Address: WAIWING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. ZZ Signature of Own Agent Date TAYLOR MORRISON OF FLORIDA INC Print Owner/Agent's b Signature of of Florida Date D. A. CLWK my COMMISSION t FF 209108 EXPIRES: June 27, 2019 a 9ondt6,M1984etNolerYSerrbes 4301 Owner/Agent is YFS Personally Known to Me or Produced ID N/A Type of ID Z114 Z- t - 0- 0SignsofContractor/Agent 611Date JOHN ASA WRI HT Print Contractor/ ! e Signs Lary -State of Florida to D. A. CURK MY COMMISSION 1 FF 209108 EXPIRES: June 27, 2019 A". noa Bonded TAru Budget Notary Servo Contractor/ Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: 6- Z/ WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Building and Fire Prevention Division 300 N. Park Ave Sanford, FL 32772 2017 Residential Permit Fee Calculation Form Effective February 2017 - August 2017 BP# 17-1860 437 Rocky Grove Lane Type of Construction: VB SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 38521square feet SQUARE FOOTAGE OF GARAGE ONLY: I 447 square feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: I 4299 square feet Dollar Valuation of Work: 458,705.34 State Fee: 139.56 Permit Fee 3,250.94 Application Fee: 25.00 Plan Review Fee: 1,376.12 Total Building Permit Fees: 4,791.62 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: 437 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0870 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: E New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O ' -ICIAL S ONL Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-1860 Reviewed by: Michael Cash, CFM Date: June 27, 2017 0 0 O Application for Right -of -Way Use for Driveway, Walkway & Landscape O R I D,q Department of Planning & Development Services1877 — vrww.eeMordnAov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other 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. d ffi lJ dA OI g 1 • re Calleeforey-onrorret4 1. Project Location/Address: 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: MIREWAY Me NOV &=A It Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/Improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are In the public right-of-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the rightof-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestors expense and, if necessary, rile a lien on the Requesters property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its oouncllpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or Indirectly out of or connected with the use of the City's rightof-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city''s adopted Fee Resolution. Signature: 42 Date: & - d — This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 640124 hours In advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: ii'.Y•: .i:.,i.;,.::'...:'r'l.•:.::.,i.i:.r....:':..;.,.:,,> .J1,4.;;YY.:.v.,.r.: i'i..•,..'•:,. .. ....... i..,:,....::.::::::.:.^.:.::'fni:.: >.. Y.:.,:: ::v :i.':"im .... .. • v S:V i.Y:' :::(S::S::iiNn: '. kit >.qry i• i'.li:): S:iw / iciai.11se<fln t i• s.. i'>•: vlty• ::" Pp . Date:. :'>n .> i:::'• siY.: ,•r.:iti Si i cox• •i>. i:din4«55r4... ,>9... .%4:.J'J:• ,xSJ.iv7Y,%..<.v..,5iu:>:,: hi::,{.' YJ. lJam. wx'. ,+-/Ai>ii"•w%[:.«:r.^ Sic: ..... .. .,'> k'• .. .. •:.•;.:.•.: ','., ... Reviewed. ::::::...::::'::. 3:.•.:::•:.'::;.: • ,, , ;.... i:r:r.i::::.> y:.: n, rs......:. .. A....... .. .:::: .,a : >.: ::i::a>c >Yr..:..N..::::'i.:J;: ;.i,.:,,..•.:+.': r.w.iv,,,,...<.h'/•+'/ri:ii•t..,.•.wJ:> 5<:M'r:..:..J»'i...:. .•..":,J:,.:'v..{«.:%:n:: ..% J..`CA: n.. ..A.. ..r... ..s. %::'vr':i;sii:;ii .:•p..,. yi,:: ::Z: .wpa.,LA.. Y A 11 «uh d... i4:YNA fit t 85' S.` e' j.: %SProvA• t ri.Y. .. r: p, ... vr. ,: s. h:h. •Y.: n::•.. : : i:i :': Y.Y. JSil8:In6 dcteif b .:: :~" i• ..... j ...... . JI.: :i%Y.:5 i:5:,,NY• iSiYAl. ...• 5 •`• Y.>. L;,. rip .eimtt CTiotlliuiis n I . •'Y,f. sepiemoer zuiu ROW Use Ddvwmy.pdt taylor morrison wo,.»• ,,..o,..o a rc., 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 Sine Address:. 44 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 5. 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 andS 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 V-0— Si&nature Brian Brunhofer fl'E0ee6c— k'rl'o President, Taylor Morrison of Florida, Inc. Priq a Name Signature&" , - STATE OF FLORIDA N COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this _.,kday * aInc. 2017, by Brian Brunhofer as President for Taylor Morrison of Flor who is personally known to me. l17jiaAAA. RM_ _1/a n "Vw'W"A/ •VO g128,20 ',• Notary Public —State off Florida Print Name: /GL =* v•o `°` My Co ission%Expires: o eFFo71420 o 9 .. M.... RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method 1Lu/NcProjectName: Lot87Thot mbrookeEdyrIIIAGRW Builder Name: Taylor Morriso Homes Street: 31 F U r K City, Stale, Zip: FL, ,4o Permit office: Vt 1 Permit Number:' - 18 6 0 SANFORD Owner. Jurisdiction: 691500 O FiogR GDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(3543.6 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1762.50 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1561.80 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13 0 219 33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (2007.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 2007.00 ft= 6. Conditioned floor area above grade (W) 3422 b N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R W 7. Windows(589.9 sgft.) Description Area a. Sup: Attic, Rel: Attic, AH: 2nd Floor 6 348 a. U-Factor: Dbl, U=0.34 461.93 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 336.4 SHGC: SHGC=O 31 b. U-Factor: Dbl, U=0.58 128.00 ft' 12. Cooling systems kBlu/hr Efficiency SHGC SHGC=O 32 a Central Unit 25.2 SEER.16 00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBlu/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: 4.098 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3422.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0 0 1740.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1428.00 ft' None c. other (see details) R= 254,00 ft' 15. Credits Pstal Glass/Floor Area: 0.172 Total Proposed Modified Loads: 92.93 PASSTotalBaselineLoads: 94.44 1 hereby certify that the plans and specifications covered by Review of the plans and THE S7.4 this calculation are in compliance with the Florida Energy Code. - specifications covered by this calculation indicates compliance z r,,.,, with the Florida Energy Code. PREPARED BY: Before construction is completed a DATE: 2/9/-1.7 this building will be inspected for v compliance with Section 553.908 I hereby certify that this buildinTaignd, is in compliance Florida Statutes. with the Florida Energy Code. COO OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot87ThombrookeEdenlllAG Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area. 3422 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units. 1 Worst Case: No PlatBook. Builder Name: Taylor Morrison Homes 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 1740 16182 2 Block2 1682 15138 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1740 16182 Yes 5 0 1 Yes Yes Yes 2 2nd Floor 1682 15138 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 1st Floor __ -_- 254 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 167.3 ft 0 1740 ft° 0.49 0 0.51 3 Floor Over Other Space 2nd Floor _-- -_- 1428 ft° 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitl Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 2230 ft2 500 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 19W ft' N N 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 216 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1791 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar BelowJ # Omt To Wall_Type spate R_Value-Et-In-Et-In Area-RValue-Eraclion-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 53 11 9 4 503.2 ft' 0 0 0.6 0 3 NE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 4 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 5 E Exterior Frame - Wood 2nd Floor 13 33 0 9 0 297.0 ft' 0 0.23 0.6 0 6 E Exterior Concrete Block - Int Insul 1st Floor 4.1 33 0 9 4 308.0 ft' 0 0 06 0 7 SE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 8 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45 9 ft' 0 0 06 0 9 S Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 fl' 0 0.23 0.6 0 10 S Exterior Concrete Block - Int Insul 1st Floor 4.1 51 0 9 4 476.0 ft' 0 0 0.6 0 11 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 0.23 0.6 0 12 W Exterior Concrete Block - Int Insul 1st Floor 4.1 19 7 9 4 182.8 ft' 0 0 0.6 0 13 Garage Frame - Wood 1st Floor 13 23 6 9 4 219.3 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 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 2 Metal Low-E Double Yes 0.34 0.31 27.1 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.34 0.31 38 5 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 ne 3 Metal Low-E Double Yes 0.34 0.31 15.4 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 ne 4 Metal Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 e 5 Metal Low-E Double Yes 0.34 0.31 75.0 ft' 1 ft 0 m 1 ft 4 in Drapes/blinds None 6 e 6 Metal Low-E Double Yes 0.34 0.31 19 3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 e 6 Metal Low-E Double Yes 0.58 0.32 128.0 ft' 11 ft 0 in 0 ft 0 in None None 8 se 7 Metal Low-E Double Yes 0.34 031 15.4 W 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 se 8 Metal Low-E Double Yes 0.34 0.31 19.3 ft' 3 ft 8 in 0 ft 0 in Drapes/blinds None 10 s 9 Metal Low-E Double Yes 0.34 0.31 12.0 fi' 1 ft 0 in 1 ft 4 in None None 11 s 10 Metal Low-E Double Yes 0.34 0.31 9.0 ft' 1 ft 0 in 11 118 in Drapes/blinds None 12 s 10 Metal Low-E Double Yes 0.34 0.31 77.1 ft' 1 ft 0 in 11 It 8 in Drapes/blinds None 13 w 11 Metal Low-E Double Yes 0.34 0.31 40.0 ft' 10 ft 0 in 1 It 10 in None None 14 w 11 Metal Low-E Double Yes 0.34 0.31 12.0 ft' 1 ft 0 in 1 ft 4 in None None 15 w 11 Metal Low-E Double Yes 0.34 0.31 20.0 ft' 1 ft 0 in 1 ft 4 in None None 16 w 12 Metal Low-E Double Yes 0.34 0.31 24.0 ft' 6 It 8 in 0 It 10 in None None 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Proposed orientation V # Wall Omt ID Frame Panes NFRC Overhang U-Factor SHGC Area Depth Separation Int Shade Screening 17 W 12 Metal Low-E Double Yes 0.34 0.31 38.5 ft' 1 ft 0 in 1 ft 0 in Drapestblinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg Wall Height Exposed Wall Insulation 1 447 ft' 384 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2610 143.29 269.47 .2613 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS 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 6 348 ft' Attic 6 336.4 ft Attic 2nd Floor 87 ft' Default Leakage 2nd Floor (Default) (Default) 84.1 ft' Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans. Cooling jj ]]Jan Heating [X] Jan Feb X] Feb jj ]]Mar X] Mar j r Apr Ma [[X] May t Jun Jun Xj Jul4 ] Jul jX] Au Aug JIS e Sep Oct OctW NovWNov DecHDecVentin [)Jan Feb X) Mar C) r Ma I Jun Jul Au Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/9/2017 2:32 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 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 (n=) 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 Area Single-family a. Frame - Wood, Exterior R=13.0 1762.50 ft7bConcreteBlock - Int Insul, Exterior R=4.1 1561.80 ft 1 c. Frame - Wood, Adjacent R=13.0 219.33 ft= 4 d. N/A R= n' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2007.00 ft= 3422 b. N/A R= ft= Area c. N/A R= ft= 461.93 ft' 11. Ducts R n' a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 348 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 336.4 128.00 ft' 12. Cooling systems kBtu/hr Efficiency ft= a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER.16.00 n= 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:9.00 4.098 ft. b. Electric Heat Pump 21.8 HSPF:9.00 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1740.00 ft' b. Floor Over Other Space R=0.0 1428.00 ft' c. other (see details) R= 254.00 ft' 14. Hot water systems a. Electric Cap: 50 gallons EF: 0.95 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code complia atures. Builder Signature: Date: 6 .") -/ Address of New Home: 1-13] )2d <,Kt4. G r6Vf_ -'L City/FL Zip: &,h J8l-Gf J 3.''7 ? / Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 DEL -AIR Manual S Compliance Report 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 Homes Design Conditions Outdoor design DB: 92.50F Outdoor design WB: 76.30F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 18008 Btuh Latent gain: 2431 Btuh Total gain: 20439 Btuh Estimated airflow: 840 cfm Job: LotBTThombrookeEdenl... Date: 05.28.15 By: ER Entering coil DB: 75.4°F Entering coil WB: 62.7°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 Sensible capacity: 18403 Btuh 1020/6 of load Latent capacity: 3341 Btuh 1370/6 of load Total capacity: 21744 Btuh 1060/6 of load SHR: 85% Design Conditions Outdoor design DB: 41.70F Heat loss: 20498 Btuh Entering coil DB: 69.90F 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: 21117 Btuh 10311/6 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: 5.8 kW 970/6 of load Temp. rise: 22 OF Meets are all requirements of ACCA Manual S. c wri htsoft' 2017-Feb-09 14 04,30 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 1 ACM .. ookeEden111AGRW%Lo167ThornbrookeEdenlllAGRW.rup Calc - MJ8 House faces: W DEL -AIR Manual S Compliance Report m5wo - = tmlmmanmlo ah2 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 Homes Design Conditions Job: LotMhombrookeEdenl... Date: 05.28.15 By: ER Outdoor design DB: 92.5°F Sensible gain: 19550 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 2840 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 22390 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: 19596 Btuh 100% of load Latent capacity: 2983 Btuh 105% of load Total capacity: 22579 Btuh 101% of load SHR: 87% Design Conditions Outdoor design DB: 41.7°F Heat loss: 14368 Btuh Entering coil DB: 69.50F 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: 21148 Btuh 1470/6 of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 4.3 kW 1030/6 of load Temp. rise: 31 OF Meets are all requirements of ACCA Manual S. C wri htsoft, 2017-Feb-09 14:04 30 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 MCA...00keEdenlllAGRW\Lol87ThornbrookeEdenlllAGRW.rup Cale - MJ8 House faces: W Job: Lot87ThombrookeEdenl... DEL -AIR Component Constructions Date: 05.28.15 Entire House By: ER 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 Homes 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: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 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 dr Bluh/W.•F n'••FBWh BWhAP BWh 6tuhM2 BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood firm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 2"x4" wood frm, 16' o.c. stud Windows 2A-2om: 2 glazing, Or ouir, air gas, mill no brk trm mat, clr low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or outr, air gas, mill no brk frm mat, Or low-e innr, 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window hi, 11.67 It sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or outr, air gas, mill no brk firm mat, clr low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.33 ft sep.); 6.67 ft head ht n 509 0.091 13.0 2.58 1310 2.84 1443 ne 29 0.091 13.0 2.58 75 2.84 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 497 0.091 13.0 2.58 1279 2.84 1409 w 288 0.091 13.0 2.58 742 2.84 817 all 1573 0.091 13.0 2.58 4052 2.84 4464 n 438 0.201 0 5.69 2490 5.27 2309 ne 27 0.201 0 5.69 153 5.27 142 e 161 0.201 0 5.69 914 5.27 847 se 27 0.201 0 5.69 153 5.27 142 s 390 0.201 0 5.69 2217 5.27 2056 W 119 0.201 0 5.69 678 5.27 629 all 1161 0.201 0 5.69 6605 5.27 6125 201 0.091 13.0 2.58 519 1.44 291 n 27 0.340 0 9.62 261 10.6 287 w 39 0.340 0 9.62 371 30.4 1170 all 66 0.340 0 9.62 631 22.2 1457 n 39 0.340 0 9.62 371 10.6 408 ne 19 0.340 0 9.62 185 22.9 441 e 19 0.340 0 9.62 185 30.4 585 s 77 0.340 0 9.62 742 12.2 937 all 154 0.340 0 9.62 1483 15.4 2371 ne 15 0.340 0 9.62 148 22.9 353 e 75 0.340 0 9.62 722 30.4 2277 se 15 0.340 0 9.62 148 22.7 350 all 106 0.340 0 9.62 1018 28.2 2980 wri htsoft` 2017-Feb-09 14:04:30 9 Right-Suile® Universal 2017 17 0.16 RSU24011 Page 1 ZbA...00keEdenlllAGRW\Lol87ThombrookeEdenlllAGRW.rup Calc = MJ8 House faces W 2A-2omd: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, a 128 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 If overhang (8 ft window ht, 0 ft sep.); 6.67 It head hi 2A-2om: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, se 19 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.67 ft overhang (6.25 ft window ht, 0 ft sep.); 6.67 It head hi 2B-2fm: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, s 12 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (4 If w 20 0.340 window ht, 1.33 If sep.), 6.67 ft head ht all 32 0.340 2A-2om: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, s 9 0,340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (4.17 If window ht, 11.67 If sep.); 6.67 If head ht 10C-m: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, w 40 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (6.67 It window ht, 1.83 ft sep.); 6.67 ft head ht 213-21m: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, w 12 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2 If window ht, 1.33 If sep.); 6.67 ft head ht 10C-m: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, w 24 0.340 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 6.67 If overhang (8 ft window ht, 0.83 If sep.); 6.67 It head ht Doors 0 16.4 2101 16.8 2156 0 9.62 185 11.1 215 0 9.62 115 12.4 149 0 9.62 192 35.7 715 0 9.62 308 27.0 864 0 9.62 87 12.2 110 0 9.62 385 9.20 368 0 9.62 115 35.7 429 0 9.62 231 15.4 370 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 1613-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 2007 0.032 30.0 gypsum board int fnsh Floors 20P-19c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 254 0.050 19.0 22A-ipl: Bg floor, light dry soil, on grade depth 167 0.989 0 14 A-, + wrightSOW Right•Suite® Universal 2017 17.0.16 RSU24011 00keEdenlllAGRW%Lot87ThornbrookeEdenlllAGRW.rup Calc = MJ8 House laces: W 11.0 196 12.0 213 0.91 1817 1.74 3483 1.41 360 0.71 181 28.0 4683 0 0 2017•Feb-09 14.04 30 Page 2 1' DEL -AIR Component Constructions Job: Lot87ThombrookeEdenl... P Date: 05.28.15 ttrar o • ato C0ligntllmlo ah l By: ER 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 Homes Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ht BWh/h •F hr••F/BWh BWhW BWh BWhAV BWh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 438 0.201 0 5.69 2490 5.27 2309 board int fnsh ne 27 0.201 0 5.69 153 5.27 142 e 161 0,201 0 5.69 914 5.27 847 se 27 0.201 0 5.69 153 5.27 142 s 390 0.201 0 5.69 2217 5.27 2056 w 119 0.201 0 5.69 678 5.27 629 all 1161 0.201 0 5.69 6605 5.27 6125 Partitions 12C-Osw: Frm wall, r-13 cav ins, 2"x4" wood firm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr ouir, air gas, mill no brk frm mat, Or low-e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 1 ft sep.); 6.67 ft head ht w all 2A-2om: 2 glazing, clr ouir, air gas, mill no brk firm mat, Or low-e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ne ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht e s all 2A-2omd: 2 glazing, clr ouir, air gas, mill no brk frm mat, Or low-e innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr outr, air gas, mtl no brk firm mat, clr low-e innr, se 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.67 ft overhang (6.25 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or outr, air gas, mtl no brk firm mat, clr low-e innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.17 ft window ht, 11.67 ft sep.); 6.67 it head ht 201 0.091 13.0 2.58 519 1.44 291 27 0.340 0 9.62 261 10.6 287 39 0.340 0 9.62 371 30.4 1170 66 0.340 0 9.62 631 22.2 1457 39 0.340 0 9.62 371 10.6 408 19 0.340 0 9.62 185 22.9 441 19 0.340 0 9.62 185 30.4 585 77 0.340 0 9.62 742 12.2 937 154 0.340 0 9.62 1483 15.4 2371 128 0.580 0 16.4 2101 16.8 2156 19 0.340 0 9.62 185 11.1 215 9 0.340 0 9.62 87 12.2 110 wri htsoft• 2017-Feb-09 14 04 30 9 Righl-Suile® Universal 2017 17.0.16 RSU24011 Page 3 00keEdenlllAGRW\Lol87ThornbrookeEdenlllAGRW.rup Cale = MJ8 House laces. W 10C-m: 2 glazing, clr ouir, air gas, mtl no brk frm mat, clr low-e innr, w 24 0.340 0 9.62 231 15.4 370 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 6.67 If overhang (8 It window ht, 0.83 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 11.0 196 12.0 213 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 216 0.032 30.0 0.91 196 1.74 375 gypsum board int fnsh Floors 22A-ipl: Bg floor, light dry soil, on grade depth 167 0.989 0 28.0 4683 0 0 wri htsoft` 2017-Feb-0914:04:30 A9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 00keEdenlllAGRW%Lot87ThombrookeEdenIIIAGRW rup Calc = MJ8 House laces: W DEL -AIR Component ConstructionsP 1fine • aD comonam 0 ah2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax 407-333-3853 Web WWW.DEL-AIR COM Job: Lo187ThornbrookeEdenl... Date: 05.28.15 By: ER Project• For: Taylor Morrison Homes Design Conditions Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 it Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°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 b° Btuhm •F hl.*FIBOrh BUMP Btuh DOW Btuh Walls 12C-Osw: Firm wall, stucco exi, r-13 cav ins, 2"x4" wood frm, 16' o.c. n 509 0.091 13.0 2.58 1310 2.84 1443 stud ne 29 0 091 130 258 75 284 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 497 0.091 13.0 2.58 1279 2.84 1409 w 288 0,091 13.0 2.58 742 2.84 817 all 1573 0.091 13.0 2.58 4052 2.84 4464 Partitions none) Windows 2A-2om: 2 glazing, Or outr, air gas, mtl no brk Irm mat, clr low-e innr, ne 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5 ft window ht, 1.33 ft sep.); 6.67 ft head ht se all 2B-2fm: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (4 It w window ht, 1.33 ft sep.); 6.67 ft head ht all 10C-m: 2 glazing, clr outr, air gas, mil no brk frm mat, Or low-e innr, w 1/4" gap, 1/8" thk; NFRC rated (SH4310=0.31); 10 ft overhang (6.67 ft window ht, 1.83 it sep.); 6.67 ft head ht 213-21m: 2 glazing, clr outr, air gas, mtl no brk firm mat, Or low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2 ft window ht, 1.33 ft sep.); 6.67 ft head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int Irish 15 0.340 0 9.62 148 22.9 353 75 0.340 0 9.62 722 30.4 2277 15 0.340 0 9.62 148 22.7 350 106 0.340 0 9.62 1018 28.2 2980 12 0.340 0 9.62 115 12.4 149 20 0.340 0 9.62 192 35.7 715 32 0.340 0 9.62 308 27.0 864 40 0.340 0 9.62 385 9.20 368 w 12 0.340 0 1791 0.032 30.0 9.62 115 35.7 429 0.91 1621 1.74 3108 wri htsoft' 2017-Feb-0914.04.30 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 5 ookeEdenlllAGRW%Lol87ThombrookeEdenlllAGRW.rup Calc - MJ8 House faces: W Floors 20P-19c: Fir floor, frm fir, 6" thkns, carpet fir Irish, r-19 cav ins, gar ovr 254 0.050 19.0 1.41 360 0.71 181 wri htsoft` 2017-Feb-09 14:04:30 A 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 6 00keEdenillAGRW\Lot87ThornbrookeEdenillAGRW.rup Calc - MJ8 House faces: W DEL -AIR Project Summary Job: Lot87ThombrookeEdenl... 7 Date: 05.28.15 11111MM•M Entire House By: ER 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 Homes Notes: RVSD 9/15/16 JA LS 10/26/16 JA LS 219/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 30985 Btuh Ducts 3881 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Piping 0 Btuh Equipment load 34866 Btuh Infiltration 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 31828 Btuh Ducts 5730 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 37558 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 4231 Btuh Ducts 1039 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2 3422 3422 Equipment latent load 5271 Btuh Volume I)ft3) 32449 32449 Air changes/hour 0.37 0.19 Equipment total load 42828 Btuh Equiv. AVF (cfm) 200 103 Req. total capacity at 0.70 SHR 4.5 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 rda 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. wri htsofft• 2017-Feb-0914.04:30 9 Right.Suite® Universal 2017 17.0.16 RSU24011 Page 1 gyp` . ookeEdenlllAGRW\Lot87ThornbrookeEdenlllAGRW.rup Calc - MJ8 House faces W w, DEL -AIR Project Summary Job: LotMhombrookeEdenl... 7 Date: 05.28.15 HuffI 0.11Y1 400Imm011111410 ah l By: ER 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 Homes Notes: RVSD 9/15/16 JA LS 10/26/16 JA LS 219/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 19834 Btuh Ducts 664 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20498 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heatingg Cooling Area (ft2 1740 1740 Volume (ft3) 16334 16334 Air changes/hour 0.35 0.18 Equiv. AVF (cfm) 94 48 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I 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 = 6 kW, Output = 19884 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 16958 Btuh Ducts 1050 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 18008 Btuh Latent Cooling Equipment Load Sizing Structure 2318 Btuh Ducts 113 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2431 Btuh Equipment total load 20439 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 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 0.047 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.88 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wri htsoft' 2017-Feb-0914.04:30 9 Right-SuileO Universal 2017 17.0.16 RSU24011 Page 2 00keEdenlllAGRW\Lot87ThornbrookeEdenlllAGRW.rup Calc - MJ8 House laces: W 1 DEL -AIR Project Summary Job: Lo18TThombrookeEdenl... 1 7 Date: 05.28.15 rErM - AM COtmrrrotmt0 ah2 By: ER 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 Homes Notes: RVSD 9/15/16 JA LS 10/26/16 JA LS 219/17 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 Sensible Cooling Equipment Load Sizing Structure 11152 Btuh Structure 14870 Btuh Ducts 3217 Btuh Ducts 4680 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14368 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 19550 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1914 Btuh Ducts 926 Btuh Central vent (0 cfm) 0 Btuh Heating coolin none) Area (W) 1682 168 Equipment latent load 2840 Btuh Volume (ft3) 16115 16115 Air changes/hour 0.40 0.20 Equipment total load 22390 Btuh Equiv. AVF (cfm) 106 54 Req. total capacity at 0.75 SHR 2.2 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AH R I ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.058 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 31 OF Backup: Input = 4 kW, Output = 14837 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wri htsof 2017-Feb-0914:04:30 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Pape 3 ookeEdenlllAGRW\Lot87ThornbrookeEdenlllAGRW.ruD Calc = MJ8 House laces: W 1 DEL -AIR rnmro • lm Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 914DITIQ NIN9531CODISCOWAY, SANFORD, FL 3277t hone: 407.3 -2665 ax 407-333.3853 Web, WWW.DEL-AIR COM Job: LOt87ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name Entire House ahl 2 Exposed wall 363.2 It 167.3 It 3 Room height 9.2 It 9.3 it 4 Room dimensions 5 mRooarea 3542.8 It= 1752.3 ft2 Ty Constriction U-value Or HTM Area (ft2) Load Area (I12) Load number Stuh/fILIF) BIuN112) or perimeter (it) Btuh) or penmeter (11) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.84 509 509 1310 1443 0 0 0 0 13A- 2ocs 2A• 2om 0 201 0. 340 n n 5. 69 9. 62 5. 27 10. 58 503 27 438 0 2490 261 2309 287 503 27 438 0 2490 261 2309 287 11 2A- 2om 12C- 0sw 0 340 0. 091 n ne 9. 62 2. 58 10. 58 2. 84 39 45 0 29 371 75 408 83 39 0 0 0 371 0 408 0 VyImo; 2A•2om 0.340 ne 9.62 22.89 15 0 148 353 0 0 0 0 yl 13A-2ocs 0201 ne 5.69 5.27 46 27 153 142 46 27 153 142 2A- 2om 0.340 ne 9.62 22.89 19 0 185 441 19 0 185 441 GVj/ 12C-0sw 0.091 a 2.58 2.84 297 222 572 630 0 0 0 0 2A- 2om 0.340 a 9.62 30.36 75 0 722 2277 0 0 0 0 LGVy ECG 13A- 2ocs 2A• 2om 0. 201 0 340 a a 5. 69 9. 62 5. 27 30. 36 308 19 161 0 914 185 847 585 308 19 161 0 914 185 847 585 2A- 2omd 0.580 a 16.41 16.85 128 128 2101 2156 128 128 2101 2156 yl G 12C- 0sw 0.091 se 2.58 2.84 45 29 75 83 0 0 0 0 2A- 2om 0.340 se 9.62 22.73 15 1 148 350 0 0 0 0 Vy t-G 13A- 2ocs 0.201 se 5.69 5.27 46 27 153 142 46 27 153 142 2A- 2om 0.340 se 9.62 11.15 19 18 185 215 19 18 185 215 yl 12C-0sw 0.091 5 2.58 2.84 509 497 1279 1409 0 0 0 0 2B• 21m 0.340 s 9.62 12.44 12 12 115 149 0 0 0 0 CV613A- 2ocs 0.201 s 5.69 5.27 476 390 2217 2056 476 390 2217 2056 2A- 2om 0.340 s 9.62 12.15 9 0 87 110 9 0 87 110 2A- 2om 12C- 0sw 0. 340 0. 091 s w 9. 62 2. 58 12. 15 2. 84 77 360 0 288 742 742 937 817 77 0 0 0 742 0 937 0 T 10C-m 2B- 21m 2B- 21m 0. 340 0. 340 0. 340 w w w 9. 62 9. 62 9. 62 9. 20 35. 73 35. 73 40 12 20 39 0 0 385 115 192 368 429 715 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs I0C• m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 15. 43 182 24 119 14 678 231 629 370 182 24 119 14 678 231 629 370 q 2A- 2om 12C- Osw 0. 340 0. 091 w 9.62 2. 58 30. 36 1. 44 39 219 0 201 371 519 1170 291 39 219 0 201 371 519 1170 291 D 11D0 0.390 n 11.04 11.99 18 18 196 213 18 18 196 213 C 16B-30ad 0.032 091 1.74 2007 2007 1817 3483 216 216 196 375 F 20P-19c 0.050 1.41 0.71 254 254 360 181 0 0 0 0 F 22A-td 0.989 27.99 0.00 1752 167 4683 0 1752 167 4683 0 6 c) AED excursion 0 0 Envelope loss/gain 24778 26077 16918 13682 12 a) Infiltration 6208 1971 2915 926 b) Room ventilation 0 0 0 0 13 Internalgatns: Occupanls @ 230 5 1150 4 920 Appliances/ other 2630 1430 Subtotal ( lines 6 to 13) 30985 31828 19834 16958 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 30985 31828 19834 16958 15 Duct loads 113"/e 180/e 3881 5730 3% 6% 664 1050 Total room bad 1 34866 37558 20498 18008 Air required (cfm) 16W 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wrights4aft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-09 14 4:0 00keEdenlllAGRW\ Lol87ThornbrookeEdenlllAGRW.rup Cale - MJ8 House laces: W DEL -AIR nro • of CONOM n O Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277(iPhone::40-3 3.266655 Fax: 407.333.3853 Web- WWW.DEL-AIR COM Job: Lot87ThombrookeEden1111A... Date: 05.28.15 By: ER 1 Room name ah2 2 Exposed wall 195.8 It 3 Room height 9.0 If 4 Room dimensions 5 Room area 1790.5 ft2 Ty Construction U-value Or HTM Area (W) Load Area Load number Btuh/ftt*F) Bluhrll2) or perimeter (II) atuh) or penmeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.84 509 509 1310 1443 Vy 13A-2ocs 0.201 n 5.69 5.27 0 0 0 0 2A-2om 0.340 n 962 10.58 0 0 0 0 Vjl C 11 2A-20m 12C-Osw 0.340 0.091 n ne 9.62 2.58 10.58 2.84 0 45 0 29 0 75 0 83 2A-2om 0.340 no 9.62 22.89 15 0 148 353 y/ YLC 13A-2ocs 0.201 ne 5.69 5.27 0 0 0 0 2A-torn 0.340 ne 9.62 22.89 0 0 0 0 12C-Osw 0.091 a 2.58 2.84 297 222 572 630 2A-2Dm 0.340 a 9.62 30.36 75 0 722 2277 13A-2ocs 2A-2om 2A-2omd 0.201 0.340 0.580 a a a 5.69 9.62 16.41 5.27 30 36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 12C-Osw 0.091 se 2.58 2.84 45 29 75 83 2A-2Dm 0.340 se 9.62 22.73 15 1 148 350 Vy 13A-2ocs 0.201 se 5.69 5.27 0 0 0 0 G yl 2A-2om 12C-Osw 0.340 0.091 se s 9.62 2.58 11.15 2.84 0 509 0 497 0 1279 0 1409 I--6 2B-21m 0.340 s 9.62 1244 12 12 115 149 Vy 13A-2ocs 0.201 s 5.69 5.27 0 0 0 0 2A-2Dm 0.340 s 9.62 12.15 0 0 0 0 2A-2om 0.340 s 9.62 12.15 0 0 0 0 V 12C-Osw 0.091 w 2.58 2.84 360 288 742 817 10C-m 2B-21m 2B-21m 0.340 0.340 0.340 w w w 9.62 9.62 9.62 9.20 35.73 35.73 40 12 20 39 0 0 385 115 192 368 429 715 13A-2ocs 10C-m 0.201 0.340 w w 5.69 9.62 5.27 15.43 0 0 0 0 0 0 0 0 R 2A-2om 12C-Osw 0.340 0.091 w 9.62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 D 1/D0 0.390 n 11.04 11.99 0 0 0 0 C 168-30ad 0.032 0.91 1.74 1791 1791 1621 3108 F 2OP-19c 0.050 1.41 0.71 254 254 360 181 F 22A-10 0.989 27.99 O.00 0 0 0 0 6 c) AED excursion 0 Envelope losstgain 7859 12394 12 a) Infiltration 3292 1045 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 12M Subtotal (lines 6 to 13) 11152 14870 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 11152 14870 15 Duo loads I 29% 31% 3217 41M Total room load 14M 19550 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 30 A wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-09 14 ge 2 00keEden111AGRW\Lo187ThornbrookeEdenllIAGRW.nip Calc = MJB House faces W j QEL-AIR mxm • yr cormnrmom Right-J® Worksheet ah1 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: Lo187ThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name ah1 pwdr 2 Exposed wall 167.3 If 55 It 3 Room height 9.3 It 9.3 It heat/ccol 4 5 Room dimensions Room area 1752.3 IP 5.5 x 7 0 If 38.5 112 Ty Construction U•value Or HTM Area (112) Load Area (112) Load number Btuhrfl2-OF) BI 112) or perimeter (11) Btuh) or perimeter (II) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W Vy 12C-Osw 13A-2ocs 0.091 0.201 n n 0.00 5.69 0.00 5.27 0 503 0 438 0 2490 0 2309 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.62 10.58 27 0 261 287 0 0 0 0 2A-2om 0.340 n 9.62 10.58 39 0 371 408 0 0 0 0 11 y/ 12C-Osw 0.091 no 0.00 0.00 0 0 0 0 0 0 0 0 I-(i 2A•2om 0.340 re 0.00 0.00 0 0 0 0 0 0 0 0 yl C 13A•2ocs 0.201 no 5.69 5,27 46 27 153 142 0 0 0 0 2A•2om 0.340 ne 9.62 22.89 19 0 185 441 0 0 0 0 VI! 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0LO y/ 13A-2ocs 0.201 a 5.69 5.27 308 161 914 847 0 0 0 0 lf 2A-2om 2A-2omd 0.340 0.580 a a 9.62 16.41 30.36 16.85 19 128 0 128 185 2101 585 2156 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 yl O 13A•2ocs 0.201 se 5.69 5.27 46 27 153 142 0 0 0 0 2A-2om 12C-Osw 0.340 0.091 se s 9.62 0.00 11.15 0.00 19 0 18 0 185 0 215 0 0 0 0 0 0 0 0 0yl O 2B-21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.69 5.27 476 390 2217 2056 51 42 241 223 l_CG 2A-2om 0.340 s 9.62 12.15 9 0 87 110 9 0 87 110 2A•2om 12C- 0.340 0.091 s w 9.62 0.00 1215 0.00 77 0 0 0 742 0 937 0 0 0 0 0 0 0 0 0Vj/ 10C-m 28-21m 2B-21m 0.340 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01---GGG Vy 13A-2ocs 10C•m 0.201 0.340 w w 5.69 9,62 5.27 1543 182 24 119 14 678 231 629 370 0 0 0 0 0 0 0 0 q 2A•2om 12C-Osw 0.340 0.091 w 9.62 2.58 30.36 1.44 39 219 0 201 371 519 1170 291 0 0 0 0 0 0 0 0 D 11D0 0.390 n 11.04 11.99 18 18 196 213 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 216 216 196 375 0 0 0 0 F 2OP-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 1752 167 4683 0 39 6 154 0 6 c) AED excursion 0 1 Envelope loss/gain 16918 13682 481 334 12 a) Irdiltrabon 2915 926 96 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 1430 0 Subtotal (lines 6 to 13) 19834 16958 577 364 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19834 16958 577 364 15 Duct loads 3% 6% 664 1050 0% 0% 0 0 Total room bad 20498 18008 577 364 Air required (cim) 840 840 24 17 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-Suile® Universal 2017 17.0.16 RSU24011 2017-Feb-09 1 Page 3 00keEdenlllAGRW%Lot87ThornbrookeEdenlllAGRW.rup Calc - MJ8 House faces: W DEL -AIR Right-J® Worksheet r.o • M aaolarao ah 1 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 PhoVD40 3 33-2665 ax 407-333-3853 Web: WWW.DEL-AIFI.COM Job: LotBTThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name brklsl kitchen 2 Exposed wall 32.3 4 14.0 1t 3 Room height 9.3 It heal/cool 9.3 It heal/cool 4 5 Room dimensions Room area 1.0 x 163.3 It 163.3 42 14.0 x 13.5 It 189.0 11= Ty Construction U-value Or HTM Area (42) Load Area (II2) Load number BtuWfl2-*F) at 42) or penmeler (it) atuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat cool Gross N/P/S Heat Cod 6 W yl 12C-Osw 13A•2ocs 2A•2om 0.091 0201 0.340 n n n 0.00 569 962 0.00 5.27 10.58 0 89 0 0 89 0 0 5D4 0 0 468 0 0 131 0 0 131 0 0 743 0 0 689 0 LG11 2A-2om 12C-Osw 0.340 0.091 n ne 962 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2om 0 340 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vy Y-C 13A-2ocs 2A-2om 0.201 0.340 no no 5.69 9.62 5.27 22.89 46 19 27 0 153 185 142 441 0 0 0 0 0 0 0 0 Vy I-C 12C-Osw 2A-2om 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 0 Vy 13A-2ocs 2A-tom 2A•2omd 0.201 0.340 0.580 a a a 5.69 9.62 16.41 5.27 30.36 16.85 61 19 0 41 0 0 235 185 0 218 585 0 0 0 0 0 0 0 0 0 0 0 0 0 C L- 2 V/ G 12C-Osw 2A-2Dm 0.091 0.340 se se 0.00 O.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 se 5.69 5.27 46 27 153 142 0 0 0 0 2A-2om 12C-Osw 0.340 se s 9.62 0,OD 11.15 0.00 19 0 18 0 185 0 215 0 0 0 0 0 0 0 0 0 L t-G0.091 y/ IG 2B-21m 13A-2ocs 2A-2om 0.340 0.201 0.340 s s s 0.00 5.69 9.62 0.00 5.27 12.15 0 61 0 0 61 0 0 345 0 0 320 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2om 12C-Osw 0.340 0.091 s w 9.62 0.00 12.15 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yyyll/ IOC-m 2B•21m 28-21m 0.340 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I-C 13A-2ocs IOC-m 0.201 0.340 w w 5.69 9.62 5.27 15.43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C q 2A-2orn 12C-Osw 0 340 0.091 w 9.62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP•19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-10 0.989 2799 0.00 163 32 905 0 189 14 392 0 6 c) AED excursion 67 141 Envelope loss/gain 2852 2597 1135 548 12 a) Infiltration 564 179 244 77 b) Room ventilation 0 0 0 0 13 Internal gains Occupants @ 230 0 0 0 0 Appliances/other 10 1200 Subtotal (lines 6 to 13) 3416 2777 1379 1825 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3416 2777 1379 1825 15 Duct bads 0% ff.0 0 0% 0% 0 0 Total room bad 3416 2777 1379 1825 Air required (cfm) 140 130 57 85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Ll- wrightsoW 2017-Feb-09 14 04'30 A Righl•Suile® Universal 2017 17 0 16 RSU24011 Page 4 ookeEdenlllAGRW\Lol87ThornbrookeEdenlllAGRW.rup Calc = MJ8 House faces W QEL-AIR Right-J® Worksheet rarro• of t ah 1 DEL-AIRHEATING& AIR 531 CODISCO WAY, SANFORD, FL3277CPho ao - -266655 Fax:407-333.3853 Web: WWW.DEL•AIR COM Job: Lot87ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name dining living 2 Exposedwall 19.5 it 37.5 it 3 Room height 9.3 It heat/cool 93 It heat/cool 4 5 Room dimensions Room area 1. 0 x 468.0 It 468. 0 II= 16. 0 x 13.5 It 216. 0 It= Ty Comte ion U•value BlulVltx- IF) Or HTM Bluh/ II2) Area ( II2) 1 or penmeter (11) Load Bluh) Area ( fI2) or perimeter (II) Load Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W y/ I-- G 12C- Osw 13A- 2ocs 2A• 2om 0. 091 0. 201 0. 340 n n n 0. 00 5. 69 9. 62 0. 00 527 10. 58 0 126 0 0 87 0 0 495 0 0 459 0 0 149 27 0 122 0 0 695 261 0 645 287 Ili 2A-2om 0.340 n 9.62 10.58 39 0 371 408 0 0 0 0 11 G 12C- Osw 0.091 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 no 5.69 5.27 0 0 0 0 0 0 0 0 VLC 2A-2om 0.340 no 9.62 22.89 0 0 0 0 0 0 0 0 V/ 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Gyl lC 13A• 2ocs 2A• 2om 0. 201 0. 340 a a 5. 69 9. 62 5. 27 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2omd 0.5W a 16.41 16.85 0 0 0 0 0 0 0 0 t- G 12C- Osw 2A• 2om 0. 091 0. 340 se se 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 13A- 2ocs 0.201 se 5.69 5.27 0 0 0 0 0 0 0 0 2A- 2om 12C- Osw 0 340 0. 091 se s 9. 62 0. 00 11. 15 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ylL._{ G 2B-21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy L G 13A- 2ocs 2A- 2om 0. 201 0. 340 s s 5. 69 9. 62 5. 27 12. 15 0 0 0 0 0 0 0 0 75 0 75 0 425 0 394 0 2A- 2om 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vj/ 12C 0 091 w 000 0.000 0 0 0 0 0 0 0 10C- M -m2B• 21m 28. 21m 0. 340 0. 340 0. 340 w w w 0., 00 0. 00 0. 00 0. 000 0. 000 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1---GGG V C 13A• 2ocs 10C- m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 15. 43 56 24 32 14 181 231 168 370 126 0 87 0 497 0 461 0 G q 2A- tom 12C- Osw 0. 340 0. 091 w 9.62 2. 58 30. 36 1. 44 0 0 0 0 0 0 0 0 39 0 0 0 371 0 1170 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 216 216 196 375 F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Id 0.989 2799 0.00 468 20 546 0 216 38 1050 0 6 c) AED excursion 124 308 Envelope loss/gain 1823 1529 3494 3639 12 a) Inlinration 339 108 653 207 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 230 0 Subtotal ( lines 6 to 13) 2162 1866 4147 3847 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2162 1866 4147 3847 Duct bads I -0% 0'/6 0 0 16% 27% 4 1050 f Total room load 21W 1866 4811 4897 Air required (cfm) 89 87 1 197 228 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofC 2017-Feb 09 14 Right - Suite® Universal 2017 17 0.16 RSU24011 age 5 00keEdenlllAGRW\ Lol87ThombrookeEdenlllAGRW.rup Calc = MJ8 House faces: W DEL -AIR rm=• M c Right-J® Worksheet ahl DEL -AIR HEATING & AIR CPJ o- -650531 CODISCOWAY, SANFORD, FL 327oa2665ax: 47.333-3853 Web WWW DEL-AIR.COM Job: Lot87ThombrookeEdenIIIA... Date: 05. 28.15 By: ER 1 Room name family den 2 Exposed wall 43.5 It 14.0 It 3 Room height 9.3 It heaUcool 9.3 II heat/cool 4 5 Room dimensions Room area 17.0 x 26.5 It 450.5 112 14.0 x 13.0 If 182.0 112 Ty Construction U-value Or HTM Area (tl2 Load Area (02) Load number Btuh/ W1 "F) Btuh/112) or perimeter (fl) Bluh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 W Vjl 12C- 0sw 13A-2ocs 2A•2om 0,091 0,201 0.340 n n n 0. 00 5.69 9.62 0.00 5.27 1058 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- G r--(i 11 2A- 2om 12C-0sw 0.340 0.091 n ne 9. 62 0.00 1058 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2om 13A-2ocs 2A-2om 0.340 0.201 0.340 ne ne ne 0. 00 5.69 9.62 0.00 5.27 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y LVyY- C 12C-Osw 2A•2om 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 0 13A- 2ocs 2A-2Dm 2A-2omd 0.201 0.340 0.580 a a a 5. 69 9.62 16.41 5.27 30.36 16.85 247 0 128 119 0 128 678 0 2101 629 0 2156 0 0 0 0 0 0 0 0 0 0 0 0 yI 12C- Osw 2A•2Dm 0.091 0.340 se se 0. 00 0.00 0.00 0,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 ylY- C Vy 13A- 2ocs 2A-2om 12C-0sw 0.201 0.340 0.091 se se s 5. 69 9.62 0.00 5.27 11.15 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 2B- 21m 13A-2ocs 2A-Zom 0.340 0.201 0.340 s s s 0. 00 5.69 9.62 0.00 5.27 12.15 0 159 0 0 120 0 0 683 0 0 633 0 0 131 0 0 92 0 0 524 0 0 486 0 LG VVyy I-- G 2A-2om 12C-0sw 0.340 0.091 s w 9, 62 0.00 12.15 0.00 39 0 0 0 371 0 468 0 39 0 0 0 371 0 468 0 10c- m 2B•21m 2B•21m 0.340 0.340 0.340 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I__ __ GGV613A-2ocs 10c-m 0.201 0.340 w w 5. 69 962 5. 27 15.43 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tR 2A• 2om 12C-0Os 0.340 0.091 w 9. 62 2.58 30.36 1.44 0 0 0 0 0 0 0 0 0 121 0 121 0 312 0 175 a 1100 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16B- 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 20P- 19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 2ZA- 10 0 989 27.99 0.00 451 44 1218 0 182 14 392 0 6 c) AED excursion 362 30 Envelope losstgain 5051 3525 1599 1159 12 a) Infiltration 758 241 244 77 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/olher 0 0 Subtotal (lines 6 to 13) 5809 4686 1843 1236 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 5809 4686 1843 1236 15 Duct loads 1-09/6 05/0 0 0 0% 01/0 0 0 Total room load 5809 4686 1843 1236 Air required ( clm) 238 219 76 58 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- 2017- Feb-09 14.04:30 Right-SuileO Universal 2017 17.0.16 RSU24011 Page 6 ookeEdenlllAGRW\L0187ThornbrookeEdenlllAGRW. rup Calc = MJ8 House faces: W DEL -AIR mum - or rmnro Right-J® Worksheet ahl DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 none 40-3 3-26665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot87ThombrookeEdenl11A... Date: 05.28.15 By: ER 1 Room name mud room 2 Exposed wall 1.0 It 3 Room height 9.3 It heal/cool 4 5 Room dimensions mRooarea 6. 0 x 7.5 It 45. 0 ft2 Ty Construction U-value Or HTM Area (Il2) Load Area Load number BtuWttL*F) BluWllx) or perimeter (II) Bluh) or penmeter Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W yl 12C- 0sw 13A- 20cs 0. 091 0201 n n 0. 00 5 69 0. 00 5 27 0 9 0 9 0 53 0 49 2A- 2Dm 0.340 n 9.62 10.58 0 0 0 0 2A• 2Dm 0.340 n 9.62 10.58 0 0 0 0 11 Vy C 12C- 0sw 0 091 ne 0.00 0.00 0 0 0 0 2A- 2Dm 0.340 ne 0.00 0.00 0 0 0 0 t- G5.69 13A-2ocs 0.2Dl no 5.27 0 0 0 0 2A- 2om 0.340 ne 9.62 22.89 0 0 0 0 Vy 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 2A- 2om 0.340 a 0.00 0.00 0 0 0 0 CVp CC 13A- 2ocs 0201 a 569 5.27 0 0 0 0 2A- 2om 0 340 e 962 30.36 0 0 0 0 2A- 2Dmd 0.580 a 16.41 16.85 0 0 0 0 Vy G 12C- Osw 0.091 se 0.OD 0.00 0 0 0 0 2A• 2Dm 0.340 se 0.00 0.00 0 0 0 0 V LG13A-2ocs 0.201 se 5.69 5.27 0 0 0 0 2A- 2om 12C- 0sw 0. 340 0. 091 se 5 9. 62 0. 00 11. 15 0. 00 0 0 0 0 0 0 0 0 y/ G 2B-21m 0.340 s 0.00 0.00 0 0 0 0 y/ 13A-2ocs 0.201 s 5.69 5.27 0 0 0 0 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 I_ GG 2A-2om 0.340 s 9.62 12.15 0 0 0 0 V) I 12C-m 0. 091 w 0.00 0.00 0 0 0 0 IOC- m 28• 21m 2B- 21m 0. 340 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 VI/ 13A-2ocs tOC• m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 15. 43 0 0 0 0 0 0 0 0 L= s R 2A- 2om 12C- 0sw 0. 340 0. 091 w 9.62 2. 58 30. 36 1. 44 0 98 0 80 0 207 0 116 D 11 DO 0.390 n 11.04 11.99 18 18 196 213 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 F 20P-19c 0.050 0.00 0.00 0 0 0 0 F 22A-tot 0.989 27.99 0.00 45 1 28 0 6 c) AED excursion 28 Envelope loss/gam 484 351 12 a) Inliflration 17 6 b) Room vernilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 501 356 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 501 356 15 Duct bads I -Wo 1 0'/0 1 0 0 Total room load 501 356 Air required (cfm) 21 17 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wNghtsoft' 2017-Feb-0914:04:30 Riph1- Suite® Universal 2017 17.0.16 RSU24011 Page 7 ookeEdenillAGRW\ Lol87ThornbrookeEdenlilAGRW.rup Cale = MJ8 House faces: W 1 DEL -AIR Right-J® Worksheet ana • w carmrrmmo ah2 DEL -AIR HEATING & AIR 799NDITIh3QNIN531 CODISCOWAY, SANFORD, FL 327one: 407.2665 ax 407-333.3853 Web: WWW.DEL-AIR.COM Job: LotMhombrookeEdenlllA... Date: 05.28. 15 By: ER 1 Room name ah2 bdrm 2 2 Exposedwall 195. 8It 23.5 It 3 Room height 9.0 1t 9.0 It heaUcool 4 Room dimensions 130 x 10.5 It 5 m Rooarea 1790.5112 136.5 112 Ty Comte ion U- value Btuh/ItZ•F) Or HTM Btuh/ft2) Area (I19 or perimeter ( it) Load Btuh) Area (fl2) or perimeter ( ft) Load Btuh) Heat Cod Gross N/ P/S Heal Cod Gross N/P/S Heal Cool 6 W yl I-- G 12C- Osw 13A-2ocs 2A-2om 0.091 0.201 0.340 n n n 2. 58 0. 00 0.00 2.84 0.00 0.00 509 0 0 509 0 0 1310 0 0 1443 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 I 2A- 2om 12C- Osw 0.340 0.091 n ne 0.00 2. 58 0.00 2.84 0 45 0 29 0 75 0 83 0 0 0 0 0 0 0 0 G 2A• 2om 13A- 2ocs 2A-2om 0.340 0.201 0.340 no ne ne 9. 62 0. 00 0.00 22.89 0.00 000 15 0 0 0 0 0 148 0 0 353 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy f yI C 12C- Osw 2A- 2om 0.091 0.340 a a 2.58 9. 62 2.84 30.36 297 75 222 0 572 722 630 2277 95 30 65 0 166 289 183 911 V 13A- 2ocs 2A• 2tun 2A-2omd 0.201 0.340 0.580 a a e 0. 00 0. 00 000 0. 00 0. 00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- C tVy 12C- Osw 2A• 2om 0.091 0.340 se se 2.58 9. 62 2.84 22.73 45 15 29 1 75 148 83 350 0 0 0 0 0 0 0 0 G V l G 13A- 2ocs 2A- 2om 12C-Osw 0.201 0 340 0.091 se se s 0. 00 0. 00 2.58 0.00 0.00 2.84 0 0 509 0 0 497 0 0 1279 0 0 1409 0 0 117 0 0 117 0 0 301 0 0 332 VLt13A- 2ocs 2B- 21m 2A•2om 0.340 0.201 0.340 s s s 9. 62 0. 00 0.00 12.44 0.00 0.00 12 0 0 12 0 0 115 0 0 149 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 12C- Osw IOC-m 2B-21m 2B•21m 0.340 0.091 0.340 0.340 0.340 s w w w w 0. 00 2. 58 9.62 9.62 9.62 0.00 2.84 9.20 35.73 35.73 0 360 40 12 20 0 288 39 0 0 0 742 385 115 192 0 817 368 429 715 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 T Vy C t3A-2ocs 10C- m 0.201 0.340 w w 0.00 0. 00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CG q 2A- 2om 12C- Osw 0.340 0.091 w 0. 00 0. 00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11 DO 0. 390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 168-30ad 0. 032 0.91 1.74 1791 1791 1621 3108 137 137 124 237 F 2OP-19c 0. 050 1.41 0.71 254 254 360 181 0 0 0 0 F 22A-tot 0. 989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 60 Envelope loss/gain 7859 12394 880 1723 12 a) Infiltration 3292 1045 395 125 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 1 230 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 1 11152 14870 1275 1849 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 11152 14870 1275 1849 15 Duct loads 29'/ e 31% 3217 46W 29%6 31% 3W W2 Total room load 14M I%w 1642 2430 Air required (cfm) 840 840 96 IN Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A -Off-wrightsoft' 2017- Feb- 09 14 04:30 Right.SuileO Universal 2017 17.0.16 RSU24011 Page 8 00keEdenlllAGRW\Lol87ThornbrookeEden111AGRW.rup Calc - MJ8 House faces: W PDEL-AIRrrmro • xw amrraororo Right-J® Worksheet ah2 DEL -AIR HEATING & AIR ho ne: 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 ax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot87ThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name wic ext we 2 Exposed wall 15.0 It 5.5 it 3 Room height 90 It heat cool 9.0 it heat/cool 4 5 Room dimensions Rooarea 1. 0 x 64.8 It 64. 8 112 5. 5 x 3.5 Itm 19.3 112 Ty Construction U-value Or HTM Area (It2) Load Area (I12) Load number StuMft;•F) Btuhrft;rl or perimeter (11) Bluh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-Osw 0.091 n 2.58 2.84 0 0 0 0 0 0 0 0 Vy C 13A- 2ocs 2A• 2om 0201 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2DM 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 yI C 12C- Osw 0.091 ne 2.58 2.84 0 0 0 0 0 0 0 0 2A- tom 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 y L_ 13A•2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A- 2Dm 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 LG13A- 2ocs 2A- 2om 2A- 2omd 0. 201 0 340 0. 580 a a a 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 12C-0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 VLC 2A-2om 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 yl 13A-2ocs 0201. se 0.00 0.00 0 0 0 0 0 0 0 0 t- G 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 12C- 0sw 0.091 s 2.58 284 72 72 185 204 50 50 127 140 2B- 21m 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 13A- 2ocs 2A- 2om 0. 201 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C- 0sw 0.091 w 2.58 2.84 63 53 136 150 0 0 0 0 10C- m 0.340 w 9.62 9.20 0 0 0 0 0 0 0 0 2B• 21m 28. 21m 0. 340 0. 340 w w 9. 62 9. 62 35. 73 35. 73 0 10 0 0 0 96 0 357 0 0 0 0 0 0 0 0 yl 13A•2ocs 10C- m 0. 201 0 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I= G q 2A- 2Dm 12C- 0sw 0 340 0. 091 w 0.00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0 032 0.91 1.74 65 65 59 112 19 19 17 33 F 20P•19c 0.050 1.41 0.71 65 65 92 46 19 19 27 14 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 20 30 Envelope loss/gain 568 890 172 158 12 a) IMiflration 252 80 92 29 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) 820 970 265 187 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 820 970 265 187 15 Duct loads 299/6 31% 237 305 29/6 31% 76 59 Tdal room load 1 1057 1276 341 1246 Air required (clm) 62 55 20 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A-- wrightsoft- Right-Suile® Universal 2017 17.0.16 RSU24011 2017-Feb-09 1 Page 9 00keEdenlllAGRW\ Lol87ThornbrookeEdenlllAGRW.rup Calc - MJ8 House laces: W QEL-AIR ur armrorro Right-J® Worksheet ah2 DEL -AIR HEATING & AIR CQNDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotBTThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name utility wic (2) 2 Exposed wall 6.0 it 40 It 3 Room height 9.0 It heal/cool 90 11 heal/cool 4 5 Room dimensions Room area 6.0 x 9.0 It 54.0 42 4.0 x 5.5 it 22.0 ft2 Ty Construction number U-value Bluldlt2-IF) Or HTM BIuIV119 Area (112) or perimeter (11) Load Bluh) Area (42) or perimeter (it) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 W y/ F-- G 12C-Osw 13A•2ocs 2A-2orn 0.091 0.201 0.340 n n n 2.58 0.00 0.00 2.84 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 I y/ 11 2A-2om 12C-Osw 0.340 0.091 n no 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 r G' 2A•2Dm 13A-2ocs 2A-2Dm 0.340 0.201 0.340 ne ne ne 9.62 0.00 0.00 22.89 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 y/ VLC Vy I--6 12C-Osw 2A•2Dm 0.091 0 340 a a 2.58 9.62 2.84 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I-f C 13A•2ocs 2A•2Dm 2A-2omd 0201 0 340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 12C-Osw 2A•2Dm 0.091 0.340 se se 2.58 9.62 2.84 22.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Vy C 13A•2ocs 2A-2om 12C-Osw 0.201 0.340 0.091 se se s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 54 0 0 54 0 0 139 0 0 153 0 0 36 0 0 36 0 0 93 0 0 102v O 28-21m 2A•2Dm 0.340 0.201 0.340 s s s 9.62 0.00 O.00 12.44 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 V613A-2ocs VVVyyy 2A-2om 12VhC-Osw 10C-m 2B-21m 2B•21m 0.340 0.091 0.340 0.340 0.340 s w w w w 0.00 2.58 9.62 9.62 9.62 0.00 2 84 9.20 35.73 35.73 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 13A-2ocs IOC-m 0.201 0.340 w w 0 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F( 2A•2om 12C-Osw 0 340 0.091 w 0.00 0 00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 54 54 49 94 22 22 20 38 F 2OP-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-10 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 120 22 Envelope loss/gain 188 127 113 118 12 a) Infiltration 101 32 67 21 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 289 759 180 140 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 289 759 180 140 15 Duct bads 1 290/6 31% 83 239 29'/e 315% 52 44 Total room bad 372 998 232 184 Air required (cfm) 22 43 14 8 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. A - Ik wrightsoft' 2017-Feb 09 1 age 10Riph1•Suile® Universal 2017 17.0.16 RSU24011 Pape 0 00keEdenlllAGRW%Lot87ThornbrookeEdenlllAGRW.rup Calc = MJ8 House laces: W DEL -AIR nwa • ar emmtatoro Right-J® Worksheet ah2 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotBTThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name bth 2 ms suite 2 Exposed wall 5.0 It 25.0 It 3 Room height 9.0 It heat/cool 9.0 It heal/cool 4 5 Room dimensions Room area 7.5 x 5.0 It 37.5 02 1.0 x 248.8 It 248.8 Itz Ty Construction U•value Or HTM Area (III Load Area (112) Load number Bluh/11;OF) Blult/fig or perimeter (It) Bluh) or perimeter (11) Btuh) Heat Cool Gross N/P/S Heal cool Gross N/P/S Heal Cod 6 W 12C-Osw 0.091 n 2.58 2.84 0 0 0 0 104 104 267 294 yl 13A•2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 n 000 0.00 0 0 0 0 0 0 0 0 I; G y/ L_{3 11 2A-2om 12C-Osw 0.340 0.091 n no 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2orn 0.340 no 9.62 22.89 0 0 0 0 0 0 0 0 y/ G 13A•2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 ne 0 00 0.00 0 0 0 0 0 0 0 0 yl a 12C-Osw 0.091 a 2.58 2.84 45 45 116 128 0 0 0 0 2A•2om 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 ILS13A-2ocs 2A-2m1 2A-2omd 0.201 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy Y-f 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 2A•2Dm 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 Vy C 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 2A•2DM 12C-Osw 0.340 0.091 se s 0,00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yl 2B-21m 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0LG V613A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 w 2.58 2 84 0 0 0 0 122 82 210 231 10C•m 28•21m 2B•21m 0.340 0.340 0.340 w w w 9.62 9.62 9.62 9.20 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 40 0 0 39 0 0 385 0 0 368 0 0 13A-2ocs 10C-m 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 2A•2om 0.340 0.091 w 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 012C-Osw D 11 DO 0 390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 38 38 34 65 249 249 225 432 F 20P-19c 0.050 1.41 0.71 0 0 0 0 160 160 226 114 F 22A•id 0.989 0.00 000 0 0 0 0 0 0 0 0 6 c) AED excursion 30 280 Envelope loss/gain 150 163 1313 1718 12 a) Infiltration 84 27 423 133 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 600 Subtotal (lines 6 to 13) 234 189 1733 2682 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redisinbulion 0 0 0 0 14 Subtotal 234 189 17M 2682 1151 Ductload5 I 29% 31% 67 60 290/0 31% 500 844 Total room load 301 249 2233 3526 Au required (cfm) 18 11 131 151 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Fk wrightsofR* 2017•Feb•0914:04:30 Righl•Suile® Universal 2017 17.0.16 RSU24011 Page 11 00keEdenlllAGRW\Lot87ThornbrookeEdenlllAGRW.rup Cale = MJ8 House faces: W 1 DEL -AIR mro • = t Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277 t'honeND40 -3 -26 5 ex 407-333-3853 Web: WWW DEL-AIR.COM Job: LOtBTThombrookeEdenINA... Date: 05.28.15 By: ER 1 Room name wic (3) bdrm 3 2 Exposed wall 0 11 11.0 it 3 Room height 9.0 11 heat/cod 9.0 It heat/cool 4 5 Room dimensions Room area 4.5 x 4.0 It 18.0 112 13.0 x 11.0 It 143.0 IP Ty Construction U-value Or HTM Area (02) Load Area (I12) Load number B1uh/It7L•F) B1u1U119 or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-Osw 0.091 n 2.58 2.84 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 yl 12C-0sw 0.091 no 2.58 2,84 0 0 0 0 0 0 0 0 C 2A-2om 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 VU a 13A-2ocs 0.201 ne 0.00 0,00 0 0 0 0 0 0 0 0 2A-2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vy a 12C-0sw 0.091 a 2.58 2.84 0 0 0 0 99 69 178 196 2A-2om 0.340 a 9.62 30.36 0 0 0 0 30 0 289 911 ILI13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 yLO 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 2A-2orn 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 Vy I--(' 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 yl VLC 12C-Osw 0.091 5 2.58 2.84 0 0 0 0 0 0 0 0 2B•21m 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 yl 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 I G 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 VII 12C 0.091 w 2.58 0 0 0 0 0 0 0 0 10C-m -m 0.340 w 9.62 9.2020 0 0 0 0 0 0 0 0 2B-2Im 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B-2Im 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 yl 13A-2ocs 10C•m 0.201 0.340 w w 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1_0 2A•2om 12C-0sw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 18 18 16 31 143 143 130 248 F 20P•19a 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-10 0.989 0.00 0,00 0 0 0 0 0 0 0 0 6 c) AED excursion 4 112 Envelope loss/gain 16 27 596 1466 12 a) Infiltration 0 0 185 59 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ outer 0 0 Subtotal ( lines 6 to 13) 16 27 781 1525 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16 27 781 1525 15 Duct bads 1 299/0 1 31%1 5 8 29'/6 31% 225 480 Total room load 21 35 1006 2005 Air required (cfm) 1 21 1 1 59 86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _ Fk wrightsoft' 2017-Feb-0914:04:30 AM Right -Suite® Universal 2017 17 0 16 RSU24011 Page 12 00keEdenlllAGRW\ Lot87ThombrookeEdenlllAGRW.rup Calc - MJ8 House faces: W DEL -AIR RUNG• M t OMINTI re Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 327CPhoVeDoo 3 3nzI66N5 Fax: 407-333-3853 Web: WWW.DEL-AIR COM Job: Lo18TThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name bih 3 ms bih 2 Exposed wall 8.5 11 13.5 11 3 Room height 9.0 It heal/cool 9.0 It heal/cool 4 5 Room dimensions Room area 8.5 x 5.5 1t 46 8 42 1.0 x 126.0 1t 126.0 112 Ty Construction U-value Or HTM Area (112) Load Area (It2) Load number BtuWltZ'F) at 112) or perimeter (it) atuh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-0sw 0.091 n 2.58 2.84 77 77 197 217 0 0 0 0 13A-2ocs 2A-2om 0.201 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I-(i 11 2A-2om 12C-0sw 0.340 0.091 n ne 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A•2om 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 yLG 13A•2ocs 2A•2om 0.201 0.340 ne 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 Vy Y--6 12C-0sw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A-2om 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-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 t-G 12C-0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 2A•2om 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Y___G 12C-0sw 0.091 s 2.58 Z84 0 0 0 0 122 110 282 311 2B-21m 0.340 s 9.62 12.44 0 0 0 0 12 12 115 149 yl 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 L-CC 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 1 0.340 0.091 s w 0.00 2. 62 0.00 2. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V)I 10c-m0C-m 28.21m 28•21m 0.340 0.340 0.340 w w w 9.62 9.62 9.62 9.2020 35.73 35.73 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 13A-2ocs 10C•m 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--2 R 2A-2om 12C-0sw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 47 47 42 81 126 126 114 219 F 2OP-19c 0.050 1.41 0.71 0 0 0 0 11 11 15 7 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 47 96 Envelope loss/gain 239 251 526 591 12 a) Infiltration 143 45 227 72 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/olher 10 0 Subtotal (lines 6 to 13) 382 297 753 663 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 382 297 753 663 15 Duct loads 129'/e 1 31%1 110 93 29% 31% 217 209 Total room load 492 390 971 871 Air required (cim) 29 17 57 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 A wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 20t7-Feb 09 Page 33 00keEdenlllAGRW%Lot87ThornbrookeEdenlllAGRW.rup Calc - MJB House faces: W j DEL -AIR r.o • ar umOrmroo Right-J® Worksheet ah2 DEL -AIR HEATING & AIR C 9NDITIQ NINCI531CODISCOWAY, SANFORD. FL 3277 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotBTThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name wic (4) bth 2 lav 2 Exposed wall 0 It 0 It 3 Room height 9.0 It heal/cool 9.0 It heal/cool 4 5 Room dimensions Room area 4.0 x 4.0 It 16.0 I12 5.5 x 5.0 It 27.5 112 Ty Constriction U•value Or HTM Area (II) Load Area (It) Load number BtutdltZOF) Btuf1/It2) or perimeter (II) Btuh) or perimeter (It) Btuh) Heat cool Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 W y/ 12C-Osw 13A-2ocs 0,091 0,201 n n 2.58 0.00 2.84 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-tom 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 yl11 12C-Osw 0.091 no 2.58 2.84 0 0 0 0 0 0 0 0 2A-2om 0 340 no 9.62 2289 0 0 0 0 0 0 0 0 Vy 6 13A•2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 Vy Y--6 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A•2Dm 0 340 a 9.62 30.36 0 0 0 0 0 0 0 0 Vy f 13A-2ocs 2A-2om 0.201 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 0 2A-20md 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 y/ C 12C-0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 2A•2Dm 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 Vy Y-C 13A•2ocs 0.201 se 000 0.00 0 0 0 0 0 0 0 0 2A-2om 12C-Osw 0.340 0.091 se s 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0V 2B-21m 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0G y/ 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-tom 0.340 s 000 0.00 0 0 0 0 0 0 0 0IG2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy 10c-M 0. 340 w 0 0 0 0 0 0 0 0 10C-m 28-21m 2B-21m 0.340 0.340 0.340 w w w 9.629.62 9.62 9.62 9.209.20 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0I- GG Vy 13A-2ocs 10C•m 0.201 0.340 w w 0.00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I{' C q 2A-2om 12C-Osw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 091 1.74 16 16 14 28 28 28 25 48 F 2OP-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 4 7 Envebpe loss/gain 14 24 25 41 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 0 Subtotal (lines 6 to 13) 14 24 25 41 Less external load 0 0 0 0 Less transfer 0 0 0 0 RetLstribution 0 0 0 0 14 Subtotal 14 24 25 41 15 Duct foods I M/6 1 31%1 4 8 29% 31% 7 13 Total room load I I 19 32 32 54 Air required (clm) 1 1 2 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Pk wrightsoft' 2017-Feb-0914:04:30 P. Right•Suite® Universal 2017 17.0.16 RSU24011 Page 14 00keEdenlllAGRW\Lo187ThombrookeEdenlllAGRW.rup Cale - MJB House laces: W j QEL-AIR r mro • ai eormororo Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PhoJ eo - 266N59 ax:407-333-3853 Web WWW.DEL-AIR.COM Job: LotBTThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name bdmn 4 bit 2 Exposed wall 33.8 It 45.0 It 3 Room height 9.0 It heat cool 9.0 11 heat/cool 4 5 Room dimensions Room area 1.0 x 199 5 It 199.5 112 10 x 605 0 It 605.0 ft2 Ty Construction U•value Or HTM Area (It2) Load Area (112) Load number Stu1V1N-°F) BIuIV112) or perimeter (It) Btuh) or perimeter (if) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-0sw 0.091 n 2.58 2.84 99 99 255 281 230 230 591 651 V613A-2ocs 2A-2om 0.201 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2om 12C•Osw 0 340 0.091 n ne 0.00 2.58 0.00 2.84 0 45 0 29 0 75 0 83 0 0 0 0 0 0 0 0V 1-(i 2A•2Dm 0.340 no 9.62 22.89 15 0 148 353 0 0 0 0 yL/ O 13A-2ocs 2A-2om 0.201 0.340 ne 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 Vy 12C-0sw 0.091 a 2.58 2.84 59 44 112 123 0 0 0 0 2A•2Dm 0.340 a 9.62 30.36 15 0 144 455 0 0 0 0LO 13A-2ocs 0.201 a 0.OD 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 V I t-G 12C-0sw 0.091 se 2.58 2.84 45 29 75 83 0 0 0 0 2A-2om 0.340 se 9.62 22.73 15 1 148 350 0 0 0 0 yl 13A-2Dcs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-tom 0.340 se 0.00 000 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 s 2.58 2.84 59 59 151 166 0 0 0 0 LG 2B-21m 0.340 s 9.62 12.44 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 0.00 000 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 000 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C-0sw0.091 w 2.58 284 0 0 0 0 176 154 395 436 10C 2B-21m 0.340 0.340 w w 9.62 9.62 9.20 35.73 0 0 0 0 0 0 0 0 0 12 0 0 0 115 0 429TE. 2B•21m 0.340 w 9.62 35.73 0 0 0 0 10 0 96 357 V 13A-2ocs 10C•m 0 201 0.340 w w 0 00 000 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0ILf' 1-0 2A-2Dm 12C-0sw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 091 1.74 200 200 181 346 605 605 548 1050 F 20P-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-1d 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 3 103 Envelopeloss/gam 1289 2238 1746 2820 12 a) Infiltration 570 181 756 240 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 0 Subtotal (lines 6 to 13) 1859 2418 2502 3060 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1859 2418 2502 3060 Duct loads 1 29'/- 31% 536 761 29'/- 31% 722 963 r Total room bad 2395 3180 3224 4023 Air required (c1m) 140 137 188 173 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-09 4:04:30 00keEdenillAGRW\Lol87ThombrookeEdenlllAGRW.rup Cak - MJ8 House faces: W Page 15 1' DEL -AIR Nano. = co mnm Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 914DITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 •2665 ax 407-333.3853 Web: WWW.DEL•AIR.COM Job: Lo18TThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name wic int 2 Exposed wall 0 ft 3 Room height 9.0 It heal/cool 4 5 Room dimensions Room area 6.5 x 4.0 ft 26.0 f12 Ty Construction U•value Or HTM Area (I12) Load Area Load number BluhlfP-F) Bluhlll or perimeter (It) Btuh) or perimeter Heal Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.84 0 0 0 0 Vy 13A•2ocs 0.201 n 0.00 000 0 0 0 0 2A-2om 0 340 n 0.00 0.00 0 0 0 0 2A-2Dm 0.340 n 0.00 0.00 0 0 0 0 11 y/ IG 12C-Osw 0.091 ne 2.58 2.84 0 0 0 0 2A-2Dm 0.340 ne 9.62 22.89 0 0 0 0 LG 13A-2ocs 0.201 ne 0'OD 0.00 0 0 0 0 2A-2om 0.340 ne O.00 0.00 0 0 0 0 V/ G 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 2A•2om 0.340 a 9.62 30.36 0 0 0 0 Vy 13A•2ocs 0.201 a 0.00 0.00 0 0 0 0 2A-2om 2A-2omd 0.340 0 580 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0I;_CG y/ 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 VLC 2A-2Dm 0.340 se 9.62 22.73 0 0 0 0 Vy VLf 13A-2ocs 0.201 se 0.OD 0.00 0 0 0 0 2A-tom 12C-Osw 0.340 0.091 se s 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0y/ G 2B•21m 0.340 s 9.62 12.44 0 0 0 0 yl 13A•2ocs 0.201 s 0.00 0.00 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 1 51^ 2A•2om 0,340 s 0.00 0.00 0 0 0 0 Vjl 1Oc-rn 0. 340 w 2. 62 2. 20 0 0 0 0 10C-m 2B-21m 2B•21m 0.340 0.340 0.340 w w w 9.62 9.62 9.62 9.20 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 01 F------GGG V I 13A-2ocs 10C-m 0.201 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 q 2A-2Dm 12C-Osw 0.340 0.091 w O.OD 0.00 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 0.00 0.00 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 26 26 24 45 F 20P-19c 0,050 1.41 0.71 0 0 0 0 F 22A-td 0.989 0.OD 0.00 0 0 0 0 6 c) AED excursion 6 Envelope losstgain 24 39 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 24 39 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 24 39 15 Duct bads 29Y- 31% 7 12 Total room load 30 51 Air required (cfm) 2 2 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. c -Fk wrightsoft- 2017•Feb-0914:04:30 rA Right-Suile® Universal 2017 17.0.16 RSU24011 Page 16 00keEdenlllAGRW\Lol87ThornbrookeEdenlllAGRW.ruD Calc - MJ8 House faces: W DEL -AIR Duct System Summary Job: LotMhombrookeEdenl... Y Date: 05.28.15 11111111111111116 • nm cammo tltto ah 1 By: ER 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 Homes External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.139 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.139 in/100ft 840 cfm 173 ft Name Design 13tuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bast h 3416 140 130 0.139 7.0 Ox 0 VIFx 62.8 110.0 st4 den h 1843 76 58 0.200 6.0 Ox 0 VIFx 25.1 95.0 st3 dining h 2162 89 87 0.165 6.0 Ox 0 VIFx 35.0 110.0 st4 family h 2904 119 109 0.161 7.0 Ox 0 VIFx 39.2 110.0 st5 familyA h 2904 119 109 0.159 7.0 Ox 0 VIFx 41.3 110.0 st5 kitchen c 1825 57 85 0.150 6.0 Ox 0 VIFx 49.7 110.0 s14 living c 4897 197 228 0.158 8.0 Ox 0 VIFx 41.7 110.0 s14 mud room h 501 21 17 0.206 4.0 Ox 0 VIFx 21.8 95.0 st3 pwdr h 577 24 17 0.192 4.0 Ox 0 VIFx 29.9 95.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st4 Peak AVF 482 530 0.139 675 12.0 0 x 0 VinlFlx st3 st5 Peak AVF 238 219 0.159 539 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 840 840 0.139 602 16.0 0 x 0 VinlFlx C htsoft' 2017•Feb-0914:04.32 WTI 9 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 1 ookeEdenlllAGRW\Lol87ThornbrookeEdenlllAGRW.rup Calc = MJ8 House faces W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft• 2017-Feb-0914:04.32 9 Right-Sude® Universal 2017 17.0.16 RSU24011 Page 2 w^...00keEdenlllAGRW\Lot87ThombrookeEdenlllAGRW.rup Calc - MJB House laces. W PDEL-AIR Duct System Summary IEA = • aw Celtuar1mw ah2 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 Homes Job: LotMhombrookeEdenl... Date: 05.28.15 By: ER 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 0.188 in/1001t 0.188 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 127 ft Name Design 13tuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bdrm 2 c 2430 96 104 0.201 6.0 Ox 0 VIFx 34.5 85.0 stl bdrm 3 C 2005 59 86 0.202 6.0 Ox 0 VIFx 33.7 85.0 stl bdrm 4 h 2395 140 137 0.290 7.0 Ox 0 VIFx 12.6 70.0 bth 2 h 301 18 11 0.206 4.0 Ox 0 VIFx 31.6 85.0 SO bth 2 lav c 54 2 2 0.213 4.0 Ox 0 VIFx 27.7 85.0 stl bth 3 h 492 29 17 0.321 4.0 Ox 0 VIFx 4.7 70.0 loll h 1612 94 86 0.313 6.0 Ox 0 VIFx 6.7 70.0 loft -A h 1612 94 86 0.280 6.0 Ox 0 VIFx 15.8 70.0 ms bth h 971 57 37 0.193 5.0 Ox 0 VIFx 39.1 85.0 st2 ms suite c 3526 131 151 0.201 7.0 Ox 0 VIFx 34.5 85.0 st2 utility c 998 22 43 0.199 4.0 Ox 0 VIFx 35.8 85.0 SO we h 341 20 11 0.188 4.0 Ox 0 VIFx 42.4 85.0 st2 wic (2) h 232 14 8 0.202 4.0 Ox 0 VIFx 33.9 85.0 SO wic (3) c 35 1 2 0.298 4.0 Ox 0 VIFx 10.5 70.0 wic (4) c 32 1 1 0.289 4.0 Ox 0 VIFx 13.1 70.0 wic ext h 1057 62 55 0.189 5.0 Ox 0 VIFx 41.8 85.0 st2 wic int c 51 2 2 0.212 4.0 Ox 0 VIFx 28.5 85.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 210 254 0.199 576 9.0 0 x 0 VinlFlx st2 Peak AVF 271 257 0.188 613 9.0 0 x 0 VinlFlx C wri htsoft' 2017-Feb-09 14:04 32 9 Right-SulleO Universal 2017 17.0.16 RSU24011 Page 3 ookeEdenillAGRW\Lot87ThornbrookeEdenlilAGRW.rup Calc = MJ8 House faces: W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb4 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft` 2017•Fe"914.04:32 9 Righl•Suile® Universal 2017 17.0.16 RSU24011 Page 4 ACC& . yokeEdenillAGRMLot87ThornbrookeEdenillAGRW.rup Calc = MJ8 House faces W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot87ThombrookeEdenlllAGRW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction. 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity Spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include D This checklist D A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: D Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) O 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 Z/9/2017 2:31:48 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot87ThombrookeEdenlllAGRW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 3422 sq.ft. Cond. Volume: 31320 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0 2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: pOF T14E S 10Tq 6O CA 2/9/2017 2:32 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS' Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the lest, 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 tumed 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 -rotting 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. 13 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (MandatoryAll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct lightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 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 lest, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carving fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/z 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). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2 1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/9/2017 2:32 PM EnergyGaugeO 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: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. D 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. 2/9/2017 2:32 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 Nil JOCM40Pe4JAPa, RIPMR3rxwaLT r 7, M AIRW.arw I&L'A r,1 par" PLY eaaoanRmel Ia4LL au Is. UK I d JJ am. I 1 10'kitchen ven n Ito roof cap I I I os I 41m1cNl..ui I I Kw-e' r-4• PLT. MT. I I I I I I I fOR r+ I TOK I !J ls t I 42X42 A/C SLAB BY BLDR MIN 2' FROM WALL Z-e A/C I PAD I A/C PAD Y+a4 J s 130 12x6 lwcd Not 3' bath duct to roof cap w/fan Nutone 696RNI am w711efAK Nxarl W ar0 1-P 12x6 lwcd Ito rJCA Z T C F*MY ROOM 9' C r-o dn•-W Fs. Ae r- 4• AT a 1" M am7• 7II1lSP 12x6 lwcd 1_r 7 Ito as JI• N 011q! PN R@ 6QL wM Z7' o797!_ u a0wlOx6 lwcd 6' KwEN 85 OXW r- 4• PUT o a WV= oeP I a — aMc z 7'kitchen vent to roof cap IOx61lwcd AE" dA n F_ r v" ueeeaxe7uPewolea[ 490fIfNLL a70. T tl01RwetRICR •sn, ® Ilblfm4 7 • till W.arl at I t4 c I f _ rww; w MR2 TJ 7ii11A 1BP Plpt I as aeCISENTRY r- o PLT. Nr.l I I a. Iurrllue ro I IIII AW WM III rora• Ile. UVM ROOM tX-4•, 7-0- PLAT CUL I I 230 III II I II I .I 14x8 lwcd aT: Ir--------- I I I Raolt er. A J l II I CORAMI I Ir-4• PIT. MT. LKWIMM ROM Aft 7 af. 2. 0 TON W/5KV E240V 1PH 18x10 plen 2042 rod platform by s cnle - 1/8'=1'0' st 7. 7697 w s s1 R ri.l HATCHING LEGEND Ware WAT90W.arO NOTE TO BUILDERMUST PROVIDE UNRESTRICTED IDOEAolu I INCH UNDERCUT BELOV DOORS TO HABITABLE ROOMS MAULTransfer ducts/ grillssizedIncomplianceMMwithFlorida Residential Building Code-M1602.4 balanced return air. T.O.M. LEGMD EXCEPTIONS 1- 3 rJ rm, C 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. U I I flit I .: 4 • I I I I I 1 1 I I I n U I 3' bath duct / to roof cap w/fan Nutone 696RNB '4 I I I I 14-F I I M roasr mroRv FuesoFeeue 3' bath duct to roof cap 4' dryer duct w/fan to roof caNutone 696RNB pw/ dryer vent box — Vert io. av a w®ea 105 BROOM 210x6 1i W- 41 FLAT aG 1444 ra 8174 12x12 rng BEDROOM4 135 r- o•Furma, 12x6 Iwcd 11 3 3' bath duct to roof cap w/ fan Nutone 696RNB Ai i 1 1 I O O,ti ea m I 0, CL l aAa a raas 1 om a.K 35 N Iwcd 4 as 4 45 le,l 5' or 5 X6 Iwcd 4 I 1 J 1 aFe wy I I raga O fx PN I Ummuj6X412' 14x14 rng j Rai FF1tFF WIL18x1 rn win 1 o UOFYi 4. 6.ERSU 9'SI50 r-W FLAT MG.c I 12x6IwcdMLCOWmain L—J r-W FLT. NT. ABODE M fi.i MT W109t R LM107 J 6 9' 10 6 1 d R ro f< WE L 01 85 moo 4 I a 2' 4, T r r- w•,a-lo• r-o' FLAT as si4oaF F I I I 2. 0 TON V/5KV 2240V IPH 18x10 plea 16x16 r 10x6 Iwcd au platform by Z_p 85 jig 1 scale .1/8'=1'0' ea 6' yy. P~ I84 I Tara 646 rng I I provide half door Rating 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. 0 V) h - i LIJ Y o a o n Pq Ln p 00 Z J Z Q 00 L,J 0 OU QQW= jry F—WJ OW z O W m w a w z O J O O Q w md-J( n06 DESCRIPTION AS FURNISHED: Lot 87, THORNBROOKE PHASE:.4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED T0: w O ko Taylor Morrison of Florida, Inc. RECORD COPY THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 3-7) N 00010' 44" W 68.40' I I LOT 87 26.00' 23.88' I 3.5'x3.5' 13.88'JAC 2- TYF06 I I I v 3 . 5.00' LANAI o 1 26.7 5.00' 8' RECESS FOR POCKET SLIDER i PROPOSED RESIDENCE I c MODEL: EDEN 111 CLASSIC -A 2 CAR GARAGE RIGHT I I COV'D. ENTRY 6.0' I o Oi A30' 13.3' I PAVER I WALK 25 D=89'55' 49" R=25.00' L=39.24' C= 35.33' 8P 1'1' 11610 0 CB=S 44.47' 10" W LPIZOIV1fJG a-, T::. Ok to construct Single Family home with setbacks and impervious area shown on plan. PAVER DRIVE I 25.00' 10' UTIL. ESMT. I 5' CONC. WALK 3. \ FLARES S OOO 10' 44" E 43.28' ROCKY GROVE LANE 50' R/W) UTIUTY AND ACCESS R/W O O A O O Co co LOT 88 LVI U'065 sU.rr. LIVING 1,740 SOFT. GARAGE 447 SO.FT. ENTRY 34 SOFT. LANAI 273 SOFT. BREEZEWAY- N/A SOFT. DRIVEWAY 400 SOFT. A/C PAD 25 SOFT. WALKWAY 77 SOFT. IMPERVIOUS- 37.1' x 2,996 SOFT. SOD 5.099 SD.FT. R/W 2,048 SOFT. PROPOSED - FINISHED SPOT GRADE ELEVATION APRON 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY* SIDEWALK 907 SOFT. J"^- PROPOSED DRAINAGE FLOW FRONT - 25' NOT A SURVEY) S00 1,037 SOFT. LOT GRADING TYPE A . PROPOSED F.F. PER PLANS - 24.2' + REAR - 15' SIDE - 5.0' PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AREA DRIVEWAY 10,113 510 SO.FT. SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER - 10' INSTRUCTIONS SIDEWALK 984CNDIONTFIELDFORSOD00 SO.FT. CRUSL'NNEYER-SCOTT ASSOC, INC. - L,4NID SURVEYORS Laaw.nu N.lYiI1R - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 Pr PLATiIELD rZJ. IYP. POINT ON LINE TYPICAL NOTES: P. WON PIPC PAP POINT Or RL'VCRSE CURVATURE 1. THE UNDERSIGNED 000 HOOT CERIIIY IMF DOS SURVEY MEETS THE S•AROAROSS OF PRACTICE SET FORM BY ME FLORIW BOARD OF A. tK IRON ROD CONCRETE TORMENT PlPRho.• OUR Or COMPOUND CURVATURE RADIAL PROFES OM SURKYORS AND MAPPOIS IN CHAFFER AR -I? FLOR10A AOHWISTRATNE CODE PURSUANT W SECRON 472027, FLORIDA RATUES SCT IA. • I/Y IA ./OLD 4594 NA NON-RADIALRrr- 2. UNLESS EMBOSSED WON SURVEYOR'S SIOHAIVRE AND ONGIN4. RAISED SEAL THIS SURVEY A44P OR COPIES ARE NOT VAUR V.P. Y POINT 3. IMf SURVEY WAS PREPARED FROM INLE INFOR164710N FURNISHED TO THE SVRVCYOIV. THERE MAY BE OINER RESNDCTIONS P.O.)PAC: POINTftECOF POINTOrBEGD RNG CALL LCULATNESS TCD OR FASE'MEMS THAT AFFECT THIS PROPERTY. bt. POI Or Wg1ECCMCM RH rCRNMp/i REFERCNCC NOMRQNNT P"NAN 4. NO UWDERCAOUND UlPRWEIIENIS H4YE DUN LOGIEO UNLESS OTHERWISE SHOWN. CENTCRLOC rr. FINISHED FLOOR MEVATION A DIR. SURVEY IS PREPARED FOR THE SOLE BENGTT OF AROSE CERRFIE'D TO AND SHOULD NOT BE RCUM UPON BY ANY OTHER ENTRY. HID RNNAIL L DISK OF_YAY 13L DMDUILDUW SETBACK LINE DCN IL OWOMONS SHOWN FOR THE LOCATION OF DIPROVEWDITS HEREON SNOULD NOT BE USED TO REOONSTRUCr SOUNOARY LINES EASEMENT IE8,1. AR KBATECARING7. &CAR"& ARE &AM ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BTAIVNC (D.&) DRAICSHK B. ELIVAWNS, Ir SHOW A,'K BASED ON XAII 94 6E00CM OAIUM Or 1920 UNLESS 01HE "Ur NOTED. VTR.• UTILITY D. COMFWATE OF AUMORILNION N% 4360. CLM CHAIN LINK rECE VDiG CIDP.C. VOOD rENCC CONCRETE BLOCK POINT Or CURVATURE SCALE T- 1' ORAWN BY: ••• P. T. DESC. POINT OF TANOECY DESCRIPTION OATS CERTIFIEDBY: ORDER No. -- L DM ARARCLoamPLOTPLAN 02-27-17 654-17 D DELTA REVISED PLOT PLAN 05-31-17 C CIL OWRDCHORD BEARING' NORTH N/ - - THIS BUILDIN01PROPERTYDOES.NOT UE WITHIN THE ESTABLISHED 100 R FLOOO PLANE AS PER i7RM• YEAAUP. TGRUSENAF . R.L.S. 1 4714 ZONE x• 12117C 0055 F. S W. SCOTT. R.LS 1 4801 Residential Standard Calculation w ,a. $, Version 2014 STEP 1 Article 220.42 & 220.52 vjfin RECORD COPY sq. R 4299 General Lighting load 12,897 VA 2 Small Appliance 3,000 VA 1 Laundry circuit 1,500 VA Gen Lgt, Sm App.& Laun. Load 17,397 VA 3,000 VA @ 100%= 14,397 VA @ 35% = VA @ 25% = STEP 2 Article 220.50 & 220.51 E) A/C Condenser & Fixed Electric Space Heating 3 ton L&I 4,275 VA AHU 1 7.5kW 3 ton 4,275 VA AHU 2 7.5kw Y A/C 93 • VA AHU 3 Select 6L_4- A/C x4 • VA AHU 4 select A/C #5 Y VA AHU 5 Select Wd STEP 3 Article 220.53 4,50o VA • 1 Water Heater 1,400 VA • 1 Refrigerator 00 VA • Freezer 1,200 VA • 1 Dishwasher 1,127 VA • 1 Disposal 540 VA • 1 Range Hood 1,400 VA • 1 Microwave 0.1,440 VA Central vac 288 VA • Mini Refrig 40o VA • Compactor 12,000 vA • Tankless heater t,500 VA • Wine Cooler select • Jacuzzi Tub select • Sprinkler select - • Well Pump select • Fountain Pump select • Elevator Pool Equip. Panel Other load Other load STEP 4 Article 220.54 Electric Clothes Dryer; STEP 5 Article 220.55 Electric Ranges or Number of appliances Eden III Model Lenhart Electric Company 8618 N.E. 43rd Way Wildwood, FL 34785 P 352-748-5818 F 352-748-3349 8131/201613,02 3,000 VA_ 5,039 VA VA General Lighting Demand Load GTY 8,300 VA t Heating Load 16,600 VA 8,300 VA t ir:i CU Load 10,150 VA VA I Qty L& VA i QN Greater of Heat @ 100% ve.A/C @ 1000/6 VA j Qt Appliance Demand Load 4,500 VA 1,400 VA Dryer Demand Load VA 1,200 VA Range Demand Load 1,127 VA 540 VA Service Demand 1,400 VA VA Demand Load @ 240V, 1ph VA 1LD!/y0 VA Neutral Demand VA SANFa;:D VA VA O ` t Min.Service Req. FpART'% VA VA VA 17 - 1 860 VA VA 100% Demand VA No Demand VA No Demand Total Appliance Load 10,167 VA 4 or more demand @ 75% plus 100% demand loads 7,200 VA 8,400 W Col C demand 8000 8,039 VA 16,600 VA 7,625 VA 7,200 VA 8,000 VA 47,464 VA 198 A 96 A 200 A 7,625 VA Cooktop Col B demand Check Box for Gas Rarx)e Cooktop Col B demand Use this area for your own notes Oven(s) Col B demand Oven(s) Col B demand Number of appliances 0 Dem Factor 00/0 Cooktop & Oven Demand Load W Pool Panel Feeder Calculation (See Note) Continuous Motors 0 ...... Non -continuous 0 ...... Spa heater 11 kVA ...... Pool heater 3.5 ton Pool heater 5 ton Pool Light select • 0 Blower select • 0 240v other wad 0 240v other wad 00 M 3Min.Copper Pool Feeder AWG A B N 0 0 0 0 0 0 0 0 0 0 01 0 0 0 0 0 0 0 0 0 0 0 0 0 A A A Minimum Panel Rating- A Phase Amperes Naut. load Continuous Motors select G 240v select 240v select Y 240v select 6& 240v select 24N Non -continuous Motors select • 240v select Y 240v select " 240v select 6wj 240v select • 240v 0.0 Motor Neutral Load Max.Unbalanced Neutral Load A 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR I I I r l ;_ I I Is 01, A VI elk 4 TAYLOR MORRISON THORNBROOKE 1-7 S.F. HOUSE TYPE: EDEN III I : OPTIONAL LAUNDRY TUB illI LOT 87 FIRST FLOOR Fr LI IT 42 V a 0 0 * r I L 1 T I I_ I i 1 1 I ` ram! .. I I I LL 60IV&# TAYLOR MORRISON 7-T.- THORNBROOKE S.F. HOUSE TYPE: EDEN III OPTIONAL LAUNDRY TUB t=,-+-, L LOT 87 N^A L-L 2ND FLOOR 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR rr LA 7 -7- T-7F_ 1-17 1 r r I 6EARW6 HEIGHT 56HEPULE m m m m u S 69-0-0 10-0-0 50-0-0 9-0-0 FTIA u u n 11•E I le l® I IRI Rt1" Min i 1 I 1I -_I1 I 1III11 IN TWIN mill I I 1 _ 3-8-0 rll 37-0-0 15-1-8 0-10183-4-0 1 9-0-0 1 V-4" O O Hanger List H1 HTU26 H2 HGUS26-2 H3 THA422 NOTES: L) REFER TO He 91(REGOIR. WATION5 FOR HANOLWG WSTALLA710N AND TEMPORARY DRACWG ) REFER t0 ENWNEEREO ORAWW65 FOR PERMANENT DRACING REAAREO. 2) ALL TR1155E5 (WCLUOIN6 iRU55E5 INDER VALLEY FRAMWG MUST DE COMPLETELY DECLEO OR REFE TO DETAIL v105 FOR ALTERNATE DMIN6 REOIRREMENT5. 5) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DNLDER 4.) ALL TRUSSES ARE OE516NED FOR 7 • c MAXIMUM 12PACIN6. UNLESS OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6. LKE55 OTHERWI5E NOTED 6) 5Y.1 iR1155E5 MUST DE W5TALLEO WITH THE TOP DEIN6 UP. 7.) ALL ROOF TRU% HANGERS TO DE SIMP50N HfU26LNLE%OTHERWI5EN0TE0. ALL FLOOR TRU55 HAN6ER5 TO DE SUwfSON TM422 UNLESS OTHERWISE NOTED. 6.) DEAMINEADERA.U+TEL (HDR) TO DE FURr65HED DY DULLDER. SHOP DRAWING APPROVAL THIS LAYOUT 15 Of SME WUME FOR FADRR.ATICN OF TRIftS AND VOIDS ALL PREVIOTFi ARORFECTURAL OR OHRR TOM LAYOUTS REVIEW AND AFMAL OF TNSLAYOUT W5F DE RECEIVED OEFORE ANY (BUSSES WLL DE DOLT. VEaFY ALL C0IDNION5 TO WARE AGAW5T OM S THAT WRL RE511f W EXTRA CHM6E5 TO Y0U iganaj ki al Wu W. or Nar 611BuildersFirstSource Orlando FHONE: 407.851.2100 FAX 407.651.7111 Plant Glty FHONE: 615-754-5951 FAX: 615452.1552 Taylor Morrison Homes H. Eden Ill A ALUNIOs. Hnea: TB Lot 87 L TAW 0T: 10NI. 9-23-16 1 Rick 6EARW6 HEIGHT 56HEDULE m m m RECORD COPY 69-0-0 3-8-0 1-4 5-0-0 7-0-0 16-8-0 7-0-0 14-4-0 5-0-0 9-0-0 u U 11 11 11 111 II 11 11 1 H 11 11 11 111 II 11 11 11 11 11 1111 II 11 111 11 11 171 CJ I CJ IEEc51n j-1U m m CDm mCD CD CDr9 Im CD— I— I— ru CJ3 I i 1 h CA m CJST245 M1 IIII I cu II II i cp II iEJ7 I 1 11 H IV fL fL 1 ~ I I m IF V03 Cj Iccu1— II T25IHIT26 I I I I I I II I I III I I i I m m m I rzac ZAU U cJl m I c ue3l 127 ImI I cnc2A C' U. uIcJ m m EJ5 ti5e I II m cu m C. CJ M1Ulmm cv 1m cv m u u( _= CJ I G' 141 11 11 II U 11 11 111 II p I II11 I II II III II I 11 Z' U 3-6-0 14- 12-0-0 16-8-0 1 7-0-0 7-0-0 7-4-0 5-0-0 9-0-0 69-0-0 Hanger List H1 HTU26 NOTE5: L) REFER 10 HID 91(RECOLNEFDATIONS FOR HANDLING INSTALLATION AND TEMPORARY DRACM ) REFER TO EN61KEREP ORAWXN65 FOR PERMANENT DRACM REaARED 2.) ALL TW%E5 (IQLIDIN6 TRUSSES %DER VALLEY FRAMPI6) MUST DE (OLfLETELY OECXEO OR REFER TO DETAIL vD5 FOR ALTERNATE DRACDN6 REQUIREMENTS. 3) ALL VALLEYS ARE 10 DE CONVENTIONALLY FRAMED OY DUILDER 4.) ALL TW%E5 ARE OE516NEO FOR 7 oc MAXIMUM 12PAAN6. IDLE% OTHERWISE NOTED 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO OE LOAD DEARIN6. LKESS OTHERWISE NOTED, 6) 5Y42 TRUSSES MUST DE INSTALLED 0 WITH 1'HE TOP DEIN6 UP. 6 7.) ALL ROOF 1455 HANGERS TO DE SIMPSON HTU26 UN E% OTHERWI5E NOTED ALL FLOOR TOM HANSE95 TO DE SIMPSON THA422 UN.E% OTHERWISE NOTED 6) DEAMMEADERA.INTEL (HDR) TO DE FURr6511E0 DY DUR.DEIR2, ING SHOP DRAWING APPROVAL THh LAYOUT 15 TIE SOLE SOIIDGE FOR FAMCATION OF TAWS W REWNVAR MIA SPti`4C0I5LAYOUTSREVIEWOFLAYOUTVDE RECEIVED PEFORE ANY WhES ILL DE Wt. VERIFY ALL EPA¢ d1 PA15 TO VFM A6ANST UUV4ES THAT WILL RESLLr IN EXTRA WAE5 TO YOU 1ya.w fta1 Ocu A"a / 1 V.m Builders FlrstSource Orlando PHONE: 407- 051-2100 FAX: 407-851-7111 Plant City PH0NE-813. 759.5951 FAX 813-752-V332 Taylor Morrison Homes t: Eden III A IL 091155. 11115NV. TB Lot 87 1Aa r N17 11-2- 16 Rick Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0087 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0087 Model: Eden III Tampa, FL 33610 4115 Lot/Block: 87 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: FBC2014frP12007 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 98 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that 1 am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date No. Seal# I Truss Name Date 1 T10467915 I C1A 2/20/17 18 T104679321 F62 2120/17 12 I T104679161 C1 B 1 2/20/17 119 I T104679331 FG3 1 2/20/17 I 13 1 T10467917 1 C2A 1 2/20/17 120 I T104679341 FG4 1 2/20/17 I 4 1 T10467918 1 C3A 2/20/17 21 IT10467935 FG5 2/20/17 15 1 T10467919 1 C3B 1 2/20/17 122 I T104679361 FT1 12/20/17 1 6 T10467920 1 C5A 2/20/17 23 T10467937 FT2 2/20/17 17 T10467921 C5B 2/ 20/17 24 IT10467938 FT3 2/20/17 18 1 T104679221 CJ1 1 2/20/17 125 1 T104679391 FT4 1 2/20/17 19 1 T104679231 CJ2 1 2/20/17 126 1 T104679401 FT5 2/20/17 10 T10467924 CJ3 2/ 20/17 127 IT10467941 FT6 2/20/17 11 IT10467925 CJ4 2/ 20/17 128 JT10467942 FT7 2/20/17 1 12 IT10467926 CJ5 2/ 20/17 129 IT10467943 FT8 2/20/17 13 1 T10467927 E7A 2/20/17 130 1 T10467944 1 FT9 2/20/17 114 1 T104679281 EJ1 2/20/17 131 IT10467945IFT10 2/20/17 15 IT10467929JEJ5 2/20/ 17 132 1 T1 04679461 FT11 2/20/17 16 IT10467930JEJ7 2/20/ 17 133 1 T1 04679471 FT12 2/20/17 117 1 T10467931 1 FG1 1 2/20/17 134 1 T104679481 FT13 1 2/20/17 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, 2017 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/ TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/rPI 1, Chapter 2. a 1.7-18. 60 00J ER'P, F' it Nob 9 ' STATE OF 0. i F its E• Wafter P. Rim PE No.22839 Mriek USA, Inc. R Cert 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: February 20,2017 Finn, Walter 1 of 2 RE: TB0087 - Site Information: Customer Info: Taylor Morrison Project Name: TB0087 Model: Eden III Lot/Block: 87 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# Truss Name Date No. Seal# Truss Name Date 35 T10467949 FT14 2/20/17 178 IT10467992 T24 2/20/17 36 T10467950 FT15 2/20/17 179 IT10467993 T25 2/20/17 137 1 T10467951 1 FT16 12/20/17' 180 I T10467994 I T26 12/20/17 1 38 IT10467952IFT17 2/20/17 181 IT10467995IT27 I 2/20/17 39 1 T10467953 1 FT18 2/20/1 182 IT10467996IT28 2/20/17 40 1 T10467954 1 FT19 2/20/17 183 IT10467997IT29 I 2/20117 141 I T10467955 I FT20 12/20/17 184 I T10467998 I T30 12/20/17 I 142 I T10467956 I FT21 12/20/17 185 I T10467999 I T31 12/20/17 143 I T10467957 I FT22 12/20/17 186 I T10468000 I T32 12/20/17 1 44 1 T10467958 1 FT23 2/20/17 187 IT10468001IT33 2/20/17 45 I T10467959 I FT24 12/20/17 188 I T10468002 I T34 12/20/17 1 146 I T10467960 I FT25 12/20/17 189 I T10468003 I T35 12/20/17 1 47 IT10467961IFT26 2120/17 190 IT10468004IT36 2/20/17 148 1 T104679621 H5A 12/20/17 191 I T10468005 I T37 12/20/17 1 149 1 T1 0467963 1 H5B 12/20/17 192 I T10468006 I T38 12/20/17 1 150 1 T1 0467964 1 H7A 1 2/20/17 193 I T10468007 I T39 12/20/17 I 151 1 T1 0467965 1 HJ1 12/20/17 194 I T10468008 I T40 12/20/17 1 152 1 T1 0467966 1 HJ3 12/20/17 195 I T104680091 V01 12/20/17 I 153 1 T1 0467967 1 HJ5 12/20/17 196 I T104680101 V02 12/20/1LLJ 154 1 T10467968 I HJ7 12/20/17 197 I T10468011 1 V03 12/20/17 1 55 IT10467969IT01 2/20/1 198 1 T10468012 1 VO4 2/20/17 56 IT10467970IT02 2/20/17 1 1 1 1 1 1 1 1 I 1 1 157 I T10467971 I T03 1 2/20/17 158 I T10467972 I T04 12/20/17 59 IT10467973IT05 2/20/17 60 I T10467974 I T06 12/20/17 161 I T10467975 I T07 12/20/17 162 I T10467976 I T08 12/20/17 163 I T10467977 I T09 12/20/17 164 I T10467978 I T10 1 2/20/17 165 IT10467979IT11 2/20/17 166 I T10467980 I T12 1 2/20/17 167 I T10467981 I T13 12/20/17 168 I T10467982 I T14 12/20/17 169 I T10467983 I T15 1 2120117 170 I T10467984 I T16 1 2/20/17 171 I T10467985 I T17 12/20/17 172 I T10467986 I T18 12/20/17 73 T10467987 T19 2/20/17 74 IT10467988IT20 2/20/17 75 IT10467989IT21 2/20/17 176 I T10467990 I T22 12/20/17 177 1 T10467991 1 T23 12/20/17 2of2 Job I ruse Truss Type ty N 710467915 T80087 CIA Comer Jack 1 1 Job Reference(optional) sunders rrrctsoures. rampo. wren t ny, rarrdo ssaoo ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-LeAMSZWOhplHL_PNxJRoP?xXNEpvr3ewmnSvOzkDJg 1.0.0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in Ioc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0,04 Verl(TL) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n1a We BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb(size) 3=3/Machanlcal, 2=135/0-5.10 Max Harz 2=41(LC 12) Max Uplilt2=-57(LC 12) Max Grav3=17(LC 3), 2=135(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale . 1:7 1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc 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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;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 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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.' 0 WARNING - Vsrlly de0pn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rev. IdWR01S BEFORE USE Design vdkd for use only with Mllek® connectors. 1Ns design Is based only upon Iwrameters shown. and Is for an Indlvkkwl buldlrtg commponenl, not a huss systom. Before use, the brllc*V designer must verily the uIXAlcobllry, of design txxamelers and properly Incotmole this duslgn Into the overall brldtng design. ®ackV Indicated Is to prevent buckling of IrwdWud truss web and/o chord members only. Additional temporary and permatonl baling WOW It always recpLed la slMlIlty, and to prevent coltgxo with possible personal I itry and property damage. For general QuIck e, regadng One fabric( lion. storage. delivery. erection aridbasing of trusses and miss systems. seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd safely Infamallon ovaltahe Ion puss Plate Institute. 218 N too Sheet. Sulte 312. Aloxondrlo, VA 22314. Tompa. FL 33610 Job SS Truss Type y T10467916 TB0087 Ct8 Comm Jock 2 1 Job Reference o tional alders FkdSouRe, Tampa. vlam Gary. FIM100 335" o .w.... .... . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-pgGTaoaSB?xevVYcwlggKdY6TmaUekjBOXORgzkDJ1 1-0.0 i 1.0.0 1.0-0 1.0.0 Scale. 1:6.6 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,01 Vart(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=-9/Mechanical, 2=138/0.8.0, 4=9/Mechanical Max Horz 2=23(LC 8) Max Uplilt3=-9(LC 1), 2— 91(LC 8) Max Grav3=10(LC 8), 2=138(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi 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 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 buss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNpyG - Vadl y dedgn paramotere and READ NOTES ON THIS AND INCLUDED UREK REFERANCE PAGE N67473 rov. 10921015 BEFORE USE. Design valld lot use only with W lekO connectors. RJs design is based only Upon lxsanefers shown. and B tot an Individual building component. not a mass system. Before trso. the IxildI ng deslgrnet must veAty the applicability of design txhannefets and properly Incotirralo this design Into rho overall building design. Bating Indicated Is to prevent buckling of IrndWtKA tuns web and/a chord mernbeis only. Additional lempaary and permanent btaGng WOW Is always required for stability and to prevent coltarAe with I>ndUe personal Ivry and Iromrly damage For general gJdanco rogarc" the Ialrlcallon, storage. delivery. eroclkrn and bFoclrng of Irtassos and Inns systems, seeANSI/IRI Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovalloble horn truss Rate institute. 218 N. tee Street. Sulte 312, Alexandria. VA 22314. Tampa. FL 33610 Job I Fuss Truss Type 0 ty 710467917 TB0087 C2A Comer Jock 2 1 Job Reference o tional Builders FirsiSOulCe. 7alrpe. PMrd Goy. FM1100 33560 . vv a Ap. ,. ev.v .o..+.v .4 "..,,... .... o., .. ...vo . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-pcIGTaoa8B7xgvVYcwlggKdY60ma0ell)SOXORgzkOJf 1-0.0 2.2-10 r 1-0-0 2-2.10 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (Ib/slze) 3=33/Mechanical, 2=176/0-6-0, 4=19/Mechanical Max Horz2=67(LC 12) Max Upl1113=-34(LC 12), 2=-59(LC 12) Max Grav3=33(LC 1), 2=176(LC 1), 4=38(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Spate. 1 10.3 DEFL. In loc) I/dell Ud PLATES GRIP Vert(LL) 0.00 2 999 240 MT20 244/190 Veri(I-) 0.00 2.4 999 180 HOfz(TL) 0.00 3 n/a n1a Weight: 9 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc puffins. BOT CHORD Rigid telling 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. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed lot 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 100lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Va" doOtrn parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE NO.7473 rov. IORT/ IS BEFORE USE DeslW valid for use only with MtlekO conrrectols. Ilk design is hosed orgy upon prdrrrolers shovm- and Is for an Individual building component. not a buss system. Before ino, the txldesigns must designmustverifyIlia ar:4)ftatAlty of -design Ixxamelers rn1d lxopedy Ir corporate it* design Into Iho ovoralt IxOd ing design. Bracing Indicated Is to povent lxrckling of Individual truss web aril/or chord membeit only. Additional temporary, and permanent txocing WOW k always lequlred to sloblilly and to Ixevent collapse wllh posAAo personal bdrey and prop edy damage For general guidance regarding the storage, ddollvery, erecllon aryl txoctng of trusses and IFUM systems seeANSI/TPI I Quality criteria, DSS-89 and SCSI 6uti ling Component 6904 Parke East Blvd Safety Information ovaltabte from buss Rate Institute, 218 N. Lee Street, Srlle 312. Alex-rxJno. VA 22314. Tompo. FL 33610 Job T ruse TrUSS Type tyPly T1o467ete T80087 C3A Corner Jock f t Job Reference(optional) ourraare rnsrbource, rerrpa, rwnr t,wy, mwa ja oo ,.vw w, , , ^^•o^ ••••,•`• •••- • •• • " • • •-."•.-• • -,_ . I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-H 1 grn8bny130W 170UMLvtg4HCAwiNt444GZ_GzkDJe 1-0-0 I 3-" 1.0.0 3-" 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grlp DOL 1.25 TC 0.07 Vert(LL) 0.00 9 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 4-9 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEDGE Left: 20 SP N0.3 REACTIONS. (lb/size) 3=51/Mechanical, 2=221/0.6-0, 4=23/Mechanical Max Horz2=84(LC 12) Max Upllit3=-39(LC 12), 2=-62(LC 12) Max Grav3=51(LC 1), 2=221(LC 1), 4=39(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12 3 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purtins. 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=6.0psl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- VW11y dodyn pwwnW v and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MI67473 rev. 1411011MIS BEFORE USE Deslgn vdki let use only vAth Mllek0 connectors. this design Is based only upon parameters shown. and blot an IndlNdud building component, not a 9tm system. Before trse. the building designer mull verity the opp lculAlry of design parameters trld properly Incorporate tft design Into the ovezdl bxOd ing design. Bracing Indicated Is to ptevenl bucidi lg of tndlvkntd Iruss web and/of chord members only. Add illorlol temporary and permanent Nocing MiTek' Is always regtlrod for slab911y and to prevenl collapse vAth possible personal hW and properly danage. For general gtAdalce regarding the fabilcc lion. storage, delivery, erecllon aril bracing of muses and Inns syslcrns, seeANSI/TPI I Quality Cdlerb, DS8-a9 and SCSI Wilding Component 6904 Porke East Blvd. Safely IMo .lion avallable Oom Russ Plate Institute, 218 N. Lee Street, Stdle 312. AlexandAo, VA 22314. Tempe. FL 33610 Job Truss Truss Type tY T104679/9 TS0007 C38 Corner Jock 2 1 Job Reference(optional) niters Fknsource. 7ampo, vram City. Frorroa JUs66 ID:YPdNv2JXSeH2BWkHvoslYgz4Gmx•Hlgrnebnyl3OWt7oUMLvtg4HeAvgNlxtN4GZ GZkDJe 1-0-0 3-" 1.0.0 3-" Scale = 1:9.1 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Verl(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Verl(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=58/Mechanical, 2=205/0.8.0, 4=26/Mechanical Max Horz2=44(LC 8) Max Uplift3=-44(LC 12), 2=-108(LC 8) Max Grav3=58(LC 1), 2=205(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This miss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except 01=1b) 2=108. 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 • Verify dadyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE My7473 rev. raWW I S BEFORE USE Design valkl la use only vnth MBek® connectors. this design Is based only upon paamelers shown, and Is for on Individual bidding component. nor a Ines syslem. Before use. the Wilding designor mist verity the apPllcabllty, of design pmanelors and properly Incorporato Mb design Into the overall lxadktg doslgn. Bracing Indicated Is to gevenl buckling of Individual lnra web and/or chord members only. Additional lemroray and permanent tracing WOW Is always negW ed for stability and to rAevenl coltorAe with poss"o personal k*jry and rxoperly damage For general guidance regaralng the fabrk:atlon, storage, dellvery, erection and bracing of lorses and puss systems, seeANSI/TPI I Qualify Criteria, DSB-89 and BCSI Building Component 6004 Parke Eno Blvd Safety Information avallable from truss Plate Institute. 218 N. Lee Sheol, Suite 312. Alexandriaa, VA 22314. Torrpa, FL 33610 Job fuss Truss Type Orgy Ply T10467920 TBo087 CSA Jack -Open 1 1 I Job Reference(optional) Builders Fasibource. langa. vtam '.;My. Ftofldd 3;naee ..v+vany, m,.—,,,w;rmo..0 u, ... .... .. ..,.. .... ...... ...vo. ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-IDOD?UbPieSt8oi24I802dONaCs6CBOckO7WizkDJd 1-0-0 5.0-0 100 5-0-0 20 = 3x6 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Verl(LL) 0.03 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Verl(TL) 0.07 2-4 777 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We Na BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEDGE Left: 20 SP N0.3 REACTIONS. (lb/size) 3=131/Mechanical, 2=273/0.6-0, 4=47/Mechanical Max Horz 2=128(LC 12) Max Uplifl3— 108(LC 12), 2— 69(LC 12) Max Grav3=131(LC 1), 2=273(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc 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=4.2pst; BCDL=6.Opsf,, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 100 lb uplift at joint(s) 2 except (jt=lb) 3=108. 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. Vadly doslpn parantetore and READ NOTES ON TH S AND INCLUDED 07EK REFERANCE PAGE MO.7473 rev. INO W IS BEFORE USE. Deslpn valkl lot use only with Mllek®conneclors. this deslM is basod only upon parantoters shown. aril Is lot an indlvkklal Ix4iahly component. not wtonunssyskbmllefoouse. the builalng deslUmn must verify the cObplk:obilty of design ixaameters and Ixopetly Incotpotale this ctoslgn Into the overall bt6ding doslgn. Ilraclng Irldicoted Is to prevent txtckttng of lndlvkrual Insss web and/or chord members orgy. Adclillonal temporary and pennanonl blocing MiTek' Is always rectudred for stability and to prevent collapse with possible personal ItWay and property damage. For general guidance regarding the iclbrkballon. storage, delivery, orecllon and b rochlg of trusses and truce systems seeANSVrP1I Quality Criteria. DSB-89 and SCSI Bulidtng Component 6004 Parke East Blvd Safety Information avc0able from Truss Plate institute. 218 N. Lee Sheet. Sulte 312. Alexandria. VA 22314. Tompa. FL 33610 Job T rusb TFUSS Type ty T10467921 T80097 C58 Coiner Jack 2 1 Job Reference bona aBaadere Frre1bOVICe. aarrga. riani My. frwoua J.tJoo ...,+...,.r •..••••••-^•••---•••__. ..._ .... __.. .. -. ----.. __. ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-IDOD7UbPicBt8oi 2418O2dP28CD6CBOckO-WizkDJd 1.0 0 5-0_0 1-0-0 I 540 Scale: V=V 30 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Veri(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Veri( L) 0.07 2.4 820 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Hors( L) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=127/Mechanical, 2=276/0.8-0, 4=46/MeChanical Max Horz 2=66(LC 8) Max Uplift3=-86(LC 12), 2=-122(LC 8) 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc purlins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0psf; h=251h Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3 except Qt=lb) 2=122. 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.' tD WARNING. Vorlry dedpn parenWan; and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE W7473 rev. 1693W I S BEFORE USE. Design valid for use only wtlh MI iek® connectors. Ihls design k based only upon IxAamolois "wn, and Is for an i dflvklual banding component. not a Mass system. Before use, IMF bt8dina designer intlsl verify the app0cabllly of design paranetoas and property Incapoaate this dosign Into the oveaoil btOding design. Bracing Indicated Is to prevent buckling of Individual In=web and/or chord members only. Additional lemporary and permananI brcx:ing WOW Is always ieWied for stability and to prevent collarne wllh possible personal Inlay and property damage. For general g4dahce regarding tho lalrleatlon. storage, delivery. erection csdl bracing of busses and inns Mlems. seeANSI/IPI I Quality Criteria. DSB-89 and SCSI Butding Component 6904 Parke East Blvd. Safety Information available horn truss Wale InstlMe. 218 N lee Steel. Sulle 312. Aleataridda. VA 22314. Terrye. FL 33610 Truss Truss lype ty 710467022ljob780087CJ1CornerJock91 Job Reference o bona o.. nuxaais ruslwource. iornpa, r Ivru My. rO w 0d 00 ...__-...-_...._. - 2 __ ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•IDOD?UbPrcBt8oi 4t802dStaGy6CBr7ck07WrzkDJd 1.0.0 1-" 1-0-0 1-0-0 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Verl(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n1a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 9/Mechanical, 2=138/0-8-0, 4=9/Mechanical Max Horz2=41(LC 12) Max Uplilt3=-9(LC 1), 2=-58(LC 12) Max Grav3=11(LC 8), 2=138(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 buss connections. 5) Provide mechanical connection (by others) of Iniss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Va" design peramofors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ND7477 rev. 1893"IS BEFORE USE Dwkpl valid for use only with Mlletrb connector$. 1Ns design Is based oNY upon parameters shown. and is for an IndNkAxb bulkOng component. not o buss system. Before use. The IxAlding designer mini verity the c"Alcablity of design parameters and properly InlCorporale this design Into the overall building design. Bracing Indicalod Is to prevent Ixnckling of Irldlvidwil truss web aril/or chord mernlx.Hs only. Additional temporary and pennarlent Ixacing WOW B always recluked for slablllty and to prevent cdtgtse vAlh poss911e personal ahoy and rxoperly damage. For general guidance reWc0ng the falxlcatlon, storage, delivery, moclion and brocing of tnnsos and truss systems. seeANSI/iPil Quality Cdtado, DSB-89 and BCSI Wilding Component 6904 Parke East Blvd Safety Information ovallade from Luss Rate Ir-WItute. 218 N. lee Stleet. Sidle 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type 0 b T10467923 TB00e7 CJ2 Corns# Jack 4 1 Job Reference tional Berrdero Frr5150erae. range, Y#onr Gny. Florwa Ssmt, 1-.np...._ ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•EPybCpc1TwJkmyHBenONyFe,G_blr_Rko.li28zkDJc t-0. 0 2.8.14 1.0- 0 ~ 2.8.14 Scala = 1: 11 4 2x4 = 2. 8. 14 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.09 Veri(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.07 Veri(TL) -0.01 2.4 999 180 BCLL 0. 0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a We BCDL 10. 0 Code FSC2014ITP12007 Matrix) Weight: 10lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. (Ib size) 3=54/Mechaniral, 2=191/0.6.0, 4=24/Mechanical Max Horz 2=77(LC 12) Max Upllfl3=- 49(LC 12), 2=-60(LC 12) Max Grav3= 54(LC 1), 2=191(LC 1), 4=49(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2.8.14 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone and C-C Exterior(2) zone;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 20.0psl 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 100 lb uplift at joint(s) 3, 2. 6) 'Semi - rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING • Vsrfly dsdpn peramsters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 1041113,201S BEFORE USE Design valid for use only vAm Wiek9Bonn ectons. INs design Is based only upon "onnelers stavrn. and is la an i dlk4dAual bddfrlg component. not a frt#it syslern. Before use. the Wilding designer must verify the apltllcatAlly of design ixuarneters and properly Inconporale this design Into the overall blA ding design. 11,aci g Indlcated Is to prevent Ixrckling of IrddNkkKil Inns web and/or chord mernbors orgy. Additional ternpaary and poinnaneni tracing MiTek' Is always recluked for stablilly and to prevent collapse wllh possible personal k*wy and property damage. for genoral guldaice regarding the fabrication, storage, delivery. erecllon and Iraclng of tnrsses and Iniss systanns, seeANSI/iPl l Quality Criteria, DS8-89 and SCSI building Component 6904 Parks East Blvd Safety Information ovalloble from buss Rote Institute, 218 N. lee Shoot, Sulle 312. Alexandria VA 22314. Tompa, FL 33610 Job T rush Truss Type b 710467924 T80087 CJ3 Corner Jack 9 1 Job Reference (optional) Bvtrdera FoslSource. rortpa, rranr wy. t,r0noo'swot, P- v...v... .......,...................... ......, ..._.,,. ,,. __.. . __ . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-EPybCpc1TwJkmyH6cnONyF9d2_t F1ArOIg29zkDJc 1-0 0 3-" r I0-0 I 3-0-0 Scale. 1.12.3 20 = 3-" LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 2-4 999 240 MT2O 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) 0.00 3 n/a rVa BCDL 10.0 Code FBC2O14lrP12O07 Matrix) Weight. 11 lb FT = 2O%6 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=58/Mechanical, 2=205/0-8-0, 4=26/Mechanical Max Horz2=84(LC 12) Max Uplift3=-54(LC 12), 2=-63(LC 12) Max Grav3=58(LC 1), 2=2O5(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc 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=1O8mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-" 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 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verily dedgn parameters and READ NOTES ON THIS AND INCLUDED MnTN REFERANCE PAGE MO.7473 rev. 109302015 BEFORE USE. Design valid lot use only VAth MllekS connectors. link design It based only upon pwameters shown. and Is lot an b dk4cl al bolding cornponent, not a Inns syslern. Before use, the Wilding designor must verily the applicability of design paameters and property k coq)orale Ifs design Into the overall building design. Bracing indicated Is to prevent budding of Individual Inns web and/or chord rnernbers only. Additional lemiwrary and petmanertt bstaCing MiTek' is dwOys reciuked lot stability and to prevent collapse wllh possible personal injury and property damage. For general gtddo nce regarding the fabrication, stordgo, dollvery, erectlon and bracing of trusses and Inns sysirnns seeANSI/TPi 1 Quality Cdtedo. DSB-89 and SCSI Building Component 6904 Porke East Blvd. Safety Information ovalloble Dom Dt>a Plato Institute. 218 N. lee Sheet. Stlte 312, Alexandria VA 22314. Tampa. FL 33610 Job russ Truss Type ty 710467925 T80087 CJ4 Jack -Open 2 1 IJbR.fr.nce optional) 9uilCere Fuslbourc&. lornpa. Ylate t:ey. tlorrae 34obb , vw • ^Y. "••mvl •••• • •• • " • • •_ •_. ID:YPdl4v2JXSeH2BW kHvoslYgz4GmX-1cW zP9dfEDRbN6sN9VvcVTilLOuGa5hJ32V DabzkDJb 1-0-0 4-5.12 1. o 4.5.12 Scale. 1:15.7 20 = 4-5.12 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(Q 0.05 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 3 n/a Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 16111 FT = 20%6 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/slze) 3=114/Mechanical, 2=253/0-6-0, 4=42/Mechanical Max Horz 2=1/4(LC 12) Max Uplfit3=-93(LC 12), 2=-67(LC 12) Max Grav3=114(LC 1), 2=253(LC 1), 4=83(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 4-5-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;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 20.0psf 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 miss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- VorW doUyn pan mofaa and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE MII.7473 rev. 1WO30201S BEFORE USE Design valid la use only with Mllek®conneclors. M design is based only upon parametersstawn, andIs for an Indlvltlttal tAWIng component. not a truss system. Before ttse, the IrBdng designer must verify the applicabllry of design paramefen and properly Incorporate 91k design Into the over,,, bu9alrlg design. Bracing Indicated Is to prevent bucklIrV of Individual Mm web aril/a chord members only. Adclillonal temporary and Mmonent bracing MOW Is always recluuked got slablllly and to prevent collapse with poss"o personal k*uy and property damage. For general gtddonce regarding the fatxIcallon, storage. delivery. orectIon and Ixachrg of tnmes arvJ inns systems. seeANSI/IPI I Dually Criteria. OSB-09 and SCSI Building Component 6904 Parke East Blvd. Safety Information av,,l,,ple from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandrkx VA 22314. Tempe. FL 33610 Job cuss Truss TYPO 0 y T1as7e2s T80097 cis Comer Jock 1 4 1 Job Reference (optional) rwpraere FnelJource. pampa. nam spry. nonce a,taoo ....-... o..r.. .... .. ... .. __ . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-icWzP9dIEDRbN6sN9VvcVTrktOUa5hJ DabzkDJb 1-0-0 5.0-0 1-0 0 5-" Scale = 1.17.3 20 = LOADING (psq SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2-4 777 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(rL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 18lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3= 131 /Mechanical, 2=27310-6-0, 4=47/Mechanical Max Harz 2=128(LC 12) Max Uplift3=-108(LC 12), 2=-69(LC 12) Max Grav3=131(LC 1), 2=273(LC 1), 4=94(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=4.2pst; BCDL=6.Opsf; h=25i1; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 3=108. 6) 'Semi-ngid 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 - Verify dedpn parwrWars and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE N67473 rov. 1"3,2015 BEFORE USE Design valid for use orgy with Mllekb conneclors Ihls design Is based only upon mameters shown. and Is for an indlvkAal biding comporwnl, not a Im system. Before tree, the building designer rmrst verily the aplxlCablity of design parameters and properly Incotporalo Mis doslgn Into the overall btnUdng design ®aetrng Indicated Is to prevent buckling of Individual Buss web aril/or chord mernbtrs only. Additional temporary and pennanneni bracing Welk' Is always required lot stability and to prevent cdlgne w0h possible personal Inluay and Ixoperty damage. For general guickme regarding the d ballmstorage. delivery, erocllon anrocing of Inrsses and huss systems. seoANSI/IPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Park* East Blvd.tatxkSaloty Irdonvw0an avcdk*Ae from Jim Plate Institute. 218 N. Lee Sleet. Suite 312, Alexandria. VA 22314. Tornpo. FL 33610 Job Truss Truss Type T10467927 T80087 VA Jack -Open 2 t Job Reference (optional) Budders Fasisource. Tonga. Fiord uny, Frontta s;subb . o.,, o w, w^ T. v ...•..... -- .. . _,_ . I D:YPdNv2JXSeH2BW kHvoslYgz4GmX•IcW zP9d1EDRbN6sNgVVCVTilFOgga5hJ32V DabzkDJb 1 p 0 7-" 1-0-0 7-" Scale = 1:15.8 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.08 2-4 980 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Ven(TL) 0.25 2.4 323 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=177/Mechanical, 2=352/0.8-0, 4=79/Mechanical Max Horz2=89(LC 8) Max Uplift3=-107(LC 12), 2— 140(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord five 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 100 lb uplift at joint(s) except Qt=lb) 3=107, 2=140. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vortly dodpn Parameters and READ NOTES ON THIS AND INCLUDED ART EK REFERANCE PAGE W7473 rev. 109302015 BEFORE USE. Design valkl lot use only with Klek®conneClom. Ills cleslgn Is Iced only uFY.xr parameters sMwn. and is for an Indlvkhxr building component. not a buss system. Below toe, the txrllding designer mint verily the apllfieab0ly of design paameters crud propoily Incorporate 8ih design Into the overall btdc8ng design. Boeing Indicated Is to proven) buckling of Individual Item web and/or chord members orgy. Additional temporary and pennanenl bracing M iTek' Is atwoys recluked for stab011y and to prevent collapse with poss"o personal Injury and property dcrnoge. Fcx general gtddance regarding bno fabrksallon, storage. delivery. erection and tracing of misses and Inns systems seeANSUTPl l Quality Cdtefb, 035-89 and BCSI building component 6904 Parke East Blvd. Saley, Information ovalblNe Irom bias Plate Institute, 218 N. Lee Sheet. Sulle 312, Alexandrkx VA 22314. Tempe. FL 33610 Job Truss Truss Type ty T10467e2e 780067 EJt Jock -Open 7 1p 1 Job Reference(optional) Budders FaelSornce. Tonga, morn Urry. 1-101100335eb 7.64v.^pJe cv.o m..rr, ...........r.o. „moo..,..- -.. .w. ID-YPdNv2JXSeH2BW kHvoslYgz4GmX.Ao4MdVeH?XZS?GRZICOr 1 gFz6nHgJYxTliEn71 zkDJa r .1.0.0 I 0.10.E Sole = 1.6.8 2x4 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 VBri(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0,00 2 999 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5lb FT = 20"u LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-19/Mechanical, 2=139/0.8-0, 4=8/Mechanical Max Horz 2=38(LC 12) Max Uplift3=-19(LC 1), 2= 61(LC 12) Max Grav3=14(LC 8), 2=139(LC 1), 4=16(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10-8 oc pudins. SOT CHORD Rlgld 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=6.0psf; h=25f1; Cat. If,, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end lixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 wARNWG - Valry dedpn peremotero and READ MOM ON MIS AND INCLUDED WTVK REFERANCE PAGE A07473 rev. IQWQQIS BEFORE USE. Design valkd to use only with Mllekt9 conneclors. Only design Is based only upon pxaaneten stnoum, and Is for an Individual buldlnp component. not a puss system. Boloro rise. the IxAckV designer must verify the applicability of design Ixnameters and properly Incorporate Ihh dosign Into the overall building design. ®acing Indicated Is to prevent Ixickli ng of IndNkkxA Into web and/or chord members only. Addikxxx temporary and permanent tracing MITek* Is always reclulied for stability and to prevent collapse Win possible personal Inpey, and property damage. For goneral guidance regarding the xt, storage. delivery. erection grid bracing of trusses and Infss systems, seeANSVWl I Ouatily, Criteria, DSB-89 and SCSI Buliding Comporaenl 6B04 Pmks East Blvd.labolcoll Solely Information avallobe born bras Plate Institute, 218 N. Lee Street, Stile 312. Alexandria. VA 22314 Tempe. FL 33610 Job Truss Truss Type 0 ty T10467B2B TB0087 US Jack -Open 1 Job Reference Clonal Vullae18 F 1161boulce, I alipa. 'fell. tiny, rronao J,iJ00 .. vosl-gz4G _•_.._._.....___...__...._ ...._ ...__._ __. _ fizID:YPdNv2JXSeH2BW kHvoslYgz4GmX-Ao4MdVeH?XZS?GRZICOr 1gFvunDiJYxT IIEn71 zkDJa 1-0-0 5-0-0 r I.0.0 5.0.0 l Scale = 1:17 3 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ver1(LL) 0.03 21 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 18 lb FT = 20%. LUMBER- BRACING - TOP CHORD 20 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. (lb/size) 3=127/Mechanical, 2=276J0-8.0, 4=46/Mechanlcal Max Horz2=128(LC 12) Max Uplift3=-106(LC 12), 2=-70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. 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=4.2psi; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 2 except 01=1b) 3=106. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verify doslpn pwanWars and READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE MIh7473 rov. IMM15 BEFORE USE. Design valkl for use only with Mllek9conneelors. 1h15 design B based only upon polameters shown, and Is for an individual btdding component, not o hus system Before tw. the building ngdesigner must verify the appllcatAlly of cleslgn Ixxameters and property Incorporale this design Into the overall bWdhng design. Brachg Indicated Is to rxevenl buckling of individual truss web and/or chard members only. Addlllonal temporary and permanent bracing M!Te k' Is always required for stability and to prevent collolJ6e vAlh possible personal hnhay and properly damage. For general guidace regading the lablcallm storage. delivery. erection and bracing of hussos and Inns syslemL seeANSUTP1I Quality Crlterb, DSB-89 and SCSI Building Component 6904 Pork* East Blvd. Safely Information arvdlable horn truss Plate Instltule. 218 N. lee Street. Sidle 312, Alexandria. VA 22314. Torlpe. i. 33610 Job T ruse Truss Type Qty ply T10467830 7130087 EX Jack -Open 13 1 Job Reference (optional) Builders F1rsibouice, ranpa. Ylem key, FlaadB 33'00 i—v. a ^Y"v zvo ^•, • ^^ •••••• • •• • ^U" I D:YPdNv2JXSeH2BW kFlvoslYgz4GmX-e_dkgrtvmghldQOIHvx4auMNBVx27BeXM_KfUzkDJZ 1- 0-0 7-0-0 r 1-0-0 i 7.0.0 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 TCDL 10.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Maldx) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ( lb(size) 3=179/Mechanical, 2=350/0.6-0, 4=82/Mechanical Max Horz 2=172(LC 12) Max Uplift3=-132(LC 12), 2_ 80(LC 12) Max Grav3=179(LC 1), 2=350(LC 1), 4=126(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.22.2 DEFL. in (loc) Udell Ud PLATES GRIP Vert( LL) 0.10 2-4 >814 240 MT20 244/190 Vert( TL) -0.26 2.4 >303 ISO Horz( TL) -0.00 3 n/a rda Weight: 24 lb FT = 2090 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.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlenor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 1 OD lb uplift at joints) 2 except 01=1b) 3= 132. 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- Verify daslpn peremoters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MO.7473 rdv. laWM1b BEFORE USE Design vdkl for use only vAm Mllek® connectors. rhis design Is based only upxn paameters shown. and Is for an Individual bulding component not a frtis system. Before use. the b ulkIng designer mast verity the oWIcabllty, of design parameters and p ooperty Incorpoiato Ink design Into the overall building design. ®acing Indicated Is to prevent buckling of Individual truss web and/or chord me-mWs only. Additional temporary and permanent bracing MiTek' is always iegrfiod lot slatAlty and to prevent collgxse with possible personal Wuay and property damage. for general guidance regarding 8ne 6904 Parke East Blvd. fatbrtcallmstoiago. delivery. erection and txocing of Inrsses and truss syslerns. sac-ANSI/rPl I Quality Criteria. OS8.89 and SCSI Bullding Component Tampa. FL 33610 SafetyInformationavailablefrombussPlateInstitute. 218 N Lee Street. Sulto 312. Alexandria, VA 22314. Job T rusS fuss I ype ty ly T10467931 T80087 FG1 Flat Gxdet 1 3 Job Reference ironal Bulldars FaslSource, TORps. P10rd City. FI01100 33566 7.64P s Ap• • • c-n- ern n an - -vain v . • •C. • . e- •. .-.-o.,.- vo . I D:YPdNv2JXSeH2BW kHvoslYgz4GmX•6BB62BIXX8p9FabyrdSJ75K78brRnHsllojuBwzkDJY 308 S•11•13 11.8.10 14o7•$ 121.•1$ z10•2•10122.130$ 2o-2 o-2 z Scale = 1:35 7 Sxe = 2x4 II 5xe = 20 11 6x8 = 20 II 402 = 2x4 II 17 2 18 3 19 4 5 6 7 8 3x4 II Sx12 = 2x4 II exio = 2x4 II 4x12 = 2x4 II 4x6 = LOADING( psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.87 BC 0.56 W B 0.74 Matrix) DEFL. in (Ioc) Well Ud Verl( LL) -0.31 12-13 >784 240 Vert( TL) -0.57 12-13 >428 180 Horz( fL) 0.06 9 We n/a PLATES GRIP MT20 244/190 Weight: 354 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3.11-2 oc puffins, except 5- 8: 20 SP No.2 end verticals. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3'Except* 1- 15,3.15,3.13,5-13,5-11,7.11,7-9: 2x4 SP No.2 REACTIONS. ( Ib size) 16=281610-7.4, 9=1907/0-7-4 Max Up111116=-770(LC 4). 9=-431(LC 4) Max Grav 1 6= 3738(LC 2), 9=3831(LC 14) FORCES. (Ib) - Max. Comp./ Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16=- 3456l735, 1-17=-7481/1498, 2-17=-7481/1498, 2-18=-7481/1498, 3-18=-7481/1498, 3-19— 16209/2508, 4-19=-16209/2508, 4-5=-16238/2526, 5.6= 12615 1521, 6-7 12615/1521 BOT CHORD 15.16=- 64/282, 15.20=-2685/14487, 14-20=-2685/14487, 14-21= 2685/14487, 13-21=-2685/14487, 13-22=-2172/16088, 12-22=-2172/16088, 12-23=-2167/15962, 11-23— 2167/15962, 11.24— 883f7922, 10-24— 883l7922, 10-25=-883/7922, 9-25=-88W922 WEBS 1-15=-1570/ 7883,2-15=-313/160,3-15=-7673/1300,3-14=•125/1004,3- 13=-595 2755, 4.13=-461/197, 5-13— 546/1157, 5-12= 56/1613,5.11=-3970l712,7-11=-699/5162, 7-10= 0/1285,7-9=-8412/934 NOTES- (10) 1) 3-ply truss to be connected together with 1 Od ( 0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-7.0 oc. Bottom chords connected as lollows: 2x6 - 2 rows staggered at 0-8.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=151t; Cat. If; Exp B; Encl., GCpI=O 18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will 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 Ot=lb) 16=770, 9=431. 8) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on Dacie 2 0 IVARNWO - Verify dedpn pamniarom and READ N07Es ON rKIS AND WCLUDED a1REK REFERANCE PAGE A07473 rov. 1G034015 BEFORE USE Design valid la use only vAth Mllek® conneclors. this design It based orgy upon parameters shown. and Is far an Individual building component. not a buss system. Before use. the building designer must verify the aWICabllly of design paramelers and Property Incorpaole fink design Into the overall txdldt ng design. Bracing Indicated Is to prevent budding of IndlvkYud truss web and/or chord members orgy. Addlllonol temporary and permanent bracing WOW Is always tectuhed lot stability and to prevent collapse vAth possible personal I nitay and property damage. For genetal guidance regarding the fabrication. storage. delivery. erectlon anti txactng of trusses and inrst systems, sxeoANSt/IDI I Quality Criteria, DSB-89 and SCSI Bu9ding Component 6904 Parka East Blvd safety IMormallon ovallable from buss Plate Insillufe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tempe, FL 33610 Job Truss Truss Type ty Y T10467e31 T80067 FG1 Flat Golder 1 3 Job Reference (optional) Builders F1rsISOerCe. Tarrpa, Plant Gay, Florida 33555 r.wv a npr iv cvio wm ec mvusmsrr, me ,. y. c I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-6BB62BIXX8p9FabyrdSJ75K78brRnHsllotuBwzkDJY NOTES- (10) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 41 lb up at 1-0-0, 205 lb down and 61 lb up at 3.0-0, and 273lb down and 81 lb up at "-0, and 1250lb down and 372 lb up at 6.9.0 on top chord, and 458 lb down and 173 lb up at 5-0.0. 724 lb down at 7-1-1, 724 lb down at 8-5-9, 724 lb down at 10-5-9, 724 lb down at 12-5-9, 724 lb down at 14-5-9, and 724 lb down at 16-5-9, and 724 lb down at 18-5-9 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-8— 60, 9-16=-20 Concentrated Loads (lb) Vert:2=-205 13=-111(B)11=-111(8)17=-138 18=-273 19= 1250 20=-458(8)21_ 111(B)22=-11l(8)23=-111(B)24=-11l(B)25=-111(8) Q "RNWG - Vadl y design parameters end READ NOM ON MIS AND WCLUDEO AMEK REFERANCE PAGE 6t67473 rov. 1lY0. MI S BEFORE USE. Design valkl for use only vAm Mllek®conneclors. lhls design is based only upon paamefers shown. 0x1 is for an trxlNkArdf buldhg component, not a suss system. Below use. the IxAdhD desIgner mint verify the applIcabllly, of design paameters and roperty hcorporalo fhb design into the overall Blachg hdlcoted b to lxrckling Indlvkkxii buss web and/of chord members only. Addllonal ternporary and pennanenl bating MiTek' bx®dlnil design. revenl of is always legtAled lot stab011y and to prevent collapse vAlh possBNe personal hpay and property damage For general gedance regaalng the 6904 Parke East Blvd. falxlcatkrn, storago. dolivery. erection and brochp of trttsses aril film systems seeANSI/IPII Quality Cdleda, DSO-69 and SCSI building Component Tampa. FL 33610SafetyInformalonoval "e, from 11t= Plate trnstllute. 218 N. Lee Street. Stills 312, AlexandAo, VA 22314. Job I russ fuss ype ty IY T10467832 T80087 FG2 F41Guder t f2 Job Reference(optional) Burldere FrtetSource. Tampa. Ptard Goy. Florpda 33bbb o+v s AP, or, cvro W F.e mrruau ss. •• c r e • yo I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-6BB62BIXX8p9FabyrdSJ75KG7bwsnMH110)uBwzkDJY 3.10-0 7.8.0 3.10-0 3.10-0 Scale = 1:14 8 30 = 30 = 1 2x4 11 20 11 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.29 Ven(LL) 0.02 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(TL) 0.04 5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(fL) 0.00 4 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 88 lb FT = 2040 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=1131/0-8-0, 4=1131/0-8-0 Max Up11116=-299(LC 4), 4=-299(LC 4) Max Grav6=1149(LC 15), 4=1149(LC 15) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.6=-673(207, 1-2— 1740/450, 2.3=-1740/450, 3-4=-673/207 WEBS 1-5=-432/1693, 3-5=-432/1693 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- (9) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows, 2x6 - 2 rows staggered 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 (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=1511; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurreni 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 lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 6=299, 4=299. 8) 'Semi -rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Verl: 1.3= •60, 4-6=-247(F— 227) WARNWO . Verify dedgn parameton and READ NOTES ON TM AND WCLUOEO WTEK REFERANCE PAGE M&7473 rov. 1093QO16 BEFORE USE. Design vdkl to use orgy with W lek®conrlectors. 1Ns design S Ixwd orgy upDn ixxarneters shown, and Is for an hdh&Ard building component. not o buss system. 8eforo uso. the building designer mint verily the applkabllty, of design Ixxamolem and properly Incorporate this design Into the overall bulking design. Voting Indicated Is to buckling of IndlvlducL Infs web anclfor chard members only. Additional lemlxrary and permanent bracing WOWprevent is dwoys tecabod for stability and to prevent collapse with Possible personal Injury and Ixoperty damage. For general guldasce tegordtng the 69D4 Parke East Blvd. Idxicollon, slaogo, delivory, oteclkxs and bacing of trusses and Inns syslems, sfff:ANSI/1PI I Quality Cdlerlo. DSB-89 and SCSI Building Component Tompa. FL 33610SafetyInformationovdlablehorntrussRoleInstitule. 218 N. tee Street. Sidle 312. Alexondrlo. VA 22314. Job T russ TrUSS Type ty Ply T10467933 TB0087 FG3 FLAT GIRDER 1 e L Job Reference(optional) Buddelef FII6150urce. Tempe, Pranl vay, Flontd& 33555 r ow a Ape w cwo meek muuwnee, mc, rn rsu „ v„ ve , ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-aNIUFXgAISxOsjA80K YtJtSa?7dWkEv_gTRkMzkDJX 2.7-13 5.1.14 7.7.14 10.1.15 ( 12.9.12 r 2.7.13 2-6.1 1 2 6 1 2.6.1 2.7-13 20 11 1 3x8 = 3x8 = 20 11 3xB = Scale = 1.22.1 20 11 17 axa - Ol II Jno u+ 11 7 2x4 11 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) 0.05 9-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.16 9-10 925 180 BCLL 0.0 Rep Stresslncr NO WB 0.73 Horz(TL) 0.04 7 rda nta BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 132 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 12=1822/0-7-4, 7=3572/0-2.8 Max Uplift7=-331(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5.8-9 oc purlins, except end verticals. 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 1-12-1692/0, 1-2=-2810/0, 2.3= 2810/0, 3-4=-4530/36, 4-5=-4530/36 BOT CHORD 11-14=0/4383, 10-14=0/4383, 10-15=0/4383, 9-15=0/4383, 9.16=-37/3091, 8-16=-37/3091, 8-17=-37/3091, 7-17=-37/3091 WEBS 1-11=0/3098, 2.11=-371/0, 3-11— 1795/50, 3.10-108/408, 4.9=-366/0, 5-9=0/1642, 5.8=-150/480, 5-7— 3408/42 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 OC. Bottom chords connected as follows: 20 - 1 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 11 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=15ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponddng. 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 at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable o1 Withstanding 100 lb uplift at joint(s) except 01=lb) 7=331. 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) 139 Ib down and 54 lb up at 1-0.0, 207 Ib down and 80 Ib up at 3-0-0, 2761b down and 107 Ib up at 5-0-0, 353 Ib down and 137 Ib up at 7-0-0, 353 Ib down and 1371b up at 9-0-0, and 353 Ib down and 137 Ib up at 11-0-0, and 16151b down and 626 Ib up at 12-8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Continued on Daae 2 Q WARNING • Verify doWgn perametae end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M9.7473 rev. 14032016 BEFORE USE. Design valid for use only vAlh Mllek® connectors. this design Is based only ur»n paranaters shown, and Is for an Individual "ding component, not a truss system. Before use, the btdlcing designer must verity the aIXAlcabllty of design paratnelers and propedy Incorporate this design Into the overall IxNding design. ®acing Indicated is to prevent buckling of Individual IRts web and/or chord members only. Additional temporary and permanent bracing Welk' Is always rectuded toe staMllly and to prevent collapse wllh poss"a personal Mtey and Ixopedy danage. For general guidance regarding the falxk:atkxn. storage, delivery. erection and bracing of inrses and tnts systems. seeANSI/tPI I Quality, Critodo, DSB-89 and SCSI Building Component 6904 Perk& East Blvd Safety Information ovallable from bt ss Rate Institute, 218 N Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type ty y T10467933ljob780087FG3FLATGIRDER1A2JobReference (optional) uu40e15 rimbot tee, rampo. pram %,ay. promo 4 90 _ _ _ ...___...__. ..._ _- - -- - ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-aNIUFXgAISx061A80K YIJtSa?7dWkEv_gTRkMzkDJX LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-6_ 150, 7-12=-20 Concentrated Loads (Ib) Vert. 7=-1600 10=-273 13=-138 14_ 205 15=-350 16=-350 17— 350 0 WARNWG - Verity dodgn pammoton end READ NOTES ON THIS AND INCLUDED MtTEK REFERANCE PAGE A07473 rvv. 140MIS BEFORE USE. Design valid for use only with Wlek0 connectors. Iris deslgn is Ixlsed only upon 1miometers shown. and Is for an k- divkkral budding component, not a Inns system. Before %no. Iho bxdlding designer must verify the olAlllcabDlly of design txaamelors and properly incorporate this doslgn Into the overall building design. ®acing Ir Olcaled Is to pxevent budding of InclWodi Inrss web on l/or chord members only. Additional lemMory and pemanenl Ixacing MiTek' Is always readied for slablIlly and to prevent collapse with possmle personal tryusy and ixoperly damage. For general gukiauce iegadkng the k"Icallon. storage. delivery, erection aid Ixocing of tmsses and IFtm systems seeANSt/IPII Quality Cdloda, DSB-89 and BCSI BuMng Component 6904 Parke East Blvd. Safety Information ovalc"e from buss Rate Institute. 218 N. Leo Street. Suite 312, Alexandrlo, VA 22314. Tampa. FL 33610 Job I russ Truss Type ty Y T10467934 T80087 FG4 FLOOR 1 e L 1 Job Reference(optional) nurtdere rnswource. rampo, rom L ny, rronoo asoeo , o v o w, ,e • ,• • •••- ^w• • ••. - •. ----.. -v- . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-2ZJsTM03131U1;W 2OnCWPTHPWpFAg2DKC GpzkDJW 2.8.14 + 5.4•t I 7-11.3 1 10.6.6 _ 1"41 2.8-14 2.7.2 2.7.2 2.7.2 2$14 20 11 1 402 = Sx8 = 20 II 5x12 = Scale = 1:22.8 20 11 4x6 II 6x12 M720HS = 3x6 11 7x10 = 3x8 II Sx8 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2$U 2$14 i 54.1 2.7.2 I 7.11-3 2.7.2 I It.." 2.7.2 IJ-1-a 2-0.14 Plate Offsets (X Y)-- 19:0-5-0 0.4.81 110.0-4-4 0-1.81 111:0.6-0 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Verl(LL) 0.20 9-10 789 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(rL) 0.31 9-10 509 240 MT20HS 187/143 BCLL 0.0 Rep Stresslncr NO WB 0.77 HOTZ(TL) 0.04 7 n/a We BCDL 5.0 Code FBC2014lrP12007 Maldx) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 *Except* BOT CHORD 1-11,3-11,3-9,5.9,5.7: 2x4 SP No.1 REACTIONS. (Ih/siZe) 12=4396/0-7-4, 7=4848/0.4-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-3840/0, 1-2=.7563/0, 2.3=-7563/0, 3-4=-11546/0, 4.5=-11546/0, 5-6=-271/0 BOT CHORD 12-13=0/2B3, 11-13=0/283, 11-14-0/12131, 10-14=0/12131, 10-15=0/12131, 9-15=0/12131, 9- 16=0/8025, 8.16--0/8025, 8.17=0/8025, 7-17=0/8025 WEBS 1-11-0/8132, 3-11=-5102/0, 3-10=0/2212, 3.9— 654/0, 5-9=0/3933, 5.8=0/1847, 5-7=-8661/0 Structural wood sheathing directly applied or 2-3-2 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0- 0 oc bracing. NOTES- (7) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 20 - 1 row at 0- 9-0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (0), unless otherwise Indicated. 3) All plates are MT20 plates unless otherwise indicated. 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) Hanger(s) or other connection device(s) shall be provided sufficient to supporl concentrated load(s) 1256 lb down at 2-1.0, 1348 lb down at 4-1-0, 1348 lb down at 6-1-0, 1348 lb down at 8.1-0, and 1313 lb down at 10-1-0, and 1203 lb down at 12.1.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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, 1-6=-100, 7-12= 10 Concentrated Loads ( Ib) Vert: 9=-1348(B)13=-1256( B)14=-1348( B)15_ 1348(B)16=-1313(B)17_ 1203(B) Q WARNING • VarW docr9n paramofws and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M9,7473 rov. 1003*015 BEFORE USE. Design valkl lot use only with MI IokS connectors. 1Ns design is Ixrad only upon rwraneters shown. and Is fa an Individual bulding Cornpononl, not o inrss system. Before trw. The bt& tg designer must verify the appllcabltty of design rXaamolers and propedy Incor"ote this design Into the overdl building design. Bracing tndicoted Is to brtckling of InrllvkltK9 truss web and/or chord members only. Addilkxtal temporary and permanent bracing WOW prevent Is dways regWod for slabllly and to preventcollapw with possible Ixnsonc3l it*" and property danoge. For general guidance regadng the 6804 Parke East Blvd. storage. dolIvory, erection and Ivacing of truses and tnrssystems, seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component Tompa, FL 33610 Safety Information avdloUe born truss Plote Institute. 218 N. Leo Street. SWIe 312. Alexandria. VA 22314. Job Truss Type N Ply T70467935 780087 171-1 1 FLOOR 1 of2 Job Reference (optional) Builders Feg150urce, Tanya. Front filly, 1-101100 33566 7 v+v a Ap„ v cv,6 m,, vw v,vvav,vv, ; o r„ .v,. . vY. . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-2ZJsTtho3l3tUtWy2VnCWPYuPYWFAc2DKC GpzkDJW 2-e{ 5.3-0 7.9.10 _ 10-6-0 r 2.8-6 2{-10 2-6-10 2.8.6 2x4 11 1 Sx8 = 3x8 = 20 11 Scale = 1:18 0 Sx8 = Li Li 11 9 12 a 13 14 7 15 sr1 = . II Sx12 = 3x4 II LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in roc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 7-8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Vert( L) 0.13 7.8 951 240 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz( L) 0.02 6 n/a n1a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3'Except' BOT CHORD 1-9,3-9,3-7,5.7: 2x4 SP No.2 REACTIONS. (Ib/size) 10=3130/0-4-0, 6=3302/0.4-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.10=-2417/0, 1-2=-4634/0, 2-3=-4634/0, 3.4=-5215/0, 4-5— 5215/0, 5.6= 2720/0 BOT CHORD 9.12=0/7058, 8-12=0/7058, 8.13=0/7058, 13.14=0/7058, 7-14=0/7058 WEBS 1-9=0/4948, 3.9= 2717/0, 3-8=0/1852, 3-7— 2066(0, 5-7=asses 3x4 II PLATES GRIP MT20 244/190 Weight: 123 lb FT = 204; Structural wood sheathing directly applied or 5-2-9 oc purlins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (6) 1) 2-ply truss to be connected together with 10d (0.131 ")W) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 868 lb down at 1-1-12, 868 lb down at 3-1-12, 868 lb down at 5-1-12, 971 lb down at 6-6-4, and 868 lb down at 7-1-12, and 868 lb down at 9-1-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-5=-100, 6.10= 10 Concentrated Loads (lb) Vert: 8=-868(B)11=-868(B)12=-868(B) 13=-971 (F) 14=-868(B) 15=-868(B) Q WARNING. Vert nrydos/ y peromofors and READ NOTES ON iN15 AND INCLUDED AIIfEN REiERANCE PAGE M/167179 rev. d6D7/1015 BEFORE USE. Design valid for use only with W lek®conneclom IhIs cleslgn Is based only upon paamelers stnown. and Is for an hdMduci binding componenl, not a truss system. Before use. the IxAatlng designer must verify the applicability of design pactmeters and properly hpra coratoft de3lgn Into the overall IxAcBng design. Racing Indicated Is to prevent bucking of Individual Iruss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always tegrrred for sloblllty and to prevenl collapse vAth pouble personal hpny and property damage. rot general guidance regading Ina folrl0atlon, slorage, delivery, erection anal bracing of Inrssas attl Inrit syslOrns, sec-ANSI/TPI I Quality Crlterto, DS8•S9 and SCSI Building Component 6904 Pofke East Blvd. Safety Information ovdtable Iran Truss Plate Institute, 218 N. Lee Street, Subto 312. Alexandria, VA 22314. Tempo. FL 33610 ob Truss Truss Type tY Tto467936 T80087 FT1 Floor Supported Gable 1 1 Job Reference(optional) ounueM —srovmce. , a.rya. I.- —r..,vnvu uuwv . kHvos . iz4G_ . _ ..._ _.. _- ID:YPdNv2JXSeH28W kHvoslYgz4GmX-W ItFgDit]g3Bk61 JX W IOOkkygoo_r_phCS_yYoFzkDJV O-lte Scale = 1:35.2 34 FP = 1 2 3 4 5 6 7 e 9 10 11 12 13 14 15 16 17 1e 36 35 34 33 32 31 30 29 2e 27 26 25 24 23 22 21 20 19 30 = US FP= zl+ LOADING (psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Verl(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(R) n/a n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.03 Horz(TL) 0.00 19 rVa n1a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 101 lb FT = 20%F, 114oE 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 20 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(llat) REACTIONS. All bearings 21-3-4. Qb) - Max Grav All reactions 250 lb or less at joint(s) 19, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21,20 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.50 MT20 unless olherwlse 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 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verily dodpn peiamofon and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE FAOE MIF7473 rov. IMSMIS BEFORE USE Desktyi vtlkl for use oNy with Mllek9 conneclors n* drnlgrt Is hosed only upon paonelers shown, and Is for an trWlvkkKi buldhlg component. not a htrw system. Before tno, the building, deskgnur mtal vedfy the appticabllly of closkgn paratnelen and ixopesly Incorporate Ihh design Into the overall building design 9achg trWloated Is to pnevenl budding of IndWues Inks web and/or chord members only. Addillorxi temporary and permanent brodng M iTek' is always regWred Ion stability and to prevenl collapse with possible personal"and property damage For genoral gu ldorsco regarding the fabrication. stofage, delivery. eiecllon and bractrtg of humses and Inns syslerns sec-ANSIMI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ava9dble train Truss Plato Irutltufe. 218 N. Lee Sheet. Suite 312. Aloxanddo. VA 22314. Tampa. FL 33610 Job I ruse TrUSS Type oty ply T tw67937 T80087 FT2 Floor Job Reference(optional) ouuae c rncwvuice. ,ar.ga. rwm vnr. nvnvu uuavv 0.1.8 H 1-0 1.5x3 11 1.60 = 30 = 1.5x3 II 30 = 1 2 3 4 5 6 28 I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-LvE W xGmBPvyugynhs07Q_?CgdDpt 0004gvPs&zkDJP f-4t 1-" 30 = 3x6 FP= 7 8 9 10 Soafa = 1:40.9 30 II 11 12 13 27 26 25 24 23 22 21 ZU 19 la If 10 ra 3xl2 MT20HS FP = 30 = 3x6 11 3x6 11 3x6 11 3x4 = 3x6 = 3x6 It LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Ven(LL) 0.39 20.21 >712 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Verl(TL) 0.61 20-21 >455 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 14 11/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 142 lb FT = 20%, F, 1 I%9E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except SOT CHORD 20 SP No.t(llat) *Except' end verticals. 14.24: 20 SP M 31(Ila!) BOT CHORD Rigid telling directly applied or 10.0-0 oc bracing, Except: WEBS 20 SP No.3(flat) 2-2-0 oc bracing: 18-19. REACTIONS. (lb/size) 27=1260/0-8-13, 14=1266/Mechanical FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1992/0, 3.4-3398/0, 4-5-4310/0, 5-6=-4310/0, 6.7=4802/0, 7-8=-4802/0, 8-9=4746/0, 9-10= 4361/0, 10.11=-3459/0, 11-12=-1988/0 BOT CHORD 26-27=0/1 143,25-26=02817, 24-25=0/3944, 23-24=0/3944, 22.23=0/4659, 21-22=0/4658, 20-21=U/ 4903, 19-20=0/4361, 18.19=0/4361, 17-18=0/4361, 16-17=02824, 15.16=02825, 14-15=0/ 1144 WEBS 2-27— 1662/0, 2- 26=0/1297, 3-26— 1262/0, 3.25=0/888, 4-25=-834/0, 4-23=0/545, 6-23=-521/0, 6.21= 0262, 8-20=-349/138, 9-2D=-20/1040, 9-19=-1027/0, 12.14=-1665 0, 12.15=0/1289, 11-15- 1280/0, 11-17=0/947, 10.17-1356/0, 10-18=0/801 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless othenMse indicated. 4) Refer to girder(s) for truss to truss connections. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VorUy design pararWar, and READ NOTES ON THIS AND INCLUDED MOBK REFERANCE PAGE MS-7473 rev. 1OWMIS BEFORE USE. Design valid for use only Win WOO conneclors. this design is based orgy upon rya®1leters shown. and Is la an Indlvkftal building component. not a truss system. Below trse. the Nilding designer must verity the apolcat ilty of design paameters and properly Incorporate this cdesdgn Into the overall lxlding design. Brochg Indicated Is to prevent bttckling of IrWlvkival Ines web and/or chord members only. Addillonal temporary and permanenl brocblg WOW B always regtlred for stablilty and to prevent collapse wllh possible personal Infury and properly damage. For general gtddance reWding the 6904 Parks East Blvd. fabllcatkNi sforctpo. delivery, erecilon and bracingofIntssesandInnssystems. seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tempo, FL 33610 safely Informatlon available born buss RateInstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job I Fuss Truss Type 0 ry Ply Tto467e3e T80087 F73 Floor 3 1 Job Reference(optional) owiom n,crwu ce. a..qv, rwm vnr. rw,.vu auwv 0.1.8 F. 1 1.Sx3 11 1.Sx3 = 1 2 3 2e 30 = 1 Sx3 II 30 = 4 5 6 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-EhUOmephTBSJIZ4S5SBM8rNJ 1 QA?XBoglXN49gzkDJL t 4.12 3x4 = 1.Sx3 II 30 = 3x6 FP= 7 8 9 10 11 28 27 26 25 24 23 22 21 302 MT20HS FP = 30 = 3x6 = 3x6 11 1.5x3 SP= 3x6 = 20 19 18 3x6 II 3x6 II Scale = 1.43.8 3x4 II 12 13 14 qR 1 a 17 16 15 5x6 11 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.51 20.21 584 360 MT2O 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Verl(R) 0.79 20-21 373 240 MT2OHS 187/143 BCLL 0.0 Rep Stresslncr YES WB 0.70 Horc(rL) 0.11 15 We rVa BCDL 5.0 Code FBC2O14lrP12O07 Matrix) Weight: 153 lb FT = 2O%F, 11%9E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No. 1(flat) 'Except' SOT CHORD Rigid telling directly applied or 10.0.0 oc bracing, Except: 15-24: 20 SP M 31(flat) 2.2-0 oc bracing: 23-25. WEBS 20 SP No.3(flat) REACTIONS. (lb(size) 28=1352/0-7.4, 15=1358/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-2159/0, 3-4=-3716/0, 4-5— 4819/0, 5.6=-4819/0, 6.7=-5304/0, 7-8=-553510, 8-9= 4835/0, 9.10=-4835 0, 10-11=-4835/0, 11-12=-3832/0, 12-13= 2229/0 BOT CHORD 27-28--0/1231, 26-27=0/3060, 25-26=0/4355, 24.25=0/5169, 23-24=0/5169, 22-23=0/5538, 21.22=015538, 20-21=0/5326, 19-20=0/4835, 18-19=0/4835, 17.18=0/3146, 16-17=0/1251, 15.16=0/1251 WEBS 13.15=-1820/0, 13-17=0/1461, 12-17=-1369/0, 12.18=0/1025, 11-18= 1516/0, 11-19--0/874, 2-28=-1789/0, 2-27=0/1419, 3.27_ 1377/0, 3-26=0/1003, 4-26= 977/0, 4-25=0/691, 6.25=-521/0, 7-23=-357/0, 8-21=-86/453, 8.20=-867/14 NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT2O plates unless otherwise indicated. 3) All plates are 4x6 MT2O unless othenMse indicated. 4) The Fabrication Tolerance at joint 24 = 11 % 5) Refer to girder(s) for truss to truss connections. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 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.' Q WARNING- VOW doOgn pwamoters and READ NOTES ON THIS AND INCLUDED IU/EK REFERANCE PAGE AML7473 rov. I&MOIS BEFORE USE. Design valid for use only wllh Mllek®conneclois. INs desIg n Is based only upom nixuaeleisshown. and Is for an lndlvkdtKA holding cornponenl, not o boa system. Before rise. the Ixlldlog designee must verity the ar)OIcalAlly of design paromelers art Ixopeily incorponato Orals doslgn Inio the overall building design. tracing Indicated Is Io txeveni buckling of Individual Inns web and/or chord members orgy. Additional Iornporoy and permanent bracing Welk' Is always eegAFed to; stalxllly and to Fxevent collapse with possible personal Injury and property damage For general grlda ce regarding the 6904 Parke East Blvd. labkballon, storage. delivery, erection and bracing of Imnes and truss systems. seoANSi/TPI I quality Criteria, DS11-89 and BCSI Building Component Tompa, FL 33610 SafetyInformationavallobtefromtrussPlateInsillute. 218 N. lee Street. Salto 312. Alexandria. VA 22314. Job Truss Truss Type tY ly 710467939 TB0067 F74 Floor 1 1 Job Reference (optional) ouuvero rue„vu,cs. ,u„yu, rw,n ..n7. rv„w uavvv 0.1.8 H 1I4-0 ; 1.Sx3 II 1.5x3 = 30 = 1 Sx3 II 30 = 1 2 3 4 5 6 28 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-EAUOmeoTSSJIZ4S5sBM8rNRbgAGK8991XN49gzkDJL 2.1.4 30 = Us FP= 7 8 9 10 1t Scale a 1:42.7 3x4 II 2 13 27 26 25 24 23 22 21 20 19 19 it 10 10 rn 3x6 = Sx6 II 3x6 FP= Us II 3x6 II 3x6 II Sx6 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.39 20 >736 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.61 19.20 >471 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 HOIZ(TL) 0.08 14 Na n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 155 lb FT = 209,5F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP M 31(llaf) *Except* end verticals. 22-27: 20 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: WEBS 20 SP No.3(flat) 2-2-0 oc bracing: 23-25. REACTIONS. (lb/size) 27=1317/0.8-13, 14=1323/MeChanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2100/0, 3.4=-3581/0, 4-5=-4760/0, 5.6=-4760/0, 6-7=-5297/0, 7-8— 5263/0, 8-9=-5263/0, 9.10= 4734/0, 10-11=-3708/0, 11-12=-216510 BOT CHORD 26.27-0/1200, 25-26=0/2962, 24-25--0/4247, 23.24=0/4246, 22-23=0/5134, 21-22=0/5134, 20-21=0/5426, 19.20=0/4734, 18-19=0/4734, 17-18=0/4734, 16.17=0/3047, 15-16=0/1219, 14-15=0/1219 WEBS 12-14— 1 774/0,12-16=0/1413, 11-16= 1318/0, 11.17=0/987, 10-17=-157810, 10-18=0/911, 2-27=-1744/0, 2-26=0/1376, 3-26— 1318/0, 3-25=0/945, 4-25— 1019/0, 4-23=0/748, 6.23=-544/0, 6-21=0/266, 7.20=-341/136, 9-20=-54/986, 9-19— 868/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 4x6 MT20 unless otherwise Indicated. 3) Refer to girders) for truss to truss connections. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - VerW dedfin Parameter end READ NOTES ON TMS AND UVCLUDEO MnEK REFERANCE PAGE M11.7477 rev. 1410=15 BEFORE USE Design valid for use only With WIek9 connectors. Irgs design is Ixwd orgy upon Ix'lanleters srwwn, and Is for an IndNkArd building component, not o Inns system. Below use, the Ixdldbtg designef must verity the applkxt Alty of design parameters and prolxrly bscofpofato M design Into the overall building design ®acting Indicated Is to prevent IxrcktbV of bdividtxd truss web and/ot chord members orgy. Addltkrnal lompxrary and permanent blOCIn g WOW IS always fequlnod for slabl0y cirri to prevent collapse wtih possible porsonal ink" and fxop erty damage. Par general guddcalee icVmding the 6904 Parke East Blvd.tabklollm slorage. delivery, erection aril Ixax:hg of Inises aril IF=systems, see-ANSI/TPII Quality Criteria, DSB-89 and 6CSI Building Component Tempe. FL 33610SafetyInformationovdiablefrombusPlateinstitute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Job ruse Truss Type ry T10467840 T80087 FTS Floor 1 1 Job Reference(optional) omroms rnsravmce, ,unyu. rmm vu7, rwove vuvvv 0.1.8 H ; 1_4.0 1.Sx3 II 1.Sx3 = 4x6 = 3x6 = 1 2 3 25 30 = 1.Sx3 II 30 = 4 5 6 ID.YPdNv2JXSeH28W kHvoslYgz4GmX-t11 P_zgKERaAwjfefZrbh2vUyEY73tmpzB66SzkDJK 1 4 30 = 30 = 1.Sx3 II 3x6 FP= 7 8 9 10 Scale = 1:38.5 4x6 = 4x6 = 3x4 II 11 12 13 3x6 = 4x6 = 3xl2 MT20HS FP = 3x6 = 30 = 30 = 1.5x3 II 4x6 = 4x6 = 3x6 = 3x6 = LOADING(psl) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Verl(LL) 0.40 18.19 660 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Verl(I-) 0.63 18-19 418 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.58 HOIZ(TL) 0.09 14 n/a n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 124 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. I(flat) 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 10-13: 2x4 SP No.2(flat) BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. SOT CHORD 2x4 SP No.1(flat)'Except' 14-21: 20 SP M 31(llat) WEBS 20 SP No.3(flat) REACTIONS. (Ib/size) 24=1207/0.8-13, 14=1213/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1897/0, 3.4_ 3209/0, 4-5=-4042/0, 5-6=4042M, 6-7=-4337/0, 7.8=-3919/0, 8.9= 3919/0, 9-10=-3210/0, 10-11=-3210/0, 11.12=-1897/0 BOT CHORD 23.24=0/1094, 22.23=0/2675, 21-22=0/3716, 20-21=0/3716, 19-20=0/4290, 18.19=0/4296, 17-18=0/3919, 16.17=0/3919, 15-16=0/2650, 14-15=0/1103 WEBS 12-14= 160510, 12.15=0/1214, 11.15— 1151/0, 11-16=0/857, 9-16=-1117/0, 9-17=0/445, 2-24=-1590/0, 2-23=0/1228, 3-23— 1189/0, 3-22=0/816, 4-22=-775/0, 4-20=0/486, 6-20=-369/0, 7-18=-744/90 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Off (0.131' X 3') nails. Slrongbacks 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.' Q WARNWG - VorUy doOgn pammaters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI.7473 rov. IM"V IS BEFORE USE Design valid for use only wllh Mllelr® conneclors. Ihls design Is based only upon Porarneters stawn. and Is for an YxllvkAwl txrldkng component. not a tntss system. Before use. rho Ix&dng designer mint verity the cWlcablily of design Mamelets and txopedy i ncotpooto it* doslgn Into the overall btOdbV design. Racing Indicated Is to prevent buckWng of trndlvldual Inns web and/or chard members only. Addllonal lemporary and petmanent btactrng WOW Is always tegtlred for slat -Ally and to pevenl collapse with possMe personal Oyuy and Ixoperty damage. lot general gukla nce tegadng Its storage. delivery. wocllon and bracing of Intsses and Inks systems. so:ANSI/TP11 Quality Criteria. DSB-89 and SCSI Building Component 6904 Park* East Blvd.Ic"Icollon, Safety Information avalla[Ae from Truss Plate Insllluto, 218 N. Lee Street. State 312, Alexandria. VA 22314 Tornpo. FL 33610 Job TFUSS Truss Type b T10467941 T80087 FT6 Floor Suppoged Goble 1 t Job Reference (optional) 7 0 s An. 19 2016 Weir Induch-" Fn Fah 17 14-3a 17 2017 Page 1 omiaeo rna,ol,mw..u.,yo, r,u,,. w,p. rw•.w mow,.,. Weir Inc! ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-illP zgKERaAwlfefZrbh2vizEll3oOpzB6dh6zkDJK 1 2 3 4 5 6 Se41e: V=V 13 12 11 10 9 8 7 30 = 6-3-4 6-3-4 - - LOADING (psl) SPACING- 2-0.0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) rda n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL LOD BC 0.01 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.03 Horz(TL) 0.00 7 n/a We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 33 lb FT = 20%F, 11- E LUMBER- BRACING - TOP CHORD 20 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(llat) end verticals. WEBS 20 SP No.3(Ilaq BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(llat) REACTIONS. All bearings 6-3.4. Ib) - Max Grav All reactions 250lb or less at joint(s) 12, 7, 11, 10, 9, 8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - V4rIy dedpn Panmofen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NG7473 rev. 1alb30201 S BEFORE USE. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - V4rIy dedpn Panmofen and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NG7473 rev. 1alb30201 S BEFORE USE. Design valid lot use only with Mlleka conneclors Ills design is based only upon paaa7selers shown. and K la an Indh4dual tAAdbg component. not a buss system. Before trse, the Wilding designer mural verily the applIcalAity, of design Parameters and properly Inco 30Fole 01h design Into the overall b trlalng design. BFocN Indicaled Is to provent buckling of Individual Inns web aril/or chord members only Additional temporary and permanent brocirlg M iTe k' is always reWiod for stability and to prevent collapse wllh possible personal injury and property damage. For general gt/danco regoralng the fabrication, storage, delivery. ewcllon and bracIrV of Inrssos and Inns systems, woANSI/TPI I Quality Critab, DSB-89 and SCSI building Component 6904 Parke East Blvd Sagely Information available from Truss Plate Institute. 218 N. Lee Street, Strlb 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss cuss I type oty ply T10467942 TB0087 F77 Flool 5 t Job Reference Clonal OU9a919 F061A0u1Ce. ICIIga. Vaal {lay. Rllaa JJJOO 0.4.0 11—4-o H 3x6 II 34 5 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-A3bnBJry7Ir 1 YtEgDHEgEGSkMevEo4rzCrsADYzkDJJ 1.Sx3 II 6 7 8 9 Scale=1:27.5 10 11 RR 19 18 17 16 15 14 13 12 1.5x3 II 5x8 = 1 Sx3 II 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Ven(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(TL) -0.26 14.15 >741 240 BCLL 0.0 Rep Stresslncr YES WB 0.66 HOIz(TL) 0.02 12 rUa n1a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 91 lb FT = 20°6F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 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) 1=875/0.3.0, 12=878/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-972/0, 3-4=-925(0, 4-5=-972/0, 5.6=-1832/0, 6-7— 2217/0, 7-8=-2217/0, 8.9=-2030/0, 9-10=-1289/0 BOT CHORD 17-18=0/1483, 16-17=0/2217, 15-16=0/2217, 14-15=0/2237, 13-14=0/1780, 12-13=Or777 WEBS 3.18=-393/0, 2-18=0/1385, 5-18=-761/0, 5.17=0/533, 6-17=-649/0, 10-12=-1131/0, 10.13-0l782, 9-13=-750/0, 9-14=0/383, 8-14_ 317/0, 8-15=-231/287 NOTES- (7) t) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect buss 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.' 0 WARNING - Verily dedgn paemelen and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE CAOE unrAt73 rov. Ific"0f6 BEFORE USE. Design valid for use only calm Mllek® conneelors. this design Is based only upon patarnelers shown, and Is for an Individual bulding component. nor a Was system. Before use. the bu kbV deslgnor must verify the apdioabllty, of design Ixlromelors and propolly hcoworate Ihh design Into the overall building design. Broctrtg Indicated Is to ptevenl budding of Indly dual Inns web and/or chord members only. Additional lempoary and permanent Lvoc tg M iTek' It alwoys regJred for slabllly and to prevent collqxe wllh poss"o personal b*iry and properly damage. For general guldorlce regading the slorago, delivery, erection aril buacing of trusses and In= systems, seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd.labioalion, Safety Information ovallabte from buss Plate Institute. 218 N. Lee Sheol. Su lle 312. Alexandria. VA 22314 Ton pa. FL 33610 Job Truss Type Qty ply T10467943 T130087 FT8 11r. ss Floc 2 1 Job Reference bona ounaprs rnsrwmce, ...Vu, rww w7, nv oe 0.4-0 I --I r , l o-0 3x6 II 34 5 ID:YPdNv2JXSeH2BWIHvoBlYgz4GmX-eG99Ptsam3quit 1ptn_I3mT 172CgXX16RVbkl?zkDJI 2—" 1.7.8 1-8 e: 3/8'=1' TRUSS DESIGNED TO SUPPORT NO CONCENTRATED LOADS AT ITS CANTILEVER END(S). 1. 5x3 II 1. Sx3 = 1. 5x3 11 3x8 = 3x6 = 1.5x3 = 6 7 B 9 10 11 12 23 9 22 1 Sx3 11 Sx8 = 1.5x3 II 3x8 = 3x6 = 164- 0 16. 1-8 1 19.3-e mi 1S-9.8 0.- 2 1.11.8 12 Plate Offsets MY)— 12.0.3-0 Edoel 16.0-1-8 Edge], 117:0-1-8 Edge) LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. in hoc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Ven(LL) -0.21 16.17 >910 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(Q -0.31 16-17 >628 240 BCLL 0.0 Rep Stress Incr YES W B 0.67 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 104 lb FT = 20119F, 11116E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, 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, Except: 2- 2-0 oc bracing. 17-18 6- 0-0 oc bracing: 13-14. REACTIONS. ( lb/size) 1=88210-3-0, 14=110610-4-0 Max Grav1=890(LC 3), 14=1106(LC 1) FORCES. ( lb) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-993/0, 3-4= 946 0, 4-5=-99310, 5.6=-1878/0, 6-7-229210, 7.8-2292/0, 8- 9-2076/0, 9-10-1293/0 BOT CHORD 19-20=0/1512, 18-19-0/2292, 17-18=0/2292, 16.17=0/2297, 15-16=0/1805, 14-15=01766 WEBS 3-20=-404/0, 2.20=0/1414, 11-14=-251/0, 5.20=-77310, 5-19=0/560, 6-19=-701/0, 10-14-1143/0, 10.15=0/819,9-15=-795/0,9-16-0/422,8-16= 351/0,8-17— 216/345 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 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 sirongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Oct (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily dodgn perorrmters end READ NOTES ON 7NlS AND INCLUDED MREK REFERANCE PAGE M11-7473 rov. 14193W IS BEFORE USE. Design valkl for use only vAth Millet* connectors. lhls design is based only ur»n p®ameters shown. and Is lot an Indlvldual building component. not o Was system. Before toe, the btilding designer must verily the aWiccd BlN of dwJg n "arneters and lAopetly Incorporate this design Into the overall txdldWV design Bating Indicated Is to btscldkng of Individual inrs web and/or chord members only. Additional temporary and permanent bracing M!Tek' psovent Is alwoys sotltirodlot stab011y and to fxevent collapse with possible personal trtkey and rxopeny damage. Fos general guic1ci nce rega ding Me 6904 Parks East Blvd. ratxkbotlon. storage. delivery. erectionandIxacingofInesarilInrssystems. soeANSI/TPI I Quality Critedo, DSB-89 and BCSI Building Component Tompo. FL 33610 Safety Information ovdlable fromtrussPlateInstitute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Truss runs Type ty Ply T 104679" ob 80087 FTB Floor 6 1 I Job Reference (optional) ourroere rr &IWU)ce. r ang,. rww —y. nvnue as oo 0.4-0 i 1-4-0 H 21 -0.0 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-e698PIsem3qu8/p1n_I3mT 682G?XTU6RVbkY/zkDJl Scale = 1:38.6 3x4 = 1.Sx3 II Sx8 II 3x6 II 4x6 = 4x6 = 3x4 II 30 = 30 = 3x6 FP= 4x6 = 4x6 = 30 II 1 2 3 4 5 6 7 8 e 10 11 12 13 14 15 ic rii n i liFEr424 \- W-A—ME- F i... 27 26 25 24 23 ZZ Zl ZU IV 111 lr ro 34 II US = 4x6 II 3x6 II 3x6 FP = 3x6 II 3x4 = 3x4 = 4x6 = 4x6 = 3x6 = US = Plate Offsets (XY)-- 12:0.3-O,Edgel, 16:0-1-8,Edgel, 123:0-3.O,Edgel LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.36 21-23 >731 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.56 21-23 >466 240 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.01 16 n/a We BCDL 5.0 CodeFBC2014lfP12007 Matrix) Weight: 141Ib FT=20%F,11%E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-11: 20 SP No. 1(flat) end verticals. BOT CHORD 20 SP M 31(Ilal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3(flat) REACTIONS. (lb/size) 1=1200/0-3-0, 16=120310.3.8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1437/0, 3-4=-1364/0, 4-5=-1437/0, 5.6=-2871/0, 6-7=-3883/0, 7.8=-3883/0, 8-9=-4402/0, 9-10=-3958/0, 10-11_ 3222/0, 11-12=-3222/0, 12.13_ 3222/0, 13-14=-1874/0 BOT CHORD 25.26=fl/2223, 24.25=0/3883, 23-24=0/3883, 22.23=0/4289, 21-22=0/4289, 20-21=0/4297, 19.20=0/4296, 18-19=0/3700, 17-18=0/2639, 16.17=0/1087 WEBS 3-26=-510/0, 2-26-0/2004, 5-26=-1144/0, 5-25=0/968, 6-25=-1525/0, 6.24=0/842, 14-16=-1582/0, 14.17=0/1203, 13-17— 1169/0, 13-18=0/869, 10-18>713/0, 10-19=0/393, 9.19=-517/0, 8.21=-131/301, 8-23=-722/75 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNWG - Vedly doOgn pammefere end READ NOTES ON TMS AND INCLUDED MREN REFERANCE PAGE NF7473 rev. 14=2015 BEFORE USE. Design valid for use only with Mlleke connectors. This design is based only upon parameters shown, and Is for an Individual building Component. not a truss system. Before use. the tANdI ng designer must verity the applicability of design paameton and properly Incorporate Itlls design Into the over,,, building design. Bracing tndicated Is to buckling of IndNkfual Inca web and/or chord members only. Additional temporary and permanent bracing WOWprevent It always required for slolAil,y and to p fovenl collgxe wllh possUA9 personal Wuey and property damage For general guidance regadBng the tabrk:a,lon. slorage. delNery, erection and tr,cing of truacre and truss systems. "ANSI/TPI I Quality Criteria. DSB-89 and SCSI Sulkfing Component 6904 Parke East Blvd Safely Information available born Truss Plate Institute. 218 N. foe Street. Sure 312, Alexandria. VA 22314. Tempo. FL 33610 o russ Truss Type ty Ply T10167845 T130087 FT10 Floor Supported Gable t t Job Reference(optional) ouaoereraciaoarce. ra-wa. rrerawy,rwaao,a000 ..___..r..___._.._._.....___...__...._. ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-WItFgDiOg3Bk61JXWIOOkkygio h_pgCS_yYoFzkDJV 0-ke Scale = 1:37.2 34 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 39 4R 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 FP= 30 = c[+w LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Verl(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Veri( L) n/a - We 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 HOrz(TL) 0.00 20 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 105 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(tlat) REACTIONS. All bearings 22.0.0. lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 38, 37, 36, 35, 34, 33, 32, 31, 29, 28, 27, 26, 25, 24, 23, 22, 21 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 3-10d (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.' 0 WARNING. Verily dedirn peramotwo and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE ND•7473 rev. IM302016 BEFORE USE Design vdki for use only with N91ek9C0nnecto1s. thisdesign Is based only ufnn parameters shown, and Is for an IndlvkAral brflding component. not a frtrs system. Before use. the Wild lg designer mist verily the applicability of design paicimotors and properly Incorporate this design Into the overall bxOding design. Bracing Indicated Is to prevent budding of IndNIdual truss web and/or chord members only. Ad9tlonal lempofafy, and permanent bracing WOW Is always reclulied too stalAilly and to prevent collgbse with possible personal h fury and property damage. rof general gtlUatce regarding the fabflcallm, storage. delivery. erection and bracing of trusses and must systems sooANSI/T10I1 Quality Crlterlo, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safely Information avallal le from Truss Plate Instllute. 218 N. lee Sheet. Sidle 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job I Fuss russ I ype y Tt0467946 TBIx)87 FT11 Floor Supported Gable 1 1 Job Reference (optional) omwm> raa,wmcu. , an,ya, rw,u vnr, r.V,wo auaw OH8 1 2 IF 23 30 - 2 3 ID:YPdNv2JXSeH2BWkHvoslYg24GmX-Mw011_I?NUXt3J74rGwineKtL6W 1 LIXHVZM6S ijJvb OH8 Scale = 1 22.4 4 5 6 7 8 9 10 11 12 25 99 22 21 20 19 18 17 16 15 14 13 30 - 1340 13-8-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Veri(LL) nta We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Verl(TL) n/a rVa 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(rL) 0.00 13 n/a rUa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 69lb FT = 20%F, 11%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 verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 13-8-0 lb)- Max Grav All reactions 250 lb or less at joint(s) 23, 13, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) • Max. CompJMax. Ten.. All forces 250 (Ib) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard WARNWG - Verily design pan mersrs and READ NOTES ON TN1S AND INCLUDED AUTEK REFERANCE PAGE MI06703 rev. fON MIS BEFORE USE Design vdkl lot use only with Mllek® connectors. TM design Is hosed only upon parameters shown. and Is tot an Individual bulldhtg component. not a htis system. Beforo trse. the bn tAldhgdesign, must vedtv the apptkabpxn lity ofdesignamotersandpropady Incorpoialo title design Into the overall btadbV design. biocing Indicated Is to prevent txnckling of Individual truss web and/a chord members only. Additional lempaary and permanont bracing M iTek' Is always iegtMed for stablilly and to prevent collgxe with posslble personal InAay and properly damage For general guidance regarding the ktlxlcolkxl, slorage, delivery, erection and btactng of Inasm and In,s systems, uwANSI/IPI I Quality Criteria, DS11.89 and SCSI Building Componenl 6904 Parke East Blvd Safety Information available nom truss Plate htstlMe. 218 N. Lee Sheet. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type tY T,o467947 T80087 FT12 Floor 7 1 Job Reference (optional) ouseers nw.rya. 1—. -Y.. ,.. a. 0. 1.8 H 1-4-0 16 1. 50 II 1 sx3 = 1 2 1. 3.0 r I. Sx3 II 3 4 5 ID: YPdNv2JXSeH2BWkHvoslYgz4GmX-ygduil- bNJbjBul4TXFHxVsWC6TlCILgeh5KhzkDJU 6 Scale: 1/2'=V 7 8 4 P 3x6 = 1 Sx3 11 3x6 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.13 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(TL) -0.20 11-12 >819 240 BCLL 0.0 Rep Stress Incr YES W B 0.31 Horz(TL) 0.03 9 We We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 80lb FT = 20116F, 11116E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 20 SP No.3(liat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. ( lb/size) 15=750/0-3-8, 9=756/0.3-8 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1071/0, 3-4=-1541/0, 4.5=-1541/0, 5-6=-1605/0, 6-7=-1069/0 BOT CHORD 14-15=0/652, 13-14=0/1541, 12-13=0/1541, 11-12=0/1705, 10.11=0/1456, 9-10=0/663 WEBS 2-15=-946/0, 2.14=0/641, 3-14=-700/0, 7.9=-965/0, 7-10=0/621, 6-10=-591/0, 5-12= 355/100 NOTES- ( 6) 1) Unbalanced Iloor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verily deerpn penwwrore and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 6111-7473 rev. 1403,2015 BEFORE USE Design vc1ld for use only vAt1 Mllek® connectors. INs design Is based only upon pciiamelers shown, and Is for an hdIvldual bundling component, not a htus system. Beforo tse, the txdldng deslgnoi m,sl verify the q)rAlcabllty, of closlgn wwamelen ax1 p4ope1IY koorporakf B,K design Into tho ovorail Ixdldb- g design. bockV Irx9coled Is to prevent buckfing of IrxllvkluaI inns web and/or chord membefs orgy. Addiklnal lemtxxary and permanent bractrlg WOW It always iequked for slabtilty and to prevent collatne wllh possible personal hliury and property damage. For general grddance regarding the 6904 Parke East Blvd. kbilcolkxistorage. dellvery. erection and bracing of Inmes and trim syslerns. sneANSi/TPI I Cuatily Cdlerb. DSB-89 and SCSI Building Component Tampa. FL 3361 D SaletyInformationavailablehorntrussPlatoInstitule. 218 N. lee Street. Sulle 312, Alexandrlo. VA 22314 Job Truss Truss Type ty T10167918 TB0087 FT13 Flow Supported Gable 1 f Job Reference (optional) awroera rnsaomce1 rotryu. rwm wy. nvnua —.. 2 3 ID-YPdNv2JXSeH2BW kHvoslYgz4GmX-T8775u)gMgRSLLTvdA2Ug91 ACagCS1AVvi R9I7zkDJT Scale = 1:17.0 4 5 6 7 e 9 18 17 16 15 14 13 12 11 10 10.4-0 10.4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (hoc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 10 n/a We BCDL 5.0 Code FBC2014rrP12007 (Matrix) Weight: 50lb FT = 2046F, 11" 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 vefflcals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 10-4-0. lb) - Max Grav All reactions 250lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (Ib) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10 d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vertly dedyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFER.INCE PAGE M67473 rev. 1at0302016 BEFORE USE. Design valid for use oNY vAth Wlek®connectots. BY4 design Is based orgy upon paramelers shown. arxd Is far an indh4dual buldUlg component, not a Inns system. Before use, the bu&Lng designer rntal verity tho alrblicabUty of design parameters and properly I ncorporote Ihls design Into the overall btAckV design ®acing In dlcated Is to prevent bucklingng of IrxfNldual Inks web and/or chord members only. AddllotW temporary and permanent bracing WOW b always rogt0ed lot slablilly and to prevent collapse with possible personal k*jFy and property damage. For genoral guidance rogaraing tine fabrkbollon, storage, delivery, eteetlon and bracing of trusses and Isla systoms. seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate tnsltlute. 218 N. Lee Street, Stlle 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ Truss Type 0 ryly 710467949 780087 F714 Floor 3 1p 1 Job Reference (optional) 0-1-8 H 114-00 1.Sx3 II 1.Sx3 = 3x4 = 1 2 30 = 3 ID:YPdNv2JXSeH2BW kHvoslY.gz4GmX-TB??5ujgMgRSLLTvdA2Ug91 zvcR?S4RVvlRet7zkDJT 1 2.2.8 4 30 = 4 NO Stalee = 1:21.2 1bx3 II 4x6 = 1.5x3 = 6 7 15 3x6 = 3x4 = 30 = 1.Sx3 11 3x6 = 12.3-e LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Verl(LL) 0.20 10-11 711 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Ven(TL) 0.30 10.11 481 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz( L) 0.02 8 We rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 69 lb FT = 20%F, 119,16E LUMBER- BRACING - TOP CHORD 2x4 SP No.t (11at) TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc puffins, except BOT CHORD 2x4 SP No.1(flaq end verticals. WEBS 2x4 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. (lb/size) 13=656/0-3-8, 8=656/0-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-905/0, 3-4=.1250/0, 4.5=-1128/0, 5-6=-1128/0 BOT CHORD 12-13=0/565, 11.12=0/1231, 10-11=0/1128, 9.10=0/1128, 8-9=0/569 WEBS 6-8=-822/0, 6-9=0/838, 5-9=-438/0, 2.13=-820/0, 2-12=0/520, 3.12=-498/0 NOTES- (4) 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) 'This manufactured product Is designed as an Individual building component. The suitability and use 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 dodpn panmoton and READ NOTES ON THIS AND INCLUDED MrIEK REFERANCE PAGE NO-7473 rov. I9OMIS BEFORE USE Design valkd for use only vAth MIIek 9 connectors. Ihh design Is hosed only upon paarneters shown, and Is for an Individual txAdeng component, nol a bras system. Before use. the btdkling designer intal verify the appllcatAlly of design pararneIon and properly Incorporoto M design Into the overall Ixrldi ng design. Bating Indk:oled Is to prevenl txrclding of Individual Inass web anti/or chord members only. Addllbrxb temporary and permanent Iacng MOW is always re%dred tot stoblity and to ptevenl collapse wllh possdtle personal Injury and lxopeny damage For general guidance regarding the 6904 Pork* East Blvd. Ic"Icallon, storage. delivery. erection and bracing of Inassas and Miss systems, seeANSI/TPI I Quality Criteria. D$B-!9 and SCSI Building Component Motion Tompo. FL 33610safetyovabWehorntrussPlateinstitute. 218 N. lee Sleet. Salle 312. Alexandria. VA 22314. Job ruse Truss Type b T10467960 TB0087 MS Floor Girder 1 t Job Relerenee o tional 7 aen. e.., 19 2016 M,7.k rem,el1" 1— Fe Feb 17 14:3e 09 2017 Page 1 aurraers rssiSou,ce, ,wwr , nem any. rew— auov ' _ _ ' _____- --' - - ID.YPdNv2JXSeH2BW kHvoslYgz4Gmx-xKZNIEkl7_ZJzV26BuZIMMaAWOgD82he8yACPazkDJS 0.1-8 1.4-0 2.2.8 P. Sine = 1:21.2 t Sx3 II 1.Sx3 II 1.5x3 = 3x4 = 3x4 = 3x4 = l.Sx3 II 4x6 = 1.5x3 = 1 2 3 16 4 17 t8 5 6 7 15 3x6 = 3x4 = 3x4 = 1.Sx3 II 4x0 — 4CP LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.81 BC 0.80 WB 0.53 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.14 10.11 >999 360 Ven(I-) -0.20 10-11 >727 240 HOIz(fL) 0.03 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 69 lb FT = 20%F, 11%6E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puriins, except BOT CHORD 2x4 SP No. 1(flat) end venicals. WEBS 2x4 SP No.3(11a1) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 13=837/0.3.8, 8=1649/0.3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1229/0, 3.16=-1900/0, 4-16=-1900/0, 4.17=-2044/0, 17-18=-2044/0, 5-18=-2044/0, 5-6=-2044/0 BOT CHORD 12-13=0l743, 11-12=0/1695, 10-11=0/2044, 9-10=0/2044, 8-9=0/1487 WEBS 2-13=-1078/0, 2-12=0/757, 3-12=-724/0, 3-11=0/446, 4-11=-443/0, 6-8= 2158/0, 6.9=0/831, 5.9= 522/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 308lb down at 8-7-12, and 1026 lb down at 10-5-12 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 6) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8.13=-10, 1.7_ 100 Concentrated Loads (lb) Vert: 6=-946(B) 18=-228(B) Q WARNING- Verify dedyn Peremetere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 1"3WIS BEFORE USE DWM weld for trw only vAth Wlek® connectors. lnls de4n Is bated only upon pmameters shown. and Is lot an Incividual tinkling component. not a ktrss syslem. Befao tare. the IxOdIng tlesiprtet mint verity the applicability or deslpn palamelers and properly Incorporate 91k design Into the overall Addltlonal temporary and petmartenl Ixoctng WOWtxDdbtgdesign. 9ocing Indicated Is to ptovenl buckiliV or Individual tuts web, and/ow chord members only. Is always reed for stab9lly and to prevenl collapse with possible personal kytey and property, damage. For genial gtldatce regarding the fabrication, slorage. dolivery. etecllon and bracing of inrsses and Inns systems sr..eANSI/TPI I Quality CrlNrla, OSS-89 and IICSI Building Component 6904 Parke East Blvd. Safety IMpmallon avateable from truss Plate Institute, 218 N. lee Street. Stele 312, Alexary]rkx VA 22314. Tempo, FL 33610 Job Fuss Truss Type ty N Tta67es1 TB0087 FT16 Floor 1 1 IJbo Reference (optional) Dunuma nwwvmcv, arty.,. .,a,,. —y. r.v..w vwvv 1.4.0 2 30 = I D:YPdNv2JXSeH2BW kHvosiYgz4GmX-xKZNIEkl7_ZJzV26BuZIMMaLJ07iB9aeByACPazkDJS W t.5x3 II 1.5x3 II 3 4 5 30 = 6 3x4 11 Scale a 1:13.4 1p 3x4 = 9 8 7 30 = 3x6 = 3x6 = 6.2.8 6.2.8 Plate Olfsets (X,Y)-- ll:Edge 0-1-81 18.0.1-8 Edael 19.0.1.8 Edge. LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 7-8 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.12 Vert(TL) -0.01 9.10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 We rVa BCDL 50 Code FBC2014/TP12007 Matrix) Weight: 43lb FT = 200,19F, 11%*E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 10=328/Mechanical, 7=328/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25D (Ib) or less except when shown. TOP CHORD 2.3=-327/0, 3-4=-327/0, 4-5=-327/0 BOT CHORD 8-9=0/327 WEBS 2-10=-356/0, 5.7=-356/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Sirongbacks 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 WARNWO - Vort/y doOgn panne rs and READ NOTES ON THIS AND WCLUDEOWEK REFERANCE PAGE M9.7473 rev. IN03/1015 BEFORE USE. ter. Design valid For use only wllh Mllek®connectas. R* desllpl is based only upon rxxometers shown. and Is la an trxlNkNal building componenl. no, a iMrss system. Beloro use. the brIDdng designer must verify the opplkabllN of design paanteters and Properly boorporole this design Into the over,. b ulding design. Bracing bxJlcated Is to prevent btckting of Individual IMrs web aril/or chord members only Additional lemporary and p eimaneni bracing MOW is always required lot stability and to prevent collapse wtih possible Perwnal blpoy and property damage. For general gtdda ce tegadng the lab ilcoll rl. storage. do.ivery. erection and bracing of Inises and In= systems. seeANSI/IPI I Quality C4tarla, DSB-89 and SCSI Building Component 6904 Perks East Blvd. sahy Information available from try Plate Inst.tule. 218 N. Lee Street. Sidle 312. Alexandria. VA 22314. Tempo. FL 33610 Job TruSS TrUSS Type r T10467952 700087 FT17 Floor 1 1 Job Reference (optional) 1-r IJVY 1:0, 0.1.8 Hr 1r40 1.Sx3 II 1.5x3 = 4x6 = 1 2 3 4 22 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-PX61W abwliAaed1lb4yva7L20AOwW knMbwbiOZkDJR 8-0- I2'Ri t.5x3 I I 1.Sx3 11 5 6 7 8 9 Scale = 1.33.0 4x6 = 10 11 QP 3x6 = 06 = 1.SX3 II 3x8 MT20HS FP = 3x6 = 06 = 34 = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.0D TC 0.76 Vert(LL) -0.23 16-17 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Verl(TL) -0.36 16.17 >637 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP NO.t(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) 'Except' 15-21: 20 SP M 31(flat) BOT CHORD WEBS 20 SP No.3(flat) REACTIONS. (lb/size) 12=1046/Mechanical, 21=1040/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1595/0, 3-4=-2618/0, 4-5_ 3095/0, 5-6=-3095/0, 6-7— 3154/0, 7-8=-2654/0, 8.9=-2654/0, 9-10=-1593/0 BOT CHORD 20-21=0/941, 19-20=0/2214, 18.19=0/3095, 17-18=0/3095, 16-17=0/3231, 15-16=0/3011, 14-15=0/3011, 13-14=0/2217, 12-13=0/941 WEBS 2.21=-1367/0, 2.20=0/1000, 3-20=-947/0, 3.19=0/636, 4.19=-805(0, 4-18=-39/290, 10-12=-1369/0,10.13=0/997,9-13=-954/0,9-14=0/652, 7-14=-532/0, 7-16=0/269, 6-16=-257/48, 6-17=-524/224, 5-17_ 138/259 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 109 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 5.9-9 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) All plates are 30 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 sirongbacks, 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) 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- Valrr dodyn panwwron and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 10012015 BEFORE USE. De*jn valkl for use only wllh Mllek®connoctors. Ills design is Ixaed only urym parameters shown, and Is loi an Indivldrrot bulding cornponenl, not o btas system. Before use. Iho Ix&bV designer must verity the opOlcablity of design Ixeaneters and properly Incaporale Ihts design Into the overall btAdbtg doslgn. Docking Indicated b to Ixevenl buciaing of IndMdW Inns web and/or chord members only. Addillonal temloray and pelnxmnl brcrGng MOW Is alwoys rec86ed for stability artd to rxevent collapse wllh possible personal Irµsy arK1 property damage. For general guiclafce negadbV the storago, delivery, erection cuxl Ixaeing of inwas and tnss. ssyslernsoeANSUTPII Quality Crlteft, DSB-89 and SCSI bullding Component 6904 Parke East Blvdfabrlcatlon, Safety Information ovaltable kom truss Flale Instttule. 218 N. Lee Skeet. Sulle 312. AlexaOda. VA 22314. Tampe, FL 33610 Job Truss Truss Type Oty ply Tto467953 TB00S7 FT1S Floor 3 t Job Reference (optional) ouuwre ruc=avur . lorry.. I... wy. r ,.. o . 0.1-e H i 1-4.0 1.Sx3 II 1.Sx3 = 4x6 = 1 2 1T 3 1-8-0 i 1.0-44 1.5x3 11 4 5 6 ID:YPdNv2JXSeH28W 4;v lYgz4GmX-PX611Na6alrAaedllb4yva7KnOAKwWanMbwlxOzkDJR le = 133.9 1.Sx3 11 1.Sx3 II 4x6 = 1.Sx3 = 7 e 9 10 11 3x6 = 4x6 = 1 U3 11 3x8 MT20HS FP = Us = 4x6 = 3x6 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Ven(LL) -0.25 15.17 >915 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert( L) -0.40 15.17 >584 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz( L) 0.07 12 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 109 lb FT = 200,16F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) TOP CHORD Structural wood sheathing directly applied or 5-6.0 oc puffins, except BOT CHORD 20 SP No.1(flat) 'Except' end verticals. 16-21: 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 12=1056/0.3.8, 21=1056/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3-1624/0, 3.4=-2675/0, 4-5=-3178/0, 5-6=-3178/0, 6-7=-3242/0, 7-8=-2710/0, 8.9=-2710/0, 9-10=-1622/0 BOT CHORD 20-21=0/957, 19-20=0/2255, 18-19=0/3178, 17-18=0/3178, 16.17=0/3334, 15-16=0/3334, 14-15=0/3D84, 13-14=0/2259, 12.13=0/955 WEBS 2-21=-1390/0, 2-20=0/1020, 3.20-966/0, 3-19=0/658, 4-19-844/0, 4-18=-34/309, 10.12-1388/0, 10.13=0/1019, 9-13= 975/0, 9.14--0/672, 7-14= 556/0, 7.15=0/272, 6-15=-253/16, 6.17=-484/220 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 30 MT20 unless otherwise indicated. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vadly dodgn paramotere and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rov. 10092015 BEFORE USE. Design vatkl lot use orgy vAlh MllekID connectors. this design Is hosed only upon ryvamelws shown. and Is for an Individual building component. not a Iltns system. Below tse, the btdking designer must vedfy the W lcabllty panaofdesign nelers and properly Incootwote 0flt design Inlo the overall building design. Bracing Indicalod Is to budding of individual truss web and/or chord mentors only. Additional temporary and permanent busting WOWIrevenl is always requlrod for stability and to prevent collapse wllh possible personal Injury and property damage. Fos general guidance tegarding the 6904 Porke East Blvd. fabnlcatlon. storage, delivery. erection and btocing of Irtmes and trim systems soeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampo. FL 33610SafetyInformationavallablefromtrussPlateInstitute, 218 N. lee Street. Sidle 312. Alexandria. VA 22314. Job Truss Truss Type ty Tt0067B54 Taw FT19 Flow 2 1 Job Reference (optional) 0-1-8 H 1-0—I 24 I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-ifg8lwmZfbgl CoC UJIcBRnIVepWJtxaxbPfJTSzkDJO 11-- -8.0 —I P-12.1 ' 15x3 II 1.Sx3 = 4x6 = 1 Sx3 11 3x6 = 3x6 II 4x6 11 1 2 3 4 5 6 7 8 9 10 11 12 Scale. 1:34.8 3x6 = 4x6 = 1.6x3 II US MT20HS FP = 3x6 = 5x6 = l.Sx3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Ven(LL) -0.23 18.19 >990 360 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0,36 18-19 >631 240 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horc(TL) -0.02 12 n/a lVa BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD 1- 12: 20 SP No. 1(flat) BOT CHORD 20 SP No 2(flat) 'Except' BOT CHORD 17-23: 2x4 SP M 31(flat) WEBS 20 SP No.3(flat) REACTIONS. (Ib size) 12=1050/0.3.8, 23=1043/0.7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1601/0, 3-4-2630/0, 4.5=-3111/0, 5-6=-3111/0, 6.7-3176/0, 7.8=-2711/0, 8.9= 2195/0, 9.10-928/0, 10-11— 872/0, 11-12=-92810 BOT CHORD 22-23--0/944, 21-22=0/2223, 20.21=0/3111, 19.20=0/3111, 18.19-0/3254, 17.18-0/3031, 16.17=0/3031, 15-16=0/2711, 14-15=0/1678 WEBS 12-14=0/1322, 2-23-1372/0, 2-22=011004, 3-22-951/0, 3-21=0/640, 4-21=-at 1/0, 4-20=-38r292, 9-14=-1117/0, 9-15=0/790, 8.15-769/0, 8.16=0/358, 7.16=-47610, 7-18= 01271, 6-18=-256/48, 6-19=-537/219, 5-19=-13&1267 PLATES GRIP MT20 244/ 190 MT20HS 187/ 143 Weight: 112 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 5-7-10 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 30 MT20 unless otherwise Indicated. 4) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO. vorlly dodgn peramer" end READ NOTES ON TM AND WCLUDED WTEK REFERANCE PAGE MIF7473 rov. 10932016 BEFORE USE Design vatd to use only with Mllelt® connectors, this design is based only upon rWamoters slow n, and K for an Individual building comroneni. not a Urns system. Beforo use, the budldthg deslgnor must verify Iho atolcabilfy of design parcnnelers and properly Incorporale this design Into the overall building design. Bracho Indicated is to prevonl btickling of Individual truss wob and/or chord members only. Additloncd lemWory and permanent bracing MiTek' Is always required tot stability and to prevenl cdtcpse wllh possl Ae personal V*uy and property damage. for general guldanco regarding the 6904 Parke East Blvd lobrkbatkxn. storago. delivery. erection and txacbng of trusses and Inrss systems seeANSI/TPI I Quality Criteria, DSB-89 and SCSI building Component Safely Information available from puss Plate InstiMe, 218 N. lee Sheet. Sudle 312. Alexandria. VA 22314. Tempo. 1. 3300 Job a Truss Truss Type ty N Tt0467e55 TB00e7 FT20 Floor 1 1 Job Reference (optional) n.__. 7 640 A.., to 9MR rd,Tek rnduent.. rn& P,t P.A 17 IA•AA•12 Pn17 Pnn. 1ounue,e rns,vvu,cr. ,.„rya, rwu, vn7, rrv,rvo awvv - -..r. ._-_._..... ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-LvEWxGmBPvyugynhsO70 ?CiHDgBOTK4gvps&zkDJP 0.1.8 H 4-0 1.10.4 Scale = 1:22.5 1.Sx3 II 1.Sx3 = 1 2 3 4 5 6 7 44 US = 1.5x3 II 1.5x3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) 0.14 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Vert(I-) 0.20 11-12 785 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 8 rVa rlla BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP NO.2(Ilat) TOP CHORD BOT CHORD 20 SP No.1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 14=710/0.7.4, 8=716/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1001/0, 3-4=-1446/0, 4.5— 1442/0, 5-6=-996/O BOT CHORD 13.14--0/620, 12.13=0/1362, 11-12=0/1442, 10.11=0/1442, 9.10=0/1442, 8-9=0/614 WEBS 2.14_ 900/0, 2-13=0/582, 3-13=-552/0, 6-8=-894/0, 6-9=0/583, 5-9=-665/0, 5-10=-8258 PLATES GRIP MT20 244/190 Weight: 75lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6.0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless olherwise indicated. 3) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedpn Perems = and READ NOTES ON THIS AND INCLUDEO MMIC REFERANCE PAGE NO.7473 rev. fOT1=16 BEFORE USE. Design valid for use only with Mllelt® connectors. IT* design Is based orgy upon pmarneters Shawn. and b for an Individual building component. not a buss systern. Before use. The b tAdi ng designer mml vodly the oWlcablly of design parameters and properly Incorporate Nnb design Into The oven", tAAdhg design. Macho Indicated is to prevent bucklingng of Individual (russ wob and/or chord members only. Addltlonal lemporary and permanent bracing M iTek' is always roguirod Tar stabillty and to pnovenl collapse v41h possible persorxrl hpry and goperly damage. ror genial guidance regarding the 6904 Parke East Blvdfabrlcollmstorage, delivery. erection and btoeInp of Inrsses and buss systems weANSI/TPI I Dually criteria, DSB-89 and BCSI SuOding component Tonga. FL 33610SafetyIMormoNonavallablefromTrussRateInstitute, 218 N. too Street. Suite 312. Alexandria. VA 22314. Job Truss puss ype Nly na67956 TB0067 FT21 Floor Girder 1 1 Job Reference (optional) BMW$ FirsiSourCe. Tempe. Plam Cry. Florida 33566 r.e+V 4np, lv NrG MoT.k i'.6—n RD i— Fn FW v .4--cv,. r-T ID:YPdNv2JXSeH2BW IMvoslYgz4GmX-LvEW xGmBPvyugynhs070_?CgW DyvOSZ4gvPs'DvzkDJP 1.4-0 30 = 0.11-0 f - i 1 3x4 II 9 2 3 3x4 = 10 4 30 II Sole = 1.9.9 9w 3x6 = 3x6 = LOADING (psl) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 TCDL 10.0 Lumber DOL 1.00 BC 0.35 BCLL 0.0 Rep Stress Incr NO WB 0.33 BCDL 5.0 Code FBC2014/TP12007 Matnx) 4.4-0 4-4-0 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.01 7 >999 360 MT20 244/190 Vert( L) -0.02 7 >999 240 Horz(TL) 0.01 5 n1a n/a Weight: 29 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 20 SP No.3(flat) SOT CHORD REACTIONS. (Ib/size) 8=983/Mechanical, 5=1379/0-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=489/0, 2.3=-1037/0 BOT CHORD 7.8=0/1037, 6-7=0/1037, 5.6=0/1037 WEBS 2.8=-1360/0, 3.5=-1360/0 Structural wood sheathing directly applied or 4-4-0 oC puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi-rfgid 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 5.8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-950 10=-963 Q WARNING - Verify dedpn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE NIF7173 rev. IOMW IS BEFORE USE. Design valid for use only elm Mllek® convectors. Iris design is based only upon paamoters shown, and Is for an individual bullding component, not a buss syslmn. Before use, Ito building deslgnor must vedN the c>f i ablilly or design parameters and properly incorporate this duslgn Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inns web and/of chord members only. Additional temporary and peimaiont bracing WOW Is always iecA6ed fa slolAlly and to prevent collapxse with pow"o personal kyury and property damage. For general guidance regarding the 6004 Parke East Blvd. kt4catlon. storage, delivery. eieclion and lxachtg or trusses and truss syslems. seeANSI/iPl l Quality Crite4o. DSB-89 and BCSI Building Component Tompa. FL 33610SafetyInformationavaltabtoDomTrussPlateInstitute, 218 N Lee Stroel. Srlte 312, Alexandria, VA 22314. Job russ Truss Type oty ply I T10467057 T80087 F722 Floor t t Job Reference (optional) ouvoers ns,wums. ,—W.. I... „vy, --u --- 0.1.8 H 14-00 1.Sx3 11 1.Sx3 = t 2 ID:YPdNv2JXSeH2BWkHvoslYgz46mni*. ou8cnpAD41R6MtQjefXCyRdGC7xwE3Z8PYLzkDJO 1-6-5 1 Sx3 11 1 Sx3 11 3 4 5 6 Scale= 1:21.9 7 8 4 3x6 = 3x6 = LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.37 BC 047 WB 0.26 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.07 10-11 >999 360 Ven(rL) -0.09 10-11 >999 240 Horz(TL) 0.02 9 n/a rda PLATES GRIP MT20 244/190 Weight: 74 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purfins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(11al) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IUfsize) 14=692/0.7-4, 9=698/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-963/0, 3-4=-1420/0, 4-5=-1420/0, 5-6=-1420/0, 6-7=-96310 BOT CHORD 13-14=0/612, 12-13=0/1286, 11-12=0 1420, 10-11=0/1286, 9-10=0/613 WEBS 2-14=-889/0, 2-13=0/536, 3-13=-494/0, 3-12=-3/367, 7.9— 891/0, 7-10=0/536, 6.10— 494/0, 6-11=-3/367 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this miss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vaq dadyn paramolaa and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MB-7473 rev. 1403W IS BEFORE USE. Doslign valid for use only with MllekS conneclors. lnls design Is tried only upon parameters "wn. and Is for an t divldnal building carnlrrtenl. nor a Inns system. Belote use, the brikiing doslgruer mrnl verity the apolcaUOry of de-slgn pararneles and proprnly btcorporofo this design Into the overall building design. Bracing Indicated Is to prevent trrciding of Individual Inm web aril/or chord members only. Addllllonal lern"M and permanent baring MiTek' is always re%ilted for stolAlly and to prevent collapse with possible personal klkay and property damage. For general guidance regarding the 6904 Parke East Blvdlablcatlmstorage. delivery. erecllon and bracing of tnmes and tuns systems seeANSVFPI I Quality Criteria, DSB-89 and SCSI Building Component Torrpa. FL 33610SafelyInformationavallablefromIn= Rate Institute. 218 N. lee Skeet. Suite 312. Alexandria. VA 22314 Job I ruse Truss Type Oty ty T/0467958 T80087 FT23 Floor 5 1 Job Relereue ttonal ouuums ruwaw,e. ,=nyu, ru,o. —y. 0.1.8 H 111-4-0 11— e-0 4=1; ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-HIMGMyoRxW Cb3Gv J_R9u3OH2T 1 XxsJPNHDuz4nzkDJN le = 1:35.6 1 5x3 11 20 11 1.5x3 11 1.6x3 = 4x6 = 4x6 = 1.5x3 11 30 = 3x4 = 1.5x3 II 30 = 3x6 FP = 30 = 4x6 = 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 24 3x6 = 4x6 = 4x6 = 3x8 MT20HS FP = 3x6 = 30 = 4x6 = 3x6 = 30 = 30 = 25 9R Plate Offsets MY)-- 15.0-1-8 0.0.01 120.0-1-8 Edge], 121.0-1-8 Edge] LOADING(pst) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.D0 TC 0.67 Vert(LL) -0.33 18-20 >740 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(TL) -0.51 18-20 >474 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES W B 0.56 Horz(TL) 0.08 14 We n1a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 115lb FT = 200,19F, I I%E LUMBER- BRACING - TOP CHORD 20 SP M 31(Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6.0-0 Oc puffins, except 10.13: 2x4 SP No.2(flat) end verticals. BOT CHORD 20 SP M 31(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 14-19: 20 SP No. 1(flat) WEBS 2x4 SP No.3(llat) REACTIONS. (lb/size) 23=1110/0-7-4, 14=1110/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1689/0, 3.4=-3138/0, 4-5=-3138/0, 5-6=-3138/0, 6-7= 3647/0, 7.8=-3529/0, 8-9= 3529/0, 9-10= 2865/0, 10-11=-2865/0, 11-12= 1721/0 BOT CHORD 22-23=0/10D4, 21-22=012409, 20-21=0/3138, 19.20=0/3499, 18-19=0/3499, 17-18=0/3685, 16- 17=0/3289,15-16-/2415,14-15=0/1003 WEBS 2-23= 1459/0, 2-22=0/1047, 3-22=-1102/0, 3-21=0/1177, 4-21— 599/0, 12.14_ 1457/0, 12- 15=0/1099, 11-15— 1060/0, 11-16=0/688, 9-16=-648/0, 9-17=0/358, 6-18— 72/320, 6. 20=-979/0, 5-20=0/618 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) ' Semi -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 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedly design parametwo and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE MIF7473 rov. 1410MIS BEFORE USE. Design valkf for use only vAth MllekOconnectors. Inlsdesign S Ixzsed only upon Ixxameters shown. and Is lot an Individual bulldbng component. not a ktas system. Before trse, the btAdb g designer must verity the applk;abllN of design porcxneters and property Incorporate IMs design Into the overall 1xAding design. ®acing Indkated Is to rxevenl Ixlckiing of Individual Inns wob and/or chord members only. Additional lemporary and permanent bracing WOW Is always regt*ed for s")Ully and to proven) collgno wllh possIlAe personal hltiry and property damage. For genial g4danco regarding the 6904 Parke East Blvd. tabrksctbn. storage. delivery, erectlon cxnd bracing of trusses and Buss sysrerns, s ;oANSI/FPI I Quality Criteria, DS11-89 and SCSI BuIlding Component Tempa. FL 33610 safetyInlormoBonGVCSICMeIromIrt= PIOte tnstiluto. 218 N. lee Street. Sulle 312. Alexand4O. VA 22314. Job russ Truss Type tY T10467959 T80087 FT24 Floor 1 1 Job Reference (optional) nV,iV0,6 IYS,JVWGO. Onyo, rwm—Y. r—,—.- 12 0•t-e H { 1.4.0 1 Sx3 11 30 = 1 2 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-HIMGMyoRxW 6b3Gw3_R9u3OH 161 UVsMgNHDuz4nzkDJN 1.7.0 Scale = 1 16.9 30 = 15x3 11 3x4 = 30 11 3 4 5 6 1.Sx3 = I 10 g a 3x4 = 7 RYA = 1_5Y.1 11 3x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.10 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) 0.12 9-10 876 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(TL) 0.02 7 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilal) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 11=734/0-8-0, 7=744/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111/0, 3-4_ 1301/0, 4.5=-1301/0 BOT CHORD 10-11=0/829, 9.10=0/1301, 8-9=0/1301, 7-8-0f776 WEBS 2-11=-1073/0, 2.10=0/381, 3.10— 307/0, 5-7=-1008/0, 5.8=0f717, 4-8= 337/0 3x6 = PLATES GRIP MT20 244/190 9Y Weight: 49lb FT = 20%F, 1 I%E Structural wood sheathing directly applied or 6-0-0 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l.DD, Plate Increase=1.00 Uniform Loads (pit) Vert: 7-11_ 10, 1-6=-160 0 WARNING • Vorffy dealyn param fws and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MIF7073 roV. 1093COI S BEFORE USE Design valki for use only wllh Mllek9 connectors. INs design Is based only upon paanetefs shown. and Is for an Individual building component. not a liras syslem. Before ine. the lxlldlng designer musl verity the oWlcabllty of design Ixsralnelers and proP011Y trncaporate Ihk design into the overall beding design. gating Indicated Is to prevent bucIdi ng of Wh4dual teas web and/or chord members only Additional lernWary arxf pennanenl bracing MiTek' Is always feciulied for slab011y aW to prevent collapse wllh possbie persorxi Injury and property damage. For general guidance tegadt ng the fabrication. storage• delivery. erection and bracing of Inases and tnas systems weANSI/IPI I Quality Criteria. D$6-89 and SCSI aulidlng Component 6904 Parka East Blvd. Safety Ifdormotlon avallabie from Inas Plate institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T10467960 TB0087 F725 Floor 6 1 Job Reference Lionel 12 0•t•6 Fi 1.4.0 1.6x3 11 3x4 = 1 2 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-HIMGMyoRxW Cb3Gw3_RBu3GH 161 UVsMgNHDuz4nzkDJN 1-7-0 3x4 = 1.5x3 11 30 = 3x4 II 3 4 5 6 1.5x3 = I 1 10 9 a 3x4 = 7 3 4 = 1.Sx3 11 3x6 = 3x6 = Scale = 1:16.9 Plate Oilsets (X,Y)-- 13:0-1-8 Edge) 18:0.1-8 Edael LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) -0.10 9-10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(R) -0.12 9-10 >876 240 BCLL 0.0 Rep Stress Incr NO W B 0.34 Horc(TL) 0.02 7 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 49 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No.2(Ilal) end verticals. WEBS 2x4 SP No.3(llal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 11=734/0.8-0, 7=744/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1111/0, 3-4=-1301/0, 4.5=-1301/0 BOT CHORD 10.11=0/829, 9-10=0V1301, 8-9=0/1301, 7-8=0f776 WEBS 2-11=-1073/0,2.10=0/381,3-10=-307/0,5-7=-1008/0,5.8=0f717,4.8=-337/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 7-11=-10, 1.6=-160 A WARNING • Vedly dodpn perm ws and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE MO.7473 rev. IOWMIS BEFORE USE De&Vn va1k1 for use orgy v4th MllelM connectors. this design Is based only upon polamelers shown. and Is lot an Individual building component, not a Inns system. Belom use. the building designer mtnl verify the applicability of design "amelers and pnoperiy Incorporate "* design into the overall oftndiviclual 1russweb, and/or chord members only.ml IngIndicatedIstoeventlaapseirvj andngtAdorce M iTek' ieegardiarycolpreventisalbidwaysruedforstabtyandtoprvvAlhpossiblepersonalInjuryandpropertygenetlorKilrallitthe labricatlom storage. doliveny. erection and bracing of Inmes and Miss systems. weANSIMIt Quality Crilerio, DSB-89 and SCSI Sulldltiq Compononl 6904 Poike East Blvd. Safoty, IMofmallon avalic"o from Truss Plate IuI1Mo. 216 N. Lee Sheet. Sulle 312, Alexandria. VA 22314. Tornpe. FL 33610 Job Truss Truss Type ty T10467961 T80087 FT26 Floor Supported Gable 1 1 Job Reference (optional) D04e015 IU61JDY1G0. 1 W.. rwlll Vur, •N _ .- opt ID:YPdNv2JXSeH2BW kHvoslYgz4Gmx-mUweZlp3igKShOV FY8g7cdgLRR31budW W tdWeDzkDJM Scale - 1:16.9 1 2 3 4 5 6 7 8 17 4e 16 15 14 13 12 11 10 9 30 = 9-0-0 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Ven(LL) n/a Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.03 Vert( L) n/a n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 9 n/a 11111a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 41 lb FT = 20%F, 11%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 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 9-0-0 Ib) - Max Grav All reactions 250lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (Ib) - Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one 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 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9.16=-10, 1-8=-160 WARNING • V#,W doxign paratnotors and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rev. 1=3WIS BEFORE USE Design valkl let use only oAth Mllek79 conneelors. MS design K basecl only upon Ixaameters shown. and 6 for anindividual bubding component, not a truss system Wrote use. the building designer mtni verity the appllcabllty of design prnamelows and ixopewly bncowpgate this design Into the overall building design. Bracing Indicated Is to prevenl tAidding of IndNklual Truss web and/a chord members only. Addlilonal lemporary and permanent bracing WOW 6 always recµlred low statAlly and to rAevenl cotiq>se vAlh poss"a personal injury and r *openy damage. For general guidance regarding the lablicatbn, storage. delivery. etecllon anct bracing of trusses and inrss systems, sr.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information ovallahle from puss Plate Insiltute. 218 N. lee Sheet. Stile 312. Mexandria. VA 22314. Tampa. FL 33610 fuss Truss Type N 710467962ob 80087 HSA Diagonal Hip Girder 1 1 Job Reference (optional) D. CMIMI$ "51bource. 1a11pa. l.Ily. •RrIVa JJDOO vo Ygz----.....-.....___...__. .._. . _. __ IO:YPdNv2JXSeH2B W kHvoslYgz4GmX•6SjXe7sCXlvryInBODKhGIJhX47SezGBeGg9LHIRzkDJH 1.6-0 3.8.10 7.0.2 1-5-0 3.8.10 3.3.8 Scale = 1:16.9 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,66 Verl(LL) 0.09 2-4 926 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Verl(TL) 0.23 2-4 340 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014lfP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=165/Mechanical, 2=308/0.8-2, 4=72/Mechanical Max Horz 2=137(LC 4) Max Uplilt3=-110(LC 8), 2=-124(LC 4) Max Grav3=165(LC 1), 2=308(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=25fl; Cat. II; Exp B; Encl., GCpi=018; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi on the bottom chord In all areas where a rectangle 3-" tall by 2-" 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 110 lb uplift at joint 3 and 124 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 94 lb up at 1.4-15, 84 lb down and 60 lb up at 1.4-15, and 27 lb down and 45 lb up at 4.2.15, and 24 lb down and 31 lb up at 4-2-15 on top chord, and at 1-4-15, and 9 lb down at 4-2-15, and 7 lb down at 4.2.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (lb) Vert: 5=91(F=31, B--60) 8=-3(B) Q WARNING - VarUr design paramstors and READ NOTES ON THIS ANDWCLUDED MrrEK REFERANCE PAGE Afa-U 9 rov. 140MIS BEFORE USE Design valid for use only vAth MI lek® connectors TW design Is Ixrsed only upon paameters shown, and I5 let an individual building component. not a Miss syslem. Below tee, the b t0ding designer mi ist verily the apWlcabllty of design paiainelors and rxopoily llcorporatu this doslgn Into the overall b tAdkV design. bracing lndkaled is to pxovent btici tng of indlvkAxi In=web and/of chord members only. AddllkxxA Iomloiaty and Ixlrrnanent bracing WOW It always tegt/red lot stability and to txevent colgbse wllh possible personal Injury and ixoPeny damage. For genetal guidance regarding the lobilcc lion. slorage. delivery, erecllon and bracing of liusses and in= systems. seeANSI/TPII Quality Criteria, DSB-89 and BCSI Bul ling Component 69W Poika East Blvd. Safety bMormatlon ovallalble from truss Rate ImilNle. 218 N. boo Street. St11e 312, Alexandria, VA 22314. Tampa. FL 33610 Job russ Truss Type oty ply 710467963 T80007 HSB Diagonal HD Girder 2 1 Job Reference (optional) Builders F 116350ufCe. r amPa, tram Lowy. preach Asttor_. ID: YPdNv2JXSeH2BW kHvoslYgz4GmX-6SjXc7sCXMylnBODKhGIJhX7?ShbG8eGg9LHl RzkDJH 1. 1.2 5-5.6 5. 5.6 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In hoc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Verl(LL) 0.04 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Verl(I-) 0.10 2-4 595 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ( lb/slze) 3=143/Mechantcal, 2=297/0-6.4, 4=5 1 /Mechanical Max Horz 2=128(LC 8) Max Uplilt3=-113(LC 8), 2=-80(LC 8) Max Grav3=143(LC 1), 2=297(LC 1), 4=102(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1:17.2 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20%6 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.5.6 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Ops1; h=2511, Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 113 lb uplift at joint 3 and 80 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 120 lb down and 23 lb up at 2-5-3. and 26 lb down and 29 lb up at 2-10.15 on top chord, and at 2-5.3, and at 2-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert, 1.3- 60, 2-4=-20 Q WARNING- Verfy deign parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PACE UP-7473 rev. IM&WIS BEFORE USE De& Vn valid for use only vAth 1011106 Connectors. 11* deslgl Is 1Xzed only upon paaneters shown. and Is for an Individual hulk" comPorenf. rot a buss system. Before rue. the brAlcbV designer mml verify the ctpPllcaL Ity, of de4 n Parameters and properly hcorporafe 9* design Into the overall building design. Bracing Indicated Is to pnevenl brtcldtng of Individual Inns web and/or chord members only. Addillorol temporary and permanent braclrlg MOW Is always required fa stablllly and to prevenl cotlarno wllh pow1ble personal Injury and poperly damage. For general guidance rogadkng the fabrlcatlort storage. delivery. erectlon and bracing of Ines and buss systems, seeANSI/iPI I Quality Criteria, DS!-!9 and SCSI Building Component 6904 Parke East Blvd Safety Information ovaltaMe from bus Plate Iailkile. 218 N. Lee Sleet. Sutle 312. Alexandria. VA22314. Torapa. FL 33610 rush Truss Type N T10467964 ob 00087 H7A Diagonal Hip Grtder 1 1 Job Reference Lionel Btnlaere FndSomce, Torrgo, rtom t ay, rronoo a>,ea yo ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-aeHvgLtglg4cPLzPuPnXru4lHrzC'+UOPur rgtzkDJG 1.5.0 5.0.10 9.10.1 f 5.0.10 4.9-7 Scale = 1:21.1 3x4 = 10.10 4-9.7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Verl(LL) 0.05 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Verl(TL) 0.14 6-7 819 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.48 Horz(TL) 0.02 5 n/a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 4=150/Mechanical, 2=471/0.10.15, 5=296 Mechanical Max Horz 2=88(LC 4) Max Uplitt4=-98(LC 4), 2=-139(LC 4), 5=-46(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1087/238, 8.9=-1070/261, 3-9=-1044/262 BOT CHORD 2-11— 312/1043,11-12=-312/1043,7-12=-312/1043,7-13=-312/1043,6-13=-312/1043 WEBS 3-7=0/275, 3-6=-10731321 Structural wood sheathing directly applied or 5.6-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 98 lb uplift at joint 4, 139 lb uplift at joint 2 and 46 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 70 lb down and 94 lb up at 1.4.15, 70lb down and 94 lb up at 1-4-15, 26 lb down and 34 lb up at 4-2-15, 26 lb down and 34 lb up at 4-2-15, and 55 lb down and 87 lb up at 7-0-14, and 55 lb down and 87 lb up at 7-0-14 on top chord, and at 1.4-15, at 1-4.15, 9 lb down at 4.2.15, 9 lb down at 4-2-15, and 36 lb down at 7-0.14, and 36 lb down at 7-0.14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 2-5=-20 Concentrated Loads (lb) Veil: 8=63(F=31, B=31) 10=-83(F_ 42, B=-42) 13=-36(F=-18, B=-18) 0 WARNING. Vorlly doOgn param ww and READ NOTES ON THIS AND INCLUDED NflEK REFERANCE PAGE Ar0.7473 rsv. IOWW IS BEFORE USE. Design varkd lot use only with KleM conneclas. n* design h Ixssed oriy upon geometers shown. adi Is tot at Indlvid al building component. not a htrss system. Before use, the bitding design of must verify the applicability of design peenelers and properly bd orporot0 IMs design Into the overll buildingdesign Ikoehg Indicated is to pieveni btckling of Individual tons web and/or chard members only AckgOonal lemporay add pefmanent ixocing M iTek' It atwoys i"dted lot stabrity and to prevent collapse with possible personal Infixy and ptoperty damage. For general guidance iegading the tabrk: atkxl, storage. delivery. etecllon and bracing or tomes and truss systems. s0eANSIffPii Quarry Criteria, DSB-89 and SCSI Wliding Componeni 6904 Parke East Blvd. safety Informatton avalrable from trim Rote Institute. 218 N. lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Jobru es russ Type Ply T10167865 TB0087 HJt Diagonal Hip Girder JERY2 t Job Reference (optional) uunaers ruerxorce, Iarrpo. Wont %,ay, moron a.>,00 • v+v. F. .. •••. • •• • . • --.•• •-.. • -v- ID-YPdNv2JXSeH2BWkHvoslYgz4GmX-2grlthuS3 CTOUYcS6lmO6cYRFSsk28Y7TgOMJzkDJF 1-5-0 1.2.2 r 1.5-0 1.2.2 Scale = 1:6.7 20 = r 1.2.2 1-2.2 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Verl(LL) -0.01 4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.01 4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(TL) -0.00 3 Na rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 6lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.2-2 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=19310-8-0, 3= 16/Mechanical Max Horz 2=47(LC 8) Max Uplif12=-140(LC 8), 3=-16(LC 1) Max Grav2=193(LC 1), 3=39(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25tt; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterlor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSVTPI 1. 3) Gable studs spaced at 2.0.0 oc. 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 16 lb uplift at joint 3. 8) 'Semi -rigid pltchbreaks 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.' Q WARNING • Vedly dadgn pererrrotare and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE 1107173 mv. 10932015 BEFORE USE Design valid tot use only with Klek® connectors. INs design Is based orgy upon parameters sttown. and Is lot an Individual building component. not a puss system. Before rise. Iho doslgner must verity the apdicabliy, of design parameters and properly Incorlwtale this design into the overallbull" brAalng design ®acting Indicated Is to prevent buckling of Individual Inns web aril/or chord inambers only. Addlllorwl temporary and perinananl bracing MiTek' h always recitlrod for stability and to prevent collapse wtlh pomble personal kyroy and property damage. For general gull nce regatdktg the 6904 Parka East Blvdfabrication, storage, delivery, erecllon and bracing of trusses and Intl systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610SafetyinformationovallablehorntrussRateInstitute. 218 N. lee Street. Sulte 312, Alexa ndrkx VA 22314. Job rush Truss Type oty Fly T10467966 780087 HJ3 Diagonal Hip Girder 2 1 Job Reference(optional) CUlleere FOWJOVIce, lampa. "V.O {lay, •gnOa Jaa00 ' • v ^Y• •v "•" ^•• •-^ ••••"'-••••"-• •••^ •• • -- • • • ^ -- ^ - - ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-2grl l huS3_CTOUYcS6lmO6cYwFR6k28Y7TgOMJzkDJF 1•t•2 I 3.2.1 1.1.2 32-1 Scale: 1'e 1' 20 = 32.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 VeFt(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stresslncr NO WB 0.00 HOrz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-1 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=66/Mechanical, 2=215/0-6-4, 4=29/Mechanical Max Horz 2=82(LC 8) Max Uplift3=•5B(LC 8), 2=-68(LC 8) Max Grav3=66(LC 1), 2=215(LC 1), 4=57(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind- ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable and zone; 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 58 lb uplift at joint 3 and 68 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 24 lb down and 41 lb up at 3.1-5 on top chord, and 7 lb down at 3-1-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 2.4=-20 Q WARNWO - Verity dedtyn pammefen and READ NOTES ON THIS AND INCLUDED 60TEK REFERANCE PAGE N9.7473 rov. I0V=YS BEFORE USE Design valid for use only with Mllek® connectors. 8ls design Is based only upon pcoarnelers shown, and Is for an Individual buldling component, not a 111153 system. Before Me. 111e Ixd"ng designer mml verify the applicability of design pufamelers and properly hcorpaafo ails design Into the overall building design. Bracing indicated Is to prevent buckting of Individual miss web aril/a chord members only Additbrxd lemporary and permanent braaing WOW h always recl liod fa stability and to prevent collapse vAlh possible personal i niury and propany damage. Fa genetal guidance iel2arding the 6904 Parke East BlvdfatAlcollmstorage. delivery, erection and btocfrng of Innses and fruss systems. WOANSI/1PI I Quality Criteria, DSB-89 and BCSI Building Component Torlpe. FL 33610salaryInformationavailablefromTrussPlateinstitute. 218 N. Lee Sheet, Sulto 312. Alexandria. VA 22314. Job TFUSS IFUSS type 0 ty ply T10167967 TS0087 HJS Diogonol Hip Girder 2 1 Job Reference(optional) Hamer& rastsource. ramps. rrem urry, r10n00 asaoo r o V . v •• ^"•^ • •• • --.. ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-X 1 PgE 1 v4gHXXee7ot>gp;wJ9b1 fh4TVNtM,7ZxumzkDJE 1.5-0 3-8.10 7-0.2 1.5.0 3.8.10 3.3.8 Scale = 1:16 9 30 = 7-0.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) -0.08 2-4 >971 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Ven(TL) -0.22 2-4 >366 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(rL) -0.00 3 rVa n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 24 lb FT = 20%* LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=168/Mechanical, 2=331/0.8.2, 4=73/Mechanlcal Max Hort2=137(LC 4) Max Upllfl3=-107(LC 8), 2=-89(LC 4) Max Grav3=168(LC 1), 2=331(LC 1), 4=118(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=25f1; Cal. If; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate gnp 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 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 89 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 94 lb up at 1-4-15, 72 lb down and 94 lb up at 1-4-15, and 27 lb down and 45 lb up at 4.2.15, and 27 lb down and 45 lb up at 4-2-15 on top chord, and a1 1-4-15. at 1.4-15, and 9 lb down at 4.2.15, and 9lb down at 4.2.15 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) Ven: 1-3=-60, 2.4=-20 Concentrated Loads (Ib) Veil: 5=63(F=31, B=31) Q WARNING - Verify design pemnWov and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M67473 rev. FOOMIS BEFORE USE Design valid for use only Win Milek®corlrlectors. this dell, 6 based only upon p s meters shown, and Is for an IndlvkAlai building cornponerll, not a foss system. Before trse, the Ixildng designer must verify the applk:abllly of design parameters and lxopetty Incaforate this design Into the over" lxdding design. Bracing Indk:aled Is to provent Ixrcldirlg of IndlvkAral inns web and/or chord members only. Additional temporary and permanent brac0ng Welk' is always teauired lot stability and to provent collapse wllh pozl)le personal Injury and plop erly afanage For general guidance regarding the faxxlcalkm slotage. delivery, erection and bracing or Inraes and Inrss systems. seoANSI/IPI I Quality Crlleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Dom truss Plate hstltulo. 218 N. tee Sheet. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type 0 y T10467968 T80087 HJ7 Diagonal Hip Girder 2 1 Job Reference ttonal uuncersrnsrxurce, Tampa. 'W.m ny.rronuoa.>,00 .. r• •--- XlPgElv4--...-_..700q ..--'-5&-- ID:YPdNv2JXSeH28WkHvoslYgz4GmX•X1PgE1v4gHKKee700gp?wJ9eOfhFTOBiM77xumzkOJE r •1 15-0 i i 9.10.1 , 1.5.0 5.1.9 4-0.7 Scale = 1:22 3 u+ n 30 = 3x4 = 5.1.8 1 4-0.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 VBrt(LL) 0.04 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(rL) 0.10 6.7 999 180 BCLL 0.0 Rep Stresslncr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 4=143/Mechanical, 2=47310.8.2, 5=309/Mechanical Max HorZ 2=181(LC 4) Max Uplifl4=•116(LC 4), 2=-134(LC 4), 5=-80(LC 8) 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. FORCES. (lb) - Max. Comp./Max. Ten: - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-722/183, 8.9=-660/200, 3.9= 651/183 BOT CHORD 2-11=-266/649, 11-12=-266/649, 7-12=-266/649, 7-13= 266/649, 6-13=-266/649 WEBS 3.7=0/287,3-6=-704288 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; 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.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 116 lb uplift at joint 4, 134 lb uplift at joint 2 and 80 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 94 lb up at 1.4-15, 72 lb down and 94 lb up at 1-4-15, 27 lb down and 45 lb up at 4-2-15, 27 lb down and 45 lb up at 4-2-15, and 60lb down and 109 lb up at 7-0-14, and 60lb down and 109 lb up at 7-0-14 on top chord, and at 1-4-15, at 1.4.15. 9lb down at 4-2-15, 9 lb down at 4-2-15, and 37 lb down at 7-0-14, and 37 lb down at 7-0.14 on bottom chord. The deslgrt/seleclton of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced)- Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 14=40, 2.5= 20 Concentrated Loads (Ib) Veil: 8=63(F=31, B=31) 10=-92(F— 46, B=-46) 13=-37(F=-19, 8=-19) WARNWO - Vorrly deagn parereelen and READ NOTES ON THIS AND 94CLUDED MREK REFERANCE PAGE M47473 rov. 1093020IS BEFORE USE Design valid for use orgy With Mllek®connectots. Ihk desl®16 based only upon Ixxameters Yawn, and Is lot an Individual txteding component. not a Inns system. Befae uur. Iho Wlding deslgrar mu sl verity the "Icablity, of design parameters and properly Incorporate IW design Into the overall bulldhg design. Bracing IrKlk:alod Is to prevent Iarekling of IndlvtdtKA Inuss web and/or chord members only. Adc011onol lemporary and pennaneni I>tacfrng WOW is always required for stablllly and to prevent co lapse wllh poss911e personal Ir*ry and properly damage. For general guidance reWcllng Ono krtxlcollm storage, delivery. erection and bracing of intssos and buss systems seeANSI/TPI I Cuallty Criteria, 0$8-89 and SCSI Wilding Component 6904 Parke East Blvd. solely IMormatfon available from buss Rate frnslllule. 218 N. Lee Street. Suite 312. Arexandrta. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty 710467969 TBM7 TOl Hip Glider 1 t Job Reference (optional) au,ruersrxslsource.ramps. namcny.rWfovi oso...,-...o.y,..o.....,.....o.,..-....._..._..... ..._.._.__.. -_r_. ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-9Dz2SNw)bbSBGoh ZXKETXiuX32MCxOrbnJVRCzkDJD 1-0-0 2.11.1 5.11.2 7.4.15 , 10-4.15 13.4-0 10.4-0 0-0 2-11-1 I 3 0-0 I 1.5.13 3.0.0 2-I 1 0 0 Scale = 1.26.5 4.15 F,2 4x6 = 4x6 = lot 30 = 3x4 = 30 = 9 N 5.11.2 1.5.* 5.11.2 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.04 7-9 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Verl(TL) 0.10 7-9 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(TL) 0.03 7 We We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 62lb FT = 20°L LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.11-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=783/0-6-0, 7=78310-6-0 Max Horz 2= 58(LC 32) Max Uplift2=-304(LC 8), 7— 302(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1199/498, 3-11— 1158/484, 4-11— 1107/463, 4-12— 1069/464, 5-12=-1069/464, 5.13=-1107/468, 6-13=-1158/488, 6-7=-1199/494 BOT CHORD 2.14— 429/1020, 14.15=-429/1020, 10.15= 429/1020, 10-16=-391/1069, 9-16= 391/1069, 9-17=-375/1020, 17-18=-375/1020, 7-18=-375/1020 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint 2 and 302 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 92 lb up at 5-0-0, 99 lb down and 119 lb up at 5.11-2, 72 lb down and 109 lb up at 6.8.0, 99 lb down and 119 lb up at 7.4-15, and 76 lb down and 92 lb up at 8-4-0, and 44 lb down and 37 lb up at 104-15 on top chord, and at 2.11-1, 27 lb down at 5-0-0, 59 lb down at 5-11-2, 52 lb down at 6-8-0, 59 lb down at 7-4-15, and 27 lb down at 8.4-0, and at 10.4.15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 5.6— 60, 6-8=-60, 2.7=-20 Concentrated Loads (lb) Vert: 4— 77(B) 5>77(B) 10=-29(B) 9=-29(B) 11=-29(B) 12=-67(B) 13=-29(B) 15=-13(B) 16= •26(B) 17=-13(B) Q WARNING • VwW dedgn parsmsters and READ NOTES ON THIS AND INCLUDED MrrEN REFERANCE PAGE M67473 rsv. IO,MWIS BEFORE USE. Dwilgn valid for use only with Mllek® connectots. this design 6 Ixtsed only upon parameters shown, and Is for an Individual Wilding component, not a frtrss system. Before tne. the Ix Aiding designer mtrsl verity the MIAlc lAlly of design paaneters and Ixoperly I ncwt)"ole Ihh design Into the overall btOding design. Bachg Indicated Is to Ixevenl budding of Individual truss web and/or chord members only Additional lempacay and ixtrmanont bxacing Welk' h always required for slabtilly and to ixevenl collapse wllh pom"e persorcilbytry and proporly domoge For genoral guldanco regarding the k" Icallon. storage, dollvery, erection and Ixacing of Ines and truss systems. seeANSi/IPII Quality Criteria. DSO.89 and IICSI Building Component 6904 Parks East Blvd Safety Information ovaltar le from truss pate Instltule. 218 N. lee Skeet. Sulle 312, Alexandria. VA 22314. Tempo, FL 33610 Job I russ Truss Type oty Ply T1o467e7o T80087 702 Common 2 1 I Job Reference(optional) Budder$ r'06150uroa. r OMP8, vranl"y. 1.101ron 3Ybbb•v+v...p.,.sv,v,.n,.wmu.— ... ..—.. .... .. .+.vv.w..... ...y.. I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-TPW OIIwLMva2NGA7FsTOkEz1TMAx02'rpR22zezkDJC 1-0-0 6-0-0 13.4-0 14.4-0 , 1 1 . 01 680 1 6a-0 1 iao 44 = 3x4 = 2x4 If 30 = 6-5-0 13-4-0 a.n_n &A-0 ' LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.06 2.6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Ved(TL) 0.13 2-6 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz( L) 0.01 4 n/a n1a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP NO-2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=588/0-6-0, 4=588/0.6.0 Max Horz2=73(LC 12) Max Uplitt2=-152(LC 12), 4=-152(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-717/266, 3-4=-717/266 BOT CHORD 2.6=-109/555, 4-6=-109/555 WEBS 3-6=0/308 Scale = 1:25 3 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;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 tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 152 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 WARNWO - Vadly do0tim pamnWom and READ NOTES ON THIS ANDWCLUDED MrrEK REFERANCE PAGE A%7473 rev. 140MIS BEFORE USE. Design vall d for use only wllh Mllek® connectors. lids design is based only upon lyzarnelers shown. and Is to an I ndh4dual building component, not a Ouss systorn. Befoe use. the building designer must verity the a1 Acc"lly of design porameters and properly Irworporole m6 design Into the overall L4dlding dosign. HockV IrKBcaled Is to prevent buckling of IncilvkkKd In ss web and/or chord momters only Additional temporary and permanent tracing WOW Is always required for slabblly and to prevenl collapse vAlh posb ie personal Infury and property damage. For general guidance reWding the storage. delivery. ewcflon and broci ng of trusses and Ines systems. sc oANSI/TPl1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Park* East BlvdIabrk:Gfkrn, Safely Information avallable from truss Plate Instllute. 218 N. Lee Sneed. Suite 312, Alexomldo. VA 22314. Torrpo. FL 33610 Job Truss Truss Type ofy y T10467971 TB0087 T03 Common 3 1 Job Reference (optional) 9ulidera l- 11e35ource. r arnpa. Vianh My, f 10110e&Zoo .^r'i v^••^"'-••''-••••' •...'_.. .' '-o" I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-T PW OfrwLMva2tyGA7FaTOkEyITMsxO0?pR22zezkDJC 1-0 0 6.8-0 13.4-0 r 1-0-0 6.8-0 6.8-0 Scale = 1:24.8 4x6 = rg 30 = 20 11 " ' — LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.60 BC 0.48 WB 0.12 Matrix) DEFL. in Ven(LL) 0.07 Ven(TL) -0.16 Horz(TL) 0.02 loc) 1/dell Ud 4.5 >999 240 4-5 >986 180 4 Ma rl/a PLATES GRIP MT20 244/190 Weight: 49lb FT = 20%9 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb(size) 4=517/Mechanical, 2=599/0.6.0 Max Horz2=82(LC 16) Max Uplilt4_ 116(LC 13), 2=-153(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-746/286, 3.4=-742/284 BOT CHORD 2-5=-150/582, 4.5>150/582 WEBS 3-5=0/315 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=4.2pst; BCDL=6.Opsf, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 4) ' This buss 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 116 lb uplift at joint 4 and 153lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • Verfy dedyn param wv and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 611167p3 row. 140MI S BEFORE USE. Design valid log use only with Mlles& connectors. tnls design It based only upon patamelers shown. and Is for on Individual building component not a fit= system. Belorc use. Iho bJldbng designer must verify the aWicablilly of design paramelers and properly bncorporato this design Into tho overall dt ng design. Brachg Indicated Is to prevent buckling of IndWual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always regslrod log slat -Ally and to prevent collapse with possible personal hA+v and property damage. For general gJdance regarding the labrlcatbn. storage. delivery, erection and bracing of trusses arid In= systems, seeANSIMI l Qualify Criteria. DSB-89 and SCSI Building Component 6804 Parke East Blvd. Safely information available from Truss Plate Insllluto. 218 N. lee Street. Srlle 312, Alexarxlrlo. VA 22314. Tampa. FL 33610 Job 1 fuss Truss Type oty Ply 710467972 TB0087 T04 Hip Girder 1 12 Job Reference(optional) ouxoererncrxurce. Iarrpu. •ram—Y...poorou000 ...w;sl ,• - ; •-•--•-^•••-••••--•.•._. ID:YPdNv2JXSeH28WkHvoslYgz4Gmx-t CZIkzDegzck0?IONPAdNsR6gJu8abRVPHraukDJ9 O 3.9.4 7-0-0 12.3.7 17.5.2 22{•14 27.8.9 33.0-0 36.2.12 40-0-0 1.0- 3-8.4 3.2.12 5 3 7 S•1.11 5 1.11 5.1.11 5 3 7 3 2.12 3 9 4 0 Sx6 = 6.00 F12 4 3x8 = 2x4 II 3x6 = 3x8 = 2x4 II Sx8 = 21 22 5 23 24 625 7 26 8 27 28 8 10 Scale = 1:70.4 O 06 = 20 29 30 19 18 31 32 Sx9 — 6x8 = 2x4 II 0 13 i6 17 33 34 35 16 36 37 38 15 14 44 = Sx8 = 2x4 II 7x10 = 4x6 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.41 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Ven(TL) -0.90 16-17 >527 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(fL) 0.16 12 We n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 481 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-4 oc pudins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 9.8.14 oc bracing. 15-19: 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (IWsize) 2=3262/0.6.0, 12=3013/0-6-0 Max Horz 2=77(LC 31) Max Up11112=-963(LC 5), 12=-853(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6482/2012, 3.4-6386/2027, 4-21=-5792/1864, 21-22=-5792/1864, 5-22=-5791/1864, 5-23=-9829/3210, 23-24= 9829/3210, 24.25=-9829/3210, 6.25-9829/3210, 6-7= 9829/3210, 7.26-9829/3210, 8.26-9829/3210, 8.27=-8555/2760, 27-28=-8555/2760, 9-28-8555/2760, 9-10=-8555/2759, 10-11=-5844/1792, 11-12-5964/1792 BOT CHORD 2-20-1777/5683, 20.29=-2749/8551, 29-30=-2749/8551, 19-30=-274918551, 18-19=-2749/8551, 18-31=-2749/8551, 31.32=-2749/8551, 32.33-2749/8551, 17-33=-2749/8551, 17-34=-3205/10089, 34-35=-3205/10089, 16-35=-3205/10089, 16.36-3205110D89, 36-37=-3205/10089, 37-38=-3205/10D89, 1538=-3205/10089, 14-15=-1516/5206,12.14=-1539/5227 WEBS 3-20=-195/271, 4-20=-601/2363, 5.20-3365/1179, 5.18=0/475, 5-17=-516/1577, 6.17-582/416,8-17=-346/104,8-16=0/648,8-15— 1889/670,9-15=-355/235, 10-15=-1399/4046 NOTES- (11) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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 Iront (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2pst; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCPI=0.18, MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' 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 lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 963 lb uplill at joint 2 and 853lb uplift at joint 12. A r%idr6W 0reaks with fixed heels- Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify dedyn pwameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 61II.7473 rov. 1OWMIS 6EFORE USE Design valkf for use only with MllekO conneclom W& design Is based only upon paameters shown- and Is for an hidtvkw Duldhlg component, not a hun system. Before rue. the bxdlding deslgnet must verity tho apolcablilly of design pxxarnoters and property Incorporale this design Into tho overall Ixdldhrg design. ®acing Indicated Is to provent buckling of IndNkluol Inns wet,,) and/or chord members only. AddIllonal lernporary and permanent Ixoclng WOW Is always recabed for stability and to prevenl collapse wllh possible personal hpny and properly damage. For general gMalce regading the 69D4 Perks East Blvd. IabrIcollon, slorage, clellvery. erection cetd bacing of inures and IF= syslems, seeANSI/TPI I Quality CriteAa, DSB-89 and BCSI 8ulidlrlg Component Tempa. FL 33610SafetyInformationavdtablefromTrussRatehxtlMe. 218 N. Lee Sheet, Suite 312, Alexandria. VA 223)4. Job Truss Truss Type 0 N ply T10467972 780087 T04 Hip Girder 1 AL Job Reference(optional) BU110111 F116150=9. r aripa. vient My. hooka J3o00 , .._.. a ..p ........ ..... o......,.,....,,_...._. .... __ .. -_ " - -- - ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-t CZlkzDegzckO')loNPAdNsR6gJu8abRVPHiazzkDJ9 NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 lb down and 140 lb up at 7-0-0, 119 lb down and 140 lb up at 9-0-12, 119 Ib down and l40 Ib up at 11-0-12, 119 lb down and 140 lb up at 13-0.12, 119 lb down and 140 lb up at 15-0-12, 119 lb down and 140 lb up at 17-0-12, 119 lb down and 140 lb up at 19.0.12, 119 lb down and 140 lb up at 21-0.12, and 119 lb down and 140 lb up at 23.0.12, and 119 lb down and 140 lb up at 25.0-12 on top chord, and 343 lb down and 89 lb up at 7.0-0, 86 lb down at 9-0-12, 86 lb down at 11-0-12, 86 lb down at 13-0.12, 86 lb down at 15-0-12, 86 lb down at 17-0-12, 86 lb down at 19.0.12, 86 lb down at 21-0-12, 86 lb down at 23-0-12, and 86 lb down at 25.0.12, and 880 lb down and 300 lb up at 26-7.4 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 60, 4-10=-60, 10.13=-60, 2-12— 20 Concentrated Loads (Ib) Vert: 4=-119(F) 7=-1 19(F) 20=-343(F) 21=-119(F) 22=-1 19(F) 23=-1 19(F) 24=-119(F)25=-119(F)26=-119(F)27=-119(F)28=-119(F) 29=-62(F) 30=-62(F) 31=-62(F) 32=-62(F) 33=-62(F) 34=-62(F) 35=-62(F) 36=-62(F) 37=-62(F) 38=-880(F) Q WARNING - Verify dodyn parameter and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M/F7473 rov. I&MMIS BEFORE USE. Design valkl for use only wtm Wlek® connectors. Inls design is lwved only upon lxnarneters sown. and Is to an h[Il,"al Wding component, not a liras system. Before use. the bxlldn0 des,pnet must verily Iho aPPlkablity at design parameters and properly hcormoto ih6 design Into the over,, building design. Bracing Indk:aled Is to prevent buckling of Individual truss web and/or chard members only. Ad illic 1al temporary and pennanenl bracing MiTek' Is always roquhed for stobillly ar)d to prevent collapse wllh pom ble person, infuay and property dcanage. For general gurklonce regarding me fabrication, storage, dcdlvery. erecilon and broclrlg of bassos card IF= sysloms. seeANSIM11 Ouallly Criteria, DSB-89 and BC51 Building Compononl 6904 Parke East Blvd. Safely Irdamallan ov,lable horn leas Plate Institute, 218 N. Lee Skeet. Suite 312. Alexandria. VA 22314. Tor po. FL 33610 Job Truss Truss Type ly 710467973 T80087 T05 Hip 1 1 Job Reference o lional Builders FhslSource. Tarrpe. Plant Gay. Florin 33566 7.640 S AP, re cvro mneti i., F., r lX3ys , ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-LBmxV4zrP75TMZayM4wPAaPXj4egt5Gak36PzkDJ6 t-0 4.9.4 9-0-0 16.4.9 23.7.7 31-0-0 3S•2.12 4f}0-0 10 1 4.N 4.2.12 7.4.9 7-2.13 7-4.8 4.2.12 4.9.4 Sx6 = 6.00 axe = 3x6 = 20 II Sx8 = 8 Scale = 1:70.7 3x6 = 17 16 15 axe = 4x6 = 2x4 11 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014fTP12007 LUMBER - TOP CHORD 20 SP No.2'Except' 6-8: 20 SP No.1 BOT CHORD 20 SP No.1 'Except' 13-16: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=165510-6-0, 10=1655 0.6.0 Max Horz 2=96(LC 16) Max Upli112=-318(LC 9), 10_ 318(LC 8) 14 13 12 5xe = 3x6 = 30 = CSI. DEFL. in loc) Well Ud PLATES TC 0.99 Ven(LL) -0.2714-15 999 240 MT20 BC 0.86 Ven(TL)-0.7414.15 642 180 WB 0.55 Horz(fL) 0.21 10 We Il/a Matrix) Weight: 202 lb BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. WEBS 1 Row at midpt 5-17, 5-14 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2972/1022, 3.4=-2744/917, 4-5=-2431/873, 5-6=-3377/1186, 6-7=-3377/1186, 7-8=-3377/1186, 8-9=-2744/917, 9.10— 2973 1022 BOT CHORD 2.17=-801/2582, 16-17=-944/3376, 15-16= 944/3376, 14-15=-944/3376, 13-14=-625/2410, 12-13=-62W410, 10.12=-812/2583 WEBS 4-17=-195/866, 5-17=-1194/396, 5.15=0/275, 7-14=-4621282, 8-14=-401/1213, 8-12=0/ 380 NOTES- (8) 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=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrenl 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 318 lb uplift at joint 2 and 318 lb uplift at joint 10. 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.' 2=0 v 3x6 = GRIP 244/ 19D FT = 209e I< 0 V WARNING • Verily dadgn pan~ers and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE 1167173 rev. IM30201S BEFORE USE Design valid for use orgy vAlh 10111ek9 conneclors. Itds design Is based only Moot "ameters shown, and Is for an Individual building component. not a bliss system. Before rise, Iho btdlding doslgner mtrsl verity tho applk:oblity, of design parameters and properly Incorporate this design Into the overall cling design Racing Indicated Is to prevent buckling of Individual Inns wob and/or chord members only. Additional temporary and pennanenl bracing Welk' B always regtdrod for statAlty and to rxevenl collapse with rwssIIlle personal hAW and properly damage. For general gtddanee regarding the 6904 Parka East Blvd fabrication. storage. delivery, erocilon and Lwocbng of inrsses and Ins systems. seeANSUIPI I Quality Criteria, DSB-89 am BCSI Building Component Tempe, FL 33610 Safety Information avallableeomtrussPlateInstitute, 218 N. too Street. Sulte 312. Alexandria, VA 22314. Job Truss Truss Type 0 N T10467974 TS0087 T06 Hip 1 1 Job Reference tional Builders FnslSounee. Tempo. Plant Goy. Florida 33565 7.6io a AP, ,v 20, 6 WiT.k „roue,,,... ,o,.. .,, . e„ ., ...,,a.a. a... , ""' , ID:YPdNv2JXSeH2BW kHvo61Ygz4GmX•LBmxV4zrP75TMZayM4wPAaPfr4twbjak30G6PzkDJB 1-0 5.9 4 11-0.0 17.0: 23.0,0 2940 34.2.12 40-0-0 1.0 O S9.4 S2.12 6 0 0 B 0 0 6-" 52.12 S9 4 1 0 Sx6 = 30 = 5 3x6 = 3x4 = e6 Sx6 7 = Scale = 1:70.7 3x6 = 18 17 ' " 13 12 3x6 = 20 II 4x6 = 3x4 = 3x8 = 20 II US = LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 'Except' 14-16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1655/0.6.0, 10=1655/0-6-0 Max Horz 2=115(LC 12) Max Uplift2— 300(LC 12), 10=-300(LC 13) 4x6 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.47 Vert(LL)-0.2413-15 >999 240 MT20 244/190 BC 0.79 Verl(TL)-0.6713-15 >710 180 WB 0.97 HOrz(TL) 0.20 10 n1a n1a Matrix) Weight: 208lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.6-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3023/1001, 3-4=-2588/903, 4-5= 2267/861, 56=-2810/1010, 6-7=-281011010. 7- 8=-2267/861, 8-9=-2588/903, 9-10=-3023/1001 BOT CHORD 2-18=-777/2608, 17.18=-777/2608, 16.17=-750/2759, 16.19=-750/2759, 19-20=-750/2759, 15- 20=-750/2759, 15-21=-751/2759, 21-22=-751/2759, 14-22=-751/2759, 13. 14=-751/2759,12.13=-787/2608,10-12=-787/2608 WEBS 3-17=-417/253, 4-17=-205/814, 5-17=-770/286, 7-13=-770/286, 8.13=-205/814, 9- 13=417/253 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=4.2pst; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCP60.1e; MWFRS ( envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL0. 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 nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.0psi 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 2 and 300 lb uplift at joint 10. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity, model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING • Vety deagn paremeras and READ NOTES ON THIS AND INCLUDED AUTEK REFERANCE PAGE 11,110-7473 rev. 149302015 BEFORE USE Dedgn valid fa use only with Mllekt9 conneclon. this design Is bawd only upon parameters shown. and is lot an Individual building component, not a truss system. Before, use. the building designer must verily the appBCallilly of cknlgn laramelens and lAolxily Incotporole this doslgn Into the overall btOding design. Bracing Indicated Is to prevent buckling of Individual inns web and/or chord members only. Additional lemporay and permanent bnaeing M iTek' Is always recalled lot slat -Ally and to pnevenl collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. ktbk:otlon. storage, delivery. erecllon and bracing of intsses and in= systems. seeANSI/TMI Ouor ty CriteAa, DSB-09 and SCSI Building Component Taupe. i. 33610 SafetyIMormallonavailablebornTrussPlateInslltute. 218 N. Lee Skeet. Sulle 312, Alexandria VA 22314. Job Truss 1russ type b Tlo4>37975 T80087 TV Hip 2 t Job Reference (optional) Builders Fiitsoulce. 70nDa. Fiord Goy. 1-IN100 33550 , v+v v P. ,. w.v ,...a ...,,,,....... ..... .... ,,.... __ _-.. . _w_ . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-pNKJiO_TARDK-j98woRejoyn U73cYOkzjmpeszkDJ7 1-0 6.9.4 13-0-0 20-" 27-0-033.2.12 40-0.0 1• 0 6-9 4 6.2.12 7-" 7.0 0 6.2.12 6.9.4 -0 I 0 Sx8 = 2x4 11 5x8 = Scale = 1.70.7 3x6 = 16 " 14 13 '- 12 "" 10 3x15 = 2x4 II 4x6 = 3x8 = 30 = 20 li 3x4 = 4x6 = LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grtp DOL 1.25 TC 0.70 Ven(LL) -0.19 13-14 >999 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 080 Ven( L) -0.51 13-14 >934 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.20 8 rVa nta BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 212 lb FT = 2090 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=165510.6-0, 8=1655/0-6-0 Max Horz2=134(LC 12) Max Uplih2— 324(LC 12), 8=-324(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3002/1006, 3-4=-2438/884, 4-5= 2430/955, 5-6=-2430/955, 6-7=-2438/884, 7- 8=-3002/1006 BOT CHORD 2-16=-772/2585, 15-16=-772/2585, 14.15=-772/2585, 14-17— 509/2106, 13-17= 509/2106, 13- 18=-510/2106, 12-18=-510/2106, 11-12=-781/2585, 10.11_ 781/2585, 8- 10=-781 /2585 WEBS 3-16=0/273, 3-14=-560/309, 4-14=56/457, 4-13=-204/572, 5-13=-476/289, 6- 13=-204/572, 6-12=-66/457, 7-12=-560/309, 7-10=0/273 NOTES- ( 8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;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 20.0psi 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 324 lb uplift at joint 8. 7) ` Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • Vanity dedfyn pammelere end READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE N67473 rev. IM30201 S BEFORE USE Deag n valld for use only v4th N91ek®connactors. INs deslgrn 6 Rased only upon patatneters shown, and Is for an Individual building component. not a buss system. Below uso, the Ixlklng dosipner must vodN the appllcaln Nlly ofdeOgparametersand prolxuly Inc0fp0r0b W& design Into the overall bulling design Waeing Indicated Is to proveni budding of IrKJWLKl In=web and/or chord members only. Addlikxtal temporary and permanent tracing MITek' Is always recl<lred lot slabBlly and to prevent collapse wllh pow1ble personal inlrtry and property damage. For general guidance regarding the fabrlC0111M sloage. dciNbusses ery. erection andbracingofandin= systems. soeAN51/IPI I Cuo01y CrIlerb. DSB-89 and SCSI BulWing Component ik 6904 Parks EastBlvdSafety Intormadon ovallable from truss Rate truilMe. 218 N. lee Sheet. Sidle 312. Alexandria. VA 22314 To 33st 0 nVa Job Truss Truss Type tY 710467976 TB0087 T08 Htp 2 1 Job Reference (optional) Builders FustSource. Tompo, Plant Coy, Florida 33566 r env s apt Iv 2016 Mir bit ,nwsmes, MC; n ge . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-IZuhwm?6xILBbtkKUVztF? UvptKuL3JtCNVMBIzkDJ6 1-0 7.0-4 15-0-0 2t}0-0 2"-0 32.2.12 40-0-0 1 7-9.4 7.2.12 5-0-0 5-0.0 7.2.12 7.8-4 -0 6.00 F,2 Sx6 = 3x4 5x6 = 5 6 7 Scale. 1:72.0 3x6 = 17 " 15 14 12 3x6 = 3x8 = 3x8 = 4x6 = 2x4 11 ry 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Verl(LL) -0.37 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.85 14-15 >557 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.19 10 n/a rl/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 210 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.2 Except' BOT CHORD Rigid ceiling directly applied or 6.5.0 oc bracing. 13.16: 2x4 SP No.1 WEBS 1 Row at midpt 3-15, 6-15, 6.14, 9-14 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1655/0.6-0, 10=1655/0.6-0 Max Horz 2— 153(LC 13) Max Uplift2=-345(LC 12), 10=-345(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2966/1012, 3-4=.2295/829, 4-5= 2184/853, 5-6=-1965/831, 6-7=-1965/831, 7.8=-2184/853,8-9=-2295/829,9-10=-2966/1012 BOT CHORD 2-17=-769/2549, 16-17=-769/2549, 15-16=-769/2549, 15-18=-498/2061, 18-19=-498/2061, 14-19_ 498/2061, 13-14=-776/2549, 12-13= 776/2549, 10.12= 776/2549 WEBS 3-17=0/301, 3-15=-682/380, 5-15=-155/650, 6-15=-324/l78, 6-14=-324/178, 7-14=-155/650, 9-14=-682/380, 9-12=0/301 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.Ops1; h=251h Cat. II; Exp B; Encl., GCPI=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurTent with any other live loads. 5) ' 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345 lb uplift at joint 2 and 345 lb uplift at joint 10. 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. Varlty design parameters and READ NOTES ON THIS AND WCEUDED M7EK REFERANCE PAGE 1110.703 rev. 10930201S BEFORE USE Design valid lot use orgy vAth I011100 connectors. Ills design S based only upon parameters shown, and Is rot an Individual building component, not a buss system. Before use, the bdtdng designer mint verity the appk:abllly of design parameters and properly heouwiale this design Into the ovordl building design. Biachg IrxHcated Is to prevent Ixreklhlg of Individual truss web and/or chord members only. Addlttonal bempwrary and permanent lmochlg WOW It always ieciuked Ior stability and to prevent collalm wlbh possible p ersonat IMtay and properly damage. For general gtddalce regarding the fabrication. storage, delivery. erection and traclrlg of trusses at'id lnrss systems, sec-ANSVTPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety brdarmallon ovdldNe horn truss Rate Institute, 218 N. Leo Street, Stlte 312. Alexandria. VA 22314 Tempo. Ft. 33610 Job Truss Truss Type ty 710467977 T80087 TOO Root Special 1 1 Job Reference Clonal Builders FrnsiSource, Tampa. Plarit City. Florida 33566 7.640 s Ap, nr, 2016 Mi ek mc, r v yv . ID.YPdNv2JXSeH2BWkHvoslYgzaGmX•mmR4760ki2T2D1JX 1 DU6oD16yHhn40z10t FN1kzkDJ5 1- 7.2.4 13-t0-0 16.8.0 21.5-0 29.0-0 34-2.12 40.00 1-0 0 7.2.4 6-77:2 2•tO0 4-8.0 7.7.0 52-12 5-9.4 -0 6.00 FI2 3X6 = 18 20 II 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 FBC20141TP12007 LUMBER - TOP CHORD 20 SP No.2 'Except' 6-8: 2x4 SP No.1 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib size) 2=1655/0.6-0, 10=1655/0.6.0 Max Horz2-142(LC 17) Max Upllll2=-333(LC 12), 10=-451(LC 13) SX6 = 16 , 15 13 12 4X6 = US = 30 = 3X8 = 20 II 4X6 = Scale a 1:73.3 3X5 = CSI. DEFL. in hoc) Well Ud PLATES GRIP TC 0.73 Vert(LL)-0.2415-16 999 240 MT20 244/190 BC 0.85 Ven(TL)-0.6515.16 727 180 W B 0.68 Horz(TL) 0.21 10 n/a rUa Matrix) Weight: 214 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purilns. BOT CHORD Rigid ceiling directly applied or 6.6.4 oc bracing. WEBS 1 Row at midpt 6.16, 7.13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2988/1015, 3.4-2385/859, 4-5=-2284/882, 5.6=-2295/903, 6-7-2852/1073, 7-8=-2270/880, 8-9= 2588/922, 9-10-3022/1013 BOT CHORD 2-18=-7772572, 17-18=-777/2572, 16-17=-7772572, 16-19=-7552713, 19-20=-755(2713, 15-20=-7552713, 15-21=-783/2852, 14-21=-7832852, 13-14— 7832852, 12.13>7982607, 10-12=-7982607 WEBS 3-18= 0287, 3-16=-626/336, 5-16=-594/1741, 6-16=-1473684, 6-15-121/332, 7-13=-737243, 8.13=-182/764, 9-13-414242 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCp1=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;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 psf bottom chord live load nonconcunent 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-" tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0pst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2 and 451 lb uplift at joint 10. 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 - yedly dodpn pwanWare and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE MA7473 rev. 1003W IS BEFORE USE Design valid for use only vAlh Mllek® connectors. INs design Is based only upDn P'-yameters shown, and Is for on IndMdual building component. not a frtus system. Beloro rue. the btAldtrnp designer mttsl verity the aWlcoblity of design paameters and Ixopoily trnconpoialo Ih6 design into the overall IxAdt ng design. Bracing Indicated Is to Ixevenl brcMing of In dk4duol truss web and/cm chord members only. Addlilrmal tomporary and pornnanenl Ixactng MiTek' Is always iecluhed Ion stabiiily and to prevent collapse with possible personal enh'y and piorxM damage. rot general guidance negadlng Ono 6004 Park* East Blvd.lalxiccIllm storage• ck.INery. eiectkrn and bracing of trusses and tntss systems, seeANSI/TPl1 Quality Crlledo, DS549 and BCSI Building Component Mellon Tempo. FL 33610 safety ovallabxe fromMussPlateIns11Me. 218 N lee Sbeel. Sulle 312. Alexandrkx VA 22314. Job Fuss Truss Type ty ply T,ow7e7e TB0087 Tto Roof Special 1 t Job Reference (optional) cunoere i-vsisource, r arrpa. rrem %,ay. nano aa000 o+ • w• • • ••• • ^ - - ----. w- . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•Ey9SLS1MTMbvrBtiW C OaGih08poiAlh TFBzkDJ4 1- 7.2.4 13.10-0 te-8-0 24.10-0 31-0-0 35.2-12 40.0-0 1-0 7.2.4 6.7.12 4.10-0 6.2-0 6.2-0 4.2-12 US = 6.00 FIT Scale = 1:73.3 3x6 = " I. " 15 14 — 12 US = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 3x4 = SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 REACTIONS. (Ib/slze) 2=1655/0.6-0, 10=1655/0-6.0 Max Horz2=142(LC 12) Max Uplih2=-333(LC 12), 10=-451(LC 13) 4x6 = Sx8 = 20 II 06 = US = CSI. DEFL. in loc) Well Ud PLATES GRIP TC 0,80 Verl(LL) -0.4215-17 999 240 MT20 244/190 BC 0.77 Verl(rL)-1.0115.17 467 180 WB 0.97 Horz(TL) 0.19 10 We We Matrix) Weight: 205 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-4-6 oc bracing. WEBS 1 Row at midpt 5-15, 7-12 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2969/1028, 3-4=-2775/1025, 4.5— 2758/1050, 5-6=-3973/1480, 6-7=-3437/1235, 7. 8=-2422/892, 8-9=-2738/940, 9-10= 2974/1049 BOT CHORD 2-17— 790/2557, 16-17=-511/2019, 16.18=-511/2019, 15-18=-511/2019, 14-15=-955/3266, 13. 14_ 955/3266, 12-13=-955(3266, 10-12=-836/2586 WEBS 3-17— 377/332, 5-17-228/674, 5-15= 875/2548, 6.15=-2040/847, 7.15= 75/346, 7- 12=-1058/386, 8-12=-233/910 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=6.0ps1; h=25ft; Cat. 11; Exp B; Encl., GCpi=018; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber D01-- 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 = IO.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333lb uplift at joint 2 and 451 lb uplift at joint 10. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A wARNw6 • vedy dodpn parommtms and READ NOTES oN TNIS AND INCLUDED WTEN REFERANCE PAGE 1111117473 rov. faV30015 BEFORE USE DeAp valkl for use only wilh MllekO connectors. INs design Is Ixised only ur»rn parameters shown. and Is lot an YxlNkMd building component, not o ktiss syslern. More use, the Ix/Idhg deslgrxti must verify the a 3:11cabilly of dosIgn Ixeamelors and popeily Incopoate this design Into Iho overall dusign. macs Indicalod Is to Ixtcldktg Individual trim web and/or chord members only. Additional lemporaiy and permanent Ucrjng WOW buildingngpreventofIt always iepr6od for slobltly and to prevent collaM with poss011e personal Wary and property damage. For general 94dance regarding the 6904 Poike East Blvd. labolcallon, sloctge. delivery. erection and bracing of triunes and Iniss systems. seeANSI/TPi1 Quality Criteria, DS11-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavallable, troin lit= Plate Institute. 218 N. Lee Sneel. St41e 312, Alexandilia VA 22314. o Truss fuss ype y 710467979 TBo067 711 Root Special Glider 1 2 1 Job Reference (optional) Builders HISISoeiae. Terrlpe. FUrd city. NORM 33555 un: r oqv a - io cv.a rnrn , y, cc cv,., ......... ...,....4. ..-. I D:YPdNv2JXSeH2BW kHvoslYgz4GmX•B9sHXIeOyDsNxhnJApF2nFOLkzZahOnAX4HW 2TzIJuR it 40 7.2.4 13.140 20-8.0 26.740 33.40 , 36.2,12 + 40.40 47-40 1.40 7.2.4 6.7.12 6.10.0 6.2.0 6.2.0 3.2.12 3.9.4 Scale a 1:70.3 Sx6 = 6.00 12 20 11 Sx8 = Sx8 = 20 II 700 = 06 = 4x10 MT20HS = 7.2.4 13-10 0 248-0 26.10.0 33-0 0 40.40 7.9.d 6.7 12 6.1&0 6.2-0 6.2-0 _ 7-0-0 Plate Offsets (X Y)-- 16:0.5.8 0-3-41 18:0.6.0 0.2-81 110:0.3-12 0-1-11 114 0-5.0 0-4.81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.35 14-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.91 Vert(rL) 0.84 14.15 564 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.17 10 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 473 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except' 6-8: 20 SP M 31 BOT CHORD 2x6 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=249010-6.0 (min. 0-1-8), 10=3769/0-6-0 (min.0-2-4) Max Horz 2=142(LC 31) Max Uplift 2=-592(LC 8), 10_ 1107(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at micipt 6-16 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-4834/1092, 3.4=-4273/1095, 4-5_ 4259/1120, 5-6=-4265/1083, 6-7=-10484M34, 7-19=-10484/2934, 19-20= 10484/2934, 8-20- 10484/2934, 8-9- 7561/2198, 9-10=-7609/2222 BOT CHORD 2-18=-998/4222, 17-18=.998/4222, 16-17=-998/4222, 15.16_ 2345 9374, 14-15=-2340/9374,14-21=-1837/6780,13-21=-1837/6780,13-22=-1837/6780, 22.23=-1837/6780, 12.23=-1837/6780, 10-12=-189316670 WEBS 3-18=0/265, 3.16=-579/327, 5.16=-793/3330, 6-16=-6319/1834, 6-14=-935(1457, 7-14=-498/363, 8-14=-1059/4249,8-12=-20/752,9-12=-185/267 NOTES- (13) 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc, Except member 7-14 20 - 1 row at 0-7-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7.10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.opsl; h=25ft; Cal. II; Exp B; Encl., GCpl=0.18: MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 buss to bearing plate capable of withstanding 592 lb uplift at joint 2 and 1107 lb uplift at joint 10. 11) 'Semi -rigid pitchbreaks with lixed 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) 159 lb down and 140 lb up at 28.11.4, and 159 lb down and 140 lb up a1 30-11.4, and 273 lb down and 259 lb up at 33-0.0 on top chord, and 2068 lb down and 534 lb up at 27-2-12, 86 lb down at 28-11.4, and 85 to down at 30-11.4, and 343 iD down and as iD up al 32-11-4 on oolwm chum. 0 WARNING . Vaffy dWpn panurietwe end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1611 MIS BEFORE USE. Design valid for use only wllh lv91ekO connectors. this design is based only up»n parameters shown, and Is for an Indlvkkxd building component, not a trtin system. Befofe tile. Iho IxOdng designer must verify the clWicc Ify of design prnaneters and property IncoipoiOle this design Into the overall txdldng design. Bracing Mi sled is io pevenl bucldfrng of IndivkAid Iniss web and/oi chord members only Addllorial lemporay and permanent bracing WOW Is always iec8ilred for stability and to prevent collapse with possible personal InPsy and property damage. For general gtildance iegadng Brie falxlcc lkxn, storage. cloilvery. rnecllon aril biockng of misses and Iniss systorns. soo-ANSI/FPI I Quality Cdterto. DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information availabie from leas Rate Institute. 218 N Loe Street, Sudle 312. Alexandria. VA 22314. Temps. FL 33610 Job I russ Truss Type y 710467979 T800B7 711I Root Special Glider 1 2 Jab Reference (optional) owisers Ffrsisouree. Tampa, Prani Gay, Fglrae 33566 nun: r.oau a ry ru zvw ""; r vry a n i ee evo mn nn , rouanroa, nm, mv„ rev ev--v . ID.YPdNv2JXSeH2BWkHvoslYgz4 mX•fMOfkef2jX_EYrMVkWmHJSxWUNvpOTWlkl3bvzj5 O 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 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-60, 5-6=-60, 6.8-60. 8-11=-60, 2-10=-20 Concentrated Loads (Ib) Vert: 8=-177(B) 12-343(B) 19=-119(B) 20-119(B) 21=-2068(B) 22=-62(B) 23=-62(B) WARNWO • Vertly design pammeters and READ NOTES ON THM AND WCLUDED MITEK REFERANCE CAGE MA7173 rev. IGOM15 BEFORE USE. Deslgn vdki la use only with MllekA conneclors. Ihis desIgn is lamed orgy upon paameles shown, and h fof an trxlNI" tAAdtng component, nol a miss system Belore tse. the bxNdng designer must vedty tho applicability of design pwameles and properly lncaporale Ih6 design Into the overall btddhtg design. Bracing Indicated Is to prevenl nuciding of httllvIclual Bliss web an d/a chord members only. Addltbnal temporary and permanent bradng MOW Is always ragUrod for stability and to pfevenl collapse vAlh p oulble personal hukay and pioperty damage. For general guldaoe iegadng the fabrk:atlon, stoicrge. delivery, eroction trod bxaclny of trusses and truss systems. seeANSI/IPII Quality Criteria. DSO-89 and SCSI Building Component rk6901Parks East Blvd. Safety Information available from huss Plate Institute. 218 N. lee Sheel. Sudte 312. Alexandria. VA 22314. To mpo• 3ast0 o rues TrUSS Type Oty Ply T10467980 T80087 Tt2 Hip 1 tI Job Reference(optional) tlulydere Yrr61bource. I arapa. Vlanr Ply. NOOOO JJ*ae r v%v a ray. . v cv.v m., vn " -11ea..... r I r vv .. .+.vv.w .... ...ro . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-AL7Cm72c7zrd4 U 151L1 pOrtg?VIW HoUT6_TaK3zkDJ2 1-0-0 6.9.4 13." 14.8-0 20.10.12 27.2.0 1 0.01 6.9.4 6.2.12 1 1.8.0 6 2.12 t 6-3-4 4x6 = 4x6 = 3x4 = ' c ' Sx6 It 2x4 11 30 =3x4 = 30 = 20 II Scale a 1:50.2 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Ven(LL) -0.10 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Ven( L) -0.25 11.12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-14 oc punins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or B-0-13 oc bracing. WEBS 20 SP No.3 WEDGE Right: 20 SP No.3 REACTIONS. (Ib/size) 2=1151/0.6.0, 7=1072/Mechanical Max Horz2=142(LC 12) Max Upl1112=-271(LC 12). 7=-230(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1928/673, 3-4- 1332/545, 4-5=-1112/545, 5-6=-1331/545, 6-7=-1890/662 BOT CHORD 2.12=-506/1636, 11-12=-506/1636, 10-11=-226/1112, 9-10=-226 1112, 8.9=-493/1588, 7-8=-493/1588 WEBS 3.12=0/288, 3-11=-636/320, 4-11 =- 1031351, 5-9- 99/346, 6.9=-589/305, 6-8-0/280 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpi=0.18,, MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 230 lb uplift at joint 7. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vady dadirn parameters and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE NIF7473 rev. lA'D3401S BEFORE USE Design valid for use only wpm Wlek®conneClors. Ihts design Is based only upon parameters shown, and h for an k dlvkArd tAdding componenl, nol o tups system. Before use, the building designer must verily the aWIcabllly of design paranelers and Ixoperly ktcoWAxote this design Into the overall building dosign. 9acfrng Indicated h to txrckli ng of Individual lnrss web and/or chord members orgy. Additional temporary and permanent bating MiTek' prevent Is always regrLed for stability and to prevent collarxe wllh possible personal k*ay and properly darnage. For general guidance regarding the 6904 Parke East Blvd. lobrk;oll m, storage, delivery, erection and txacing of trusses and Inrs systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Torrpa. FL 33610SafetyinformationavailablefromtrussPlateinstitute. 218 N. Lee Street. Sulle 312, Alexorxdria VA 22314. Job Truss Truss Type Qty ply T10467881 TB0087 713 Hip 1 1 Job Reference (optional) aelyders Fustsource. Iempa, nam wy. Fronaa auoo •-v -vr ,. sw .... r... ••... • •• • v • -5 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-AL7Cm72c7zrd4U 15jL 1 pOrfhMVmZHs8T6_TaK3zkDJ2 t-0-0 5-9.4 11-0.2 16.8-0 21.10.12 27.2.0 t•0 0 5.9.4 5.2-12 5.8-0 S-2.12 5.3.4 Sx8 = 4x6 = Scale = 1:48.5 3x4 = 1z I o o Sx6 = 20 it 3x4 = 30 - US = 20 11 3x12 fdT20HS II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Velt(LL) -0.07 11 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 ven(TL) -0.20 9.11 >999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz( L) 0.09 7 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 140lb FT = 200% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10.3 oc puffins. SOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 8.1-7 oc bracing. WEBS 20 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb(size) 2=1151/0.6.0, 7=1072/Mechanical Max Horz2=123(LC 16) Max Uplift2- 254(LC 12), 7=-212(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1958/668, 3.4=-1486/571, 4.5_ 1259/557, 5-6=-1475/567, 6-7=-1909/656 BOT CHORD 2.12_ 513/1668, 11-12=-513/1668, 10-11=-290/1269, 9-10=-290y1269, 8-9=497/1607, 7-8=-497/1607 WEBS 3-11= 469/256, 4-11=-58/380, 5.9=-52/367, 6-9=-416/241 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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable and zone and C-C Exterior(2) zone;C-C for members and forces r3 MWFRS for reactions shown: Lumber DOL=1.60 plate grip D01--1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 2 and 212 lb uplift at joint 7. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' WARNING • Verify dodyn pararnetov and READ NOTES ON T7p5 AND INCLUDED Mf7EK REFERANCE CAGE M67173 r4v. 1047=15 BEFORE USE Design valid fa use only with tvtlek® connectors. INs design 6 based orgy upon parameters stnown. and Is for an Indlvkktal building component, not a huss system. Before use. the bulking designer mml verify the applIcabilty of design parameters orKt properly Incorporate this design Into the overall building design. Doctrhg Indicated Is to I"venl Iurckling of IWIvid al inns web and/or chord members only Addllkxnal ernporary and p etmonent bracing WOW Is always ied9ired for stability and to prevent collapse vAlh poss9uo personal Inittry and property damage For general guidance regad Ing the fdtblk;allorr, sloraye, delivery, ereclion arKf baci g of trusses and truss systems. soeANSi/TPI I Quality Criteria. DS8.89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Luss Rate Inslltute. 218 N. Lee Sheet. Sulle 312. Mexandda. VA 22314 Tempe. FL 33610 Job Truss Truss Type ry 710467982 T80087 T14 Hip 1 1 Job Reference (optional) UUrraere PUMOUFCV. rorrpo, 'W. ay. rrorwa oaaoo Y.-,..._ - eXh._.....--_...__...._... _ .. ....__ __ -- ID:YPdNv2JXSeH2BW kHvoslYgz4GmX•eXhazT3EmHzUiecIG2Y2y3Cspu1 TOJMcLeD7sW zkDJ 1 1.0-0 4.8.4 9-0-0 13.10.0 18-0.0 22.10.12 27.2-0 1-0 0 4.9.4 4.2.12 4-10.0 a-10 0 4-2-t2 4-3 a 4x6 = 30 = 06 = Scale. 1:49.2 3x6 = I = Sx6 3x6 3x8 = 3xe = 3x12 MT20HS I I 9.0.0 18-0.0 1 27-2-0 r 9-0-0 1 9-0-0 8-" Plate Offsets MY)-- 18.0-0.0 0-2.61 18.0.3-4 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.13 2-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.38 9.11 847 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(fL) 0.09 8 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb(size) 2=1151/0-6-0, 8=1072/Mechanical Max Horz2=104(LC 12) Max Uplilt2=-233(LC 12), 8=-191(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1924/695, 3.4=-1658/574, 4-5=-1439/559, 5-6=-1416/554, 6-7=-1632/569, 7.8=-1854/673 BOT CHORD 2-11- 546/1662, 10-11=-434/1591, 9-10-434/1591, 8.9-519/1578 WEBS 3-11=-2731238, 4-11=-90/476, 5-11=-300/178, 5-9=-328/179, 6-9=-88/465 Structural wood sheathing directly applied or 3.11-2 oc puffins. Rigid ceiling directly applied or 7-10.7 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsi: h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1. 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed Ior a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 2 and 191 lb uplift at joint 8. 9) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 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.' A WARNING . Vorlly deOgn poremotom and READ NOTES ON THIS ANOWCLUDED AVIT K REFERANCE PAGE MB-7473 rov. IM31016 BEFORE USE Design valki for use orgy Win Mllek® connectors. Thin design Is based only upon paaneters Yawn. and Is lot an htllviUxil Wilding component. not o truss system Before use. the b tlking deslgncr minl verily the applicability of design pmaneters and properly incorporate this design Into the over,, b u ld,ng design. Bracing Indicated Is to prevent brrciding of Individual truss web and/or chord mombers only. Additional temporary and peimanenl bracing MiTe k' is always required for sbb6lly and to prevent collapse wllh possible pefsonal b*Iry and property damage. For genoml guidance rogardbng the fatAcallm storage. dolivery, erection and bracing of trusses and Inns systems. seeANSI/1P11 Quality Crlledo, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Wormation oval,able from truss Pate institute. 218 N. lee Street, Su,le 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type b T104671if13 TWW TIS Root Special Goder t t Job Reference (optional) e0a0ere r aerlaurce. romps, 'a. wty,rro roa ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-61FzAp4sXb5LKoBUgm3HVGIQIIV RldgmalyhOyzkDJO 1-0-0 5.6 4 10.4-0 13.8-0 17.0.4 20 8-0 23.10.12 27.2-0 t'O SS 4 4-10-12 3.4-0 3.4-4 3.7n2 3.2-t2 3.3-4 Scale. 1:48.6 4x6 = 3x6 = to w 5x6 _ 20 11 3x8 = 6x8 3x4 = 6x8 = LOADING (psi) 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) -0.14 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert( L) -0.35 11.13 >915 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.07 9 n/a rlla BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.8.14 oc purtins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 9=2278/0.6-0, 2=149210-6.0 Max Horz2=118(LC 8) Max Uplift9=-653(LC 9), 2=-355(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2714/591, 3-4=-2320/605, 4-5=-2284/592, 5-6=-3592/1029, 6.7=-3583/1076, 7-8=-3981/1151, 8-9— 3952/1168 BOT CHORD 2-14=-552/2350, 13-14=-552/2350, 12-13=-786/3370, 11-12-786/3370, 10.11=-876/3592, 10-15=-953/3343, 9-15=-953/3343 WEBS 3.13-406/232, 4-13-428/1756, 5-13-1959/649, 5-11=-214/423, 6.11=-274/269, 6-10=-560/409, 7-10=-393/1554, 8-10=-961255 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of tniss to bearing plate capable of withstanding 653 lb uplift at joint 9 and 355 lb uplift at joint 2. 7) Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1235 lb down and 379 lb up at 20-8.12, and 327 lb down and 128 lb up at 22.7.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pig) Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7.9=-60, 2-9=-20 Continued on Dane 2 Q WARNING - V." doOgn paramotera and READ NOTES ON THIS AND WCLUDED MrTEK REFERANCE PAGE 1110-7473 MY. 1400Y1015 BEFORE USE. Design vdkf lot use only with Mllek®conneclors. This desIM Is based only upon pararnelers shown. and Is fa an Individual building component, not a buss syslcm. Before use, the building designer mtnl vedfy the c"Acabllty of design paiamelers and properly Incorporate this design Into the overall IxOding design. Badng trtdicated Is to prevenl buciaing of WJividual Isuss web and/or chord members only. Adalllortd temporary and petmanent bracing WOW Is always regtJred for stability and to prevent collgxe wllh possible personal Injury and properly damage. For general guidance regarding the fatxk;allon, slotago. delivery, erection dmd lAocba of busses aril miss system& swANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Solely Information ovaliable front buss Mate Institute. 218 N. Lee Street, Sulle 312. Alexandria. VA 22314. Tempo. FL 33610 Job TFUss ruse Type N ply Tt0967B83 TB0087 715 Rod Spal Girderen 1 1 Job Reference (optional) t)tI'MM-! Dnn.7 tlwoers rrraraource. Tempe. r.em —Y. r wDu aa000 . _ _ _ . _ _ _ _ - ID:YPdNv2JXSeH2BW kHvoslYgz4 GmX-61FzAp4sXb5LKoBUgm3HVGIQINRIdemalyhOyzkDJO LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10— 1235(B) 15=-327(B) WARNING . Vedy doOgn pemrWws and READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE M -7473 rev. IM302016 BEFORE USE Design valk7 for use only w11h Mllek® conneclors. Itds design Is based orgy upon pxnamelers shown, and Is for an Individual building component, not o truss systom. Before use, the buMng designer musl verily the applicability of design pceameters and txoWly Incorporate this design Into the over,, building design ®acing Indicated Is to prevent budding of Irdtvldud Irus web cirri/of chord members only. Addllbnal lempotary and permanent bracing MiTek' is always iecRLed for slablllly and to prevent collapse with Possible personal injury and IroperlY damage. For general gtldanco regarding the fabrbatbn. slorago, delivery. oroclion and lraolng of Inures and inrss systems. seeANSIPPI I Cua,ly Criteria. DS11-89 and 6CSI Building Component 6904 Parke East Blvd. Safety information awillablo horn kus plate institute. 218 N. Lee Seel, SJIe 312. AlexarWrlo. VA 22314. Tompo. FL 33610 ruse Truss Type oty Ply 710467984 780087 T16 Common 3 1 Job Reference(optional) Beldere F 116150erCe. Tampa. Pram any. vionan j4mti ..._„_..P. ._.._._..... _.. ...___...__. ..._ ... __ ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-61FzAp4sXb5LkoBUgm3HVGkiniSilovmalyhO akDJO 10.4.0 15-2.12 20.8-0 0-0 5.5-4 4-10.12 4-10.12 55.4 Scale = 1:36.8 4x6 = 1 11 a 8 8 7 3x4 = 3x4 c 30 = 30 = 30 = 7-0.13 13.7.3 20.8.0 7-0.13 6-0.5 7-0.13 LOADING(pst) SPACING- 2-0-0 CSL DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Veri(LL) 0.07 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Veri(I-) 0,20 6-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 HOrz(R) 0.04 6 n/a rda BCDL 10.0 Code FBC2014JTP12007 Matrix) Weight: 93lb FT = 20%, LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No-2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 6=812/Mechanical, 2=891/0-6-0 Max Horz2=117(LC 12) Max Uplilt6=-181(LC 13), 2=-218(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3- 1396/512, 3.4- 1229/509, 4-5=-1256/521, 5-6=-1415/527 BOT CHORD 2.9=-379/1178, 8-9= 167/799, 7-8=-167/799, 6-7=-397/1219 WEBS 4-7=-173/494, 5-7= 314/260, 4-9=-153/454, 3-9=-285/245 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-5 oc pudins. BOT CHORD Rigid calling directly applied or 9.2-1 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=25fl; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-64) tall by 2.0.0 wide will tit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 6 and 218 lb uplift at joint 2. 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 - VmUy doalpn pammatom and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M07473 rev. IM302015 BEFORE USE. Design valid for use only vAlh Mllek® conneclors. It& design is based orgy upon parameters shown. and Is rot an IndMcklal building component, not a hus system. Before use, the building designer mint verity the applka fAly of design parameters and psopnty hcorporato this design Into the overall Additional temporary and permanent bracing MiTe k' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only is always re%dred for sk7b0ily and to prevent collapse wllh possible personal k*xy and pope ly damage. Fax general guidance regarding the rabrlcallm storage. delivery erection and bracing of misses and truss systems seeANSVM I Quality Criteria, 0$8-89 and 6CSh Building Component 6904 Parke East Blvd. solely Information avdlablo ban truss Plale Institute. 218 N Lee Sheet. Sulle 312, Alexandria, VA 22314. Tempo. FL 33610 Job Truss Truss Type oty Ply 710467986 TBOo87 T17 Root Special 2 1 Job Reference (optional) aullaers FlrslJOalce. lallpe. heal tiny. Igllaa uJJoo . . oslYg ,. .... __ .. . . __ __ __ p _ o_ _ ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-avpL094 VIuDCxymgOTbW 1 UHFrioPUFSvpyiEwOzkDJ? 1-0-0 5.5.4 10.4-0 15.2.12 20.8-0 , 21.8-0 1 r 1.00 5.5.4 f 4.10.12 4-10.12 5.5.4 1-0-0 Scale = 1:38.0 4x6 = Io 3x4 = 3x4 = 3x4 = q = 30 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrP12007 CSI. TC 0.27 BC 0.45 WB 0.17 Matrix-M) DEFL. in Vert(LL) -0.05 Verl(TL) -0.15 Horz(TL) 0.04 loc) Well Ud 8.10 >999 240 8-10 >999 180 6 We n1a PLATES GRIP MT20 244/190 Weight: 95 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.13 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.10-4 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=887/0.6.0, 6=887/0-6-0 Max Horz2=-108(LC 17) Max Upfill2=-216(LC 12), 6=-216(LC 13) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1359/509, 3-4- 1202/503, 4-5=-1202/503, 5.6=-1359/508 BOT CHORD 2-10=-354/1160, 9.10=-144/781, 8-9=-144/781, 6-8=-356/1160 WEBS 4-8=-152/444, 5.8=-289/246, 4-10_ 153/444, 3.10=-289/246 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 B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-" 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 216 lb uplift a1 joint 2 and 216 lb uplift at joint 6. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verily dosign jawamofere and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11111167,173 rev. 1003,2016 BEFORE USE Design valid for use only with tAlek9 connectots. 8tls design Is Iced only upon tymcimelers shown. and Is lab an bxllNdual building component, not a ut= system. Before tag. the bxiding designer must verily the appllcabllN of design paramelem and properly Incorporate IhB design Into the overdl b8dklg design. aacing Indicated Is to prevent buckling of IrxlNkdtxi truss web and/or chord members only. Add illond temporary and permanenl bxocbV WOW Is always req4ed for slab811y and to prevent collgne with possUe personal Inllry and properly damage. For gonerd gtddalce regarding the kibricatlon. slorogo. dellvery. erection arid bracing of misses and Ines systems, seeANSI/FPI I Quality Criteria. OSS.89 and SCSI Wilding Component 6904 Parke East Blvd Safety Information ovalloble from Truss Plate Insitiule. 218 N. Lee Street. Suite 312. Nexandlo. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty ry 710467086 T80087 718 Hip 1 l Job Reference (optional) Budder8 Fusib*uice. Iam pa, Plant tiny, Pleads JJDea i—v o -,. ,= & ^•••.^ •••.•mw. •••• v_ . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-36NjbV573CL2Z6LtyB61ahpOn68FDiC3lcRnTgzkDJ_ 1 0 0 4.9.4 8-0-0 11.8.0 I 15.10.12 F 20.8-0 _ 21.8-0 , 1-0-0 4.9-4 4-2.12 2-8.0 4.2.12 4.9.4 1.0-0 Scale = 1.37.9 5x6 = Sx6 = 3x4 = 3x4 = 3x4 = 3x4 = 30 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Ven(LL) -0.10 9-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(rL) -0.20 9-11 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.04 7 n/a rl/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 92 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 9.6.13 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib size) 2=887/0-6-0, 7=887/0-6-0 Max Horz 2=96(LC 16) Max Uplift2=-207(LC 12), 7=-207(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1390/523, 3.4=-1196/466, 4-5=-880/424, 5-6_ 1196/466, 6.7=-1390/523 BOT CHORD 2-11=-376/1195, 10-11=-182/880, 10-18=-182/880, 9-18_-182/880, 7-9=-378/1195 WEBS 3-11=-285/227, 4-11=-86/360, 5-9=-86/360, 6-9=-285/227 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=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpI=0.18, MW FRS (envelope) gable end zone and C-C Extedor(2) zone;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.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.0psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 207 lb uplift at joint 2 and 207 lb uplift at joint 7. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI'TPI 1 as referenced by the building code.' Q WARNWG - Vally dedirn pommefen end READ NOTES ON THIS AND WCLUDEO MREK REFERANCE PAGEW7473 rev. IM0016 BEFORE USE Design valki lor use only wilh Mllek® eonndctors. this design is based only up^.n paaneters shown. and Is for on Individual b lding component. not a buss system. Before use. the btdldng designer must verity the applk;ablily of design marneters and Ixopedy Incorporate this design into the overall building design. Bracing tnd scaled Is to proveni buckling of IndNkfual tniss web and/or chord members only. Additional lemporary and permanent bracing WOW It always regUled lot stability and to prevent collapse wllh possible personal "aril properly damage. For general guidance legacling the fabrk:atkxn, storage. delivery, erection cxxf bating of trusses and truss systems. seeANSI/1PII Ouaily Criteria, DSB-89 and BCSI Building Component ik6904Parks East Blvd. safety Information available from truss Plate Institute. 218 N. lee Street. Srlte 312, Alexandria, VA 22314, To 336t0rVa Job I russ Truss Type ty T10467987 TB0087 T19 Hip 1 1 Job Reference(optional) uuiioers Yrtsibource. Tampa. riam uxy. viorioo i-tbto ,.vw a ^V' iv cv'o ^°,. ^• „ ^' , • • vv " " • • Y I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-36NjbV573CL2Z6LtyB6lahpK169kDjn3le RnTgzkDJ_ 1- 0 7-" 13.8.0 20.8-0 , 21.8.0 1. 7-" 6.8-0 7-" 1-0-0 Sx8 = 4x6 = Scale = 1:37.9 2x4 II 3x4 = 3x4 = 3x6 = 3x6 = LOADING (pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CS1. TC 0.66 BC 0.44 WB 0.10 Matrix-M) DEFL. in Verl(LL) -0.04 Verl(TL) -0.13 Horc(rL) 0.04 loc) Wall Ud 9-12 >999 240 9.12 >999 180 5 We We PLATES GRIP MT20 244/190 Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc puffins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 2=887/0-6-0, 5=887/0-6-0 Max Harz 2=77(LC 12) Max Upllft2=-188(LC 12), 5=-189(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1247/389, 3-4=-1038/406, 4-5_ 1247/388 BOT CHORD 2-9=-216/1032, 8-9=-213/1038, 7-8=-213/1038, 5.7_ 216/1032 WEBS 3-9=0/263,4-7=0/264 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=6.0psf; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 188 lb uplift at joint 2 and 189 lb uplift at joint 5. 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- verily design parameters and READ NOTES ON THIS AND INCLUDED MIEK REFERANCE PAGE M9.7473 ray. I&V3 lS BEFORE USE. Design valid for use only vAm Mllek®connectas. 1Ns design Is based only upon ixnarneters slnovrn. and is fa an IndhAduat brrBding component. not wtabusssystemBeforerise, the building designer must verily the applicability of design pxxometers and property Incorporate this design Into the overall buildingdesign. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addlllond temporaryand Wmarlenl uiactng WOW pievent 6alwoys requited for stabillty, and to prevent collapse vAlh possible personal"and properly damage. For general guidance regarding the fobilcoWn, storage, delivery; erection and Ixocling of Irises and truss systems, seeANSI/iW 1 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parka East Blvd. Safety Information ovdtable from truss Plate Institute. 218 N. tee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 p I. Truss Type b ply T10467988 700087 IT20 HIP GIRDER 1 A2 Job Reference krona Budder$ FiTSISOUICe, Torlpo. IYrord body, Homo 33bbb , • > ^,, . cv,v ,•,,,•^ ^. V vvvw. •••Z e- . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-Xlw5pr61pWTvBGw3Vud_7vMeEW U9y6_CGGBL_HzkDlz 10 o s-0-0 10.4-0 16.8-0 20.8-0 21.8-0 1-0-0 s-0-0 0.0 5.4-0 5-0.0 Scale = 1:37.9 s%8 = 20 11 Sx8 = 6.00 12 3x4 = 2x4 II 3x8 = 4x6 = 20 II 3x4 LOADING (psl) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.20 BC 0.50 W B 0.23 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) 0,07 10-11 >999 240 Vert(R) -0.16 10-11 >999 180 Horz(TL) 0.03 6 n/a n1a PLATES GRIP MT20 244/190 Weight: 219lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1429/0.6-0, 6=1130/0.6.0 Max Horz 2=58(LC 31) Max Uplilt2=-379(LC 8), 6= 259(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2830/838, 3-4= 2826/855, 4-5=-2826/855, 5-6=-2051/533 BOT CHORD 2.11_ 72312478, 11-16- 727/2518, 10.16- 727/2518, 9-10=-416 1794, 8-9=-416/1794, 6-8=-420/1786 WEBS 3-11=-94/691, 3-10=-331/484, 4-10=-357/221, 5-10=-448/1217 NOTES- (11) 1) 2-ply truss to be connected together with 1 Off (0.131'xX) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 20 - 1 row at D-9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 379 lb uplift at joint 2 and 259 lb uplift at joint 6 9) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sulticient to support concentrated load(s) 197 lb down and 226 lb up at 5.0.0 on top chord, and 114 lb down at 5-0-0, and 566 lb down and 205 lb up at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on a e 2 Q WARNING - VorW dodyn pamnWore and READ NOTES ON THIS AND INCLUDED MREK REFERANCE CAGE M67473 rev. IMMIS BEFORE USE. DcnlM valkl for use only vAth Mllek® conneclors this design It based orgy upon paamelers shown, and Is for an Individual building cornponenl, not a burs; system. Bcloro arse. the building designer must verify The oppllcabllfy, of design paametom and Property hcorporato this design Into the overall building design. Racing Indicated Is to p revoni buckling of Individual miss web aril/or chord members only. Ac"llonai temporary and permanent bracing WOW Is always regrlred for stability and to prevent collapse wish possible personal V*NY and Property damage. For general gtldatce regarding Ire labikbatlon. storage. delivery, erection and bracing of Inrsses and miss systems. seeANSI/TPII eua0fy Criteria. DSB-89 and BCSI Building Component 6904 Porke East Blvd. Safety information ovaliable from buss Plate InstlMe. 218 N. Lee Sheet. Srdte 312, Alexandria. VA 22314. Tampa. 1. 33610 Job Truss Truss Type ty Y T10467988 7800e7 T20 HIP GIRDER t e 2 Job Reference (optional) Builders Fssxsource. I8"Po. rwr" Gey. Flarwo'S=S bo • v • ^v •• •^ ^••••^ • -•••• •^ •• •• • • .-- ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-Xlw5pr6lpW TvBGW3Vud_7vMcE W Uey6_CGGBL_HzkDlz LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-3=-60, 3.5=-60, 5-7=-60, 2.6_ 20 Concentrated Loads (lb) Vert: 3=-150(B)11=-70(B)16= 566(B) Q WARNkVG - Varlfy dattgn param*two and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE Mll-7473 rev. 10N30015 BEFORE USE. Design vaild for use only wllh MRek® corvtrrcIW s. This design Is based ordy upon parameters shown, and Is for on Individual building component, not a Inns system. Before use, the lxikflng designer must verily the aWicabllty, of design parameters and tropeuty Incotroate this design Into the overall building design. ®acing Indicated Is to prevent buckling of Individual Ifuuss web and/of chord members only. Additional lempmary and permanent bracing M iTek' Is always required for slabillly and to prevent collapse with possible peusondd k*uy and prolattty danage For general guidance regarding the 6904 Pork* East Blvdfabrication, storage. delivery. erecllon and bracing of trusses and muss systerns, seeANSIMI I Quality Criteria. DSB-89 and IICSI Building Component Terrpe. FL 33610SafetyInformationovdklMohomMussPlatoInslllute, 218 N. bee Street. Su lle 312. Alexandria. VA 22314. Job Truss russ ype b ply 710467989 TB0087 T21 Common 2 t Job Reference (optional) Builders F rrd5ource. l empa. Flom Gay. Fralde;x.,bbb r.ova..y..ocv.v..^.v+,.,"rov...T... .... o_.. ._......_. _ ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-?UUT087NapbmoPVF3c8D16vhGvgChd;L.VwwuW...._i.zkDly 1-0.0 6-10-0 138.0 r 1-0-0 i 6.10-0 + 6.10-0 Scale = 1:25.4 4x6 = g 30 = 20 II ^' - LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.63 BC 0.51 WB 0.12 Matrix) DEFL. in Verl(LL) 0.08 Verl(fL) -0.17 Horz(TL) 0.02 loc) Well Ud 4.5 >999 240 4-5 >921 180 4 n/a We PLATES GRIP MT20 244/190 Weight: 50lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.10.14 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=531/MechaniCal, 2=613/0-6-0 Max Horz 2=83(LC 16) Max Upliit4=-119(LC 13), 2- 156(LC 12) FORCES. (lb) - Max CompdMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 766/291, 3.4_ 762288 BOT CHORD 2-5=-152/598, 4-5=-152/598 WEBS 3-5=0/323 NOTES- (8) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpt=0.18; MW FRS (envelope) gable end zone and C-C Exteiior(2) zone;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 vide 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 119 lb uplift at joint 4 and 156 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vanity dedirn panmotsn and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PACE 410.7473 rov. 10413MIS BEFORE USE DeAp valky for use only wUh MI lek®connectas. this design Is based only upxn parameters shown. and 1s for an IndMd al building component. not a pros system. Before one, the bulic g designer must verity the applicability of design paameters and property incorporate this design into the overall s only. Additional temrary and permanent L _11`1gIxAldingdesign. Bating Indicated Is to pievonl buckling of individual Inca web and/or chord meinbertemporary WOW Is always iequIred lot stability and to prevenl collapse with possBlle personal inkaY and property damage. ror general guidance regardifng the fabrication, storage. delivery. erection and biacfrng of trues and Inia systems, sueANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Polka East Blvd. Safety Information ovdidple from truss Rote Insflfute, 218 N. lee Street. Suite 312, Alexandria. VA 22314. Tampa. i. 33610 Job Truss Truss Type oty Ply T10467990 TBDO87 T22 Common 4 1 Job Reference(optional) 13miders Fnr6350111CB, t ampa. Front Gay. I.1011da 3;At/a ro.v.Ap ,e cv,u m, vw nrvusn ve.. ,,. „ r- ,. .+ ao.+. cv.. . oyv , ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-'?UUT0B7NapbmoPVF3c8Df6vhwgGhdxLVwwuWlzkDly 1.0-0 6.10-0 _ 13.8-0 , 14.8-0 , 1-0-0 6.10-0 I 6.10-0 1-0-0 Scale = 1:25.9 06 = ld 3x4 = 2x4 II 3x4 = 6.10-0 6.10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.07 2.6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Verl(TL) 0.15 2.6 999 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.12 HOrz(TL) 0.02 4 Ma rVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 51 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=604/0.3.8, 4=604/0-3-8 Max Horz 2=75(LC 12) Max Uplift2=-153(LC 12), 4=-153(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-759/281, 3.4=-759/281 BOT CHORD 2-6=-122/593, 4.6_ 122/593 WEBS 3.6=0/322 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.1-12 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=4.2psl; BCDL=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 153 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vedly dodpn peramotwo and READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGE MA-7R3 rev. IM"OIS BEFORE USE. Design valid for use only Win MIIek9 connectors. this design Is based only upon geometers shown, and Is lot an IndivlcNal building component. not wtatrusssystem. Before use. the building designer must verity the alAAlcablilN of design Maine lers and proi>eily Incog>oratu this design Into the overall building design. ®acting Indicated Is to breatng of Individual truss wet> and/or chord members only. Additional temporary and permanent bracing Welk' prevent It always required for stability and to prevent collaime vAlh r>ossMe personal Infury and property damage. For general gu ldanco regarding the 6904 Parke East Blvd. lolxicallon, storage, delivery• erecllon and bracing of Inrssos and trim systems, soeANSI/TPll Overtly Criteria, DSB-89 and BCSI Building Component Tampa. FL 33610SafetyInformationavailablefromInnsPlateInstitute. 218 N. Lee Street. Sidle 312, Alexandria. VA 22314. Job Truss rush ype 710467991 TBOD87 T23 Common Supported Gable t t Job Reference (optional) buoaers r a615ource. r errrpa, rrant t ay, rmeaa iJoo ..,.-v o..r•••••••••••••, ..•. __.. ._.__'_ _o_. I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-Th2sE W 87L7kdOZ3SdJISCKRzmJHX05OVlagS2BzkOIx 1.0 0 6.10.0 l 13-8.0 + 14 r 1-0-0 6.10-0 6.10.0 Scale = 1:25.7 4x6 = g 30 = r' - " „ — 3x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.07 Verl(LL) 0.00 8 Nr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(fL) 0,00 9 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 a Na Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 62 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0. Ib) - Max Horz 2=75(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid telling directly applied or 10.0.0 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=2511, Cat. II; Exp B, Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerlor(2) zone;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 ANSVTPI 1. 4) All plates are 2x4 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 lit 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, 8, 13, 14, 11, 10. 10) Beveled plate or shim required to provide full bearing surface with miss chord at joint(s) 2, 8. 11) 'Semi -rigid pllchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' Q WARNING - Va ly design paramotas and READ NOTES ON MIS AND INCLUDED NIIEK REFERANCE PAGE MII.7173 rev. IM302016 BEFORE USE. Design valid for use only vAlh Mllek® conneclors. Inls design Is based only upon parameters sdlown. and Is for an Individual building component, not a miss system. Before use. the L ANding designer must verily the aWlcobllly of design p iamelers and poperly heaporale it* design Inlo the overall Lxgalng design. Bocing trxilcated Is to pevenl buckling of IrxNvldual truss web and/or chord members only Additional lemp Fary and pennanenf txocing WOW is always regrlied for stability and to pevenl collapse wtlh pie personal kytay and popeny damage For generalgrldance F800rd1 g the kfbrkallon. storogo, delivery. erecllon and biackg of inrsses arw trusssysterns, seeANSI/LPI I Quality Criteria. 0$8-69 and BCSI Bullding Componanl 6904 Parka East Blvd. Safety Information available from Truss Rate Inslilule, 218 N. Lee Street. Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job I ruse Iruss type Qty Ply 710467992 T80087 T24 Monooich Girder 1 1 Job Reference (optional) t3u409141 Fuslsource. norrrpo. rnonr t ny, n nonoo lace ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-xicERs8d6RsU2)eeB1AhkX 3nIO8eYGe E`P`bczkDlw S-0-0 5-0-0 Scale = 1:17.3 3x4 = 20 11 S-0-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0,44 Vefl(LL) -0.05 1-3 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(rL) -0.12 1-3 >458 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc pudins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.1.8 oc bracing. REACTIONS. (Ib/size) 1=805/0-6-0, 3=586/Mechanical Max Horz 1=105(LC 8) Max Uplift 1 =- 1 85(LC 8), 3=-185(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone; 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 tot 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 100 lb uplilt at joint(s) except qt=lb) 1=185, 3=185. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 137 lb up at 1-0.12, and 511 lb down and 139 lb up at 3.0.12 on bottom chord. The desigiVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60, 1-3=-20 Concentrated Loads (lb) Vert' 4_ 513(B)5=-511(B) Q WARNWO - vertly dedgn paremetora and READ NOTES ON THIS AND WCLUDEO MREK REFERANCE PAGE MIF7473 rev. 10,03101S BEFORE USE Design valid to use only Win MllekS connectors. Inls design is based only upon parameters srwvm, and Is for an MNldtal holding component. not EFatrinessystemBefore, tree, the LANdng designer mtal vortN the g4AIcablity of design pcaarmeters and Iroponly Incorporate 81k design into the overall bx6ding design. Biocblg Indicated Is to prevent btrcldhV of lnd Wtral truss web and/or chard members only. Additional temporary and permanent bracing WOW Is always neWied got slat -Ally and to prevent collapse vAlh possible personal llpay onxd property dainage. For general gtAdalce regarding the 6904 Parke East Blvdfabrkatbn, storage, delivery, erection and hraclrlg of Imssas and truss systems. seeANSI/IPII Quality Criteria, OS8-89 and SCSI Building Component Tarrpa. FL 33610SafetyInformationavailableIranbussWaleInstitute. 218 N. lee Street. Stile 312. Alexandria. VA 22314. Job Truss Truss Type ty 710467993 T80087 T25 Hell Hip Girder t t Job Reference (optional) BUltdere FVBI50enCe, larrga. Yram Gny, 1-101100 33555 ..v.v a ny, - cv, v m ew ,.,. ... ^"y^ ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-xtcE Rs8d6RstJ2jeeEl 1 AhkX_541Sw9PBeyEP'?bczkDlw 3-0.8 j 6.10.8 7.&0 3.8.8 3.2-0 o-1.8 20 11 3 3x4 = J1O n 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Veil(LL) 0.02 1-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Veil(TL) 0,06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=1642/0.8.0, 4=1255/Mechanical Max Harz 1=149(LC 8) Max Upliltl=-376(LC 8), 4=-359(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1856/393 BOT CHORD 1-6=-454/1615, 6-7=-454/1615, 5-7=-454/1615, 5-8=-454/1615, 4-8=-454/1615 WEBS 2-5=-318/1537, 2-4=-1840/515 Scale = 1:22.3 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20%* Structural wood sheathing directly applied or 4.0.11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-Second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will 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 100 lb uplift at joint(s) except Ot=lb) 1=376, 4=359. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 792 lb down and 201 lb up at 1-0-12. and 792 lb down and 201 lb up at 3.0-12, and 792 lb down and 201 lb up at 5.0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Verl: 1.3=-60, 1-4=-20 Concentrated Loads (lb) Veil: 6=-792(F) 7=-792(F) 8=-792(F) WARNING- Verily daWffn parameter and READ NOTES ON TN1S AND INCLUDED NREK REFERANCE PAGE NO.7473 rev. 100302015 BEFORE USE Design vatkl for use only with Mllek® connectors. this design Is based only upon paamolws shown. and Is for an Individual building component. not a truss system. Before use. the building designer mint verity Iho applicability of design pmarnelws and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent b uclding of Individual Inns web and/or chord members only. Additional lemporary and permanent bracing M iTek' b always required for stablllly and to prevent collapse with possible personal IrtIW and property damage. Fa general guidance regarding the 6904 Perk* East Blvd. krbrlcatbn, storage, delivery. woclton (m d bracing of Incases and Ines systemz soc-ANSI/1P11 Quality Criteria, DSB-69 and 11CSI 11ul11ding C0mp0nenl Tampa. FL 33610SafetyIrdormallonavdlablefromTrussPlateInstitute, 218 N. Lee Sheet, Sudle 312. Alexandria, VA 22314. Job Truss truss type 0 IYly 710467994 T80087 T26 HOB Hip Girder 1 1 Job Reference (optional) Builders Firslsomce. Iango, ream ti4y. Fgndo 3abbb env, ,ir. rn rvv .. ,,. yv ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-P3AceC9Ftk_LfiDgkkhwHIXG37vEu ooBu9Y72zkDly t-0-0 5-0-0 I 7.0-0 1 0 0 5.0-0 2-" 5x8 = 3 20 = 30 = Scale = 1,17.4 5-0-0 2.0-0 Plate Offsets MY)-- 13.0-6.0 0.2-81 LOADING(psl) SPACING- 2-0.0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Verl(LL) 0.02 2.6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Veil(rL) 0.04 2-6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.11 HOrz(rL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 34 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib size) 5=355/Mechanlcal, 2=38810-8-0 Max Harz 2=130(LC 8) Max Uplift5=-97(LC 8), 2=-108(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-339/45 WEBS 3-6=0/301, 3-5— 416/135 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- (10) 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., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (p=lb) 2=108. 7) 'Semi -rigid plichbreaks with fixed heels' Member end lixity 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) 71 lb down and 114 lb up at 5.0-0 on top chord, and 119 lb down at 5-0-0 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 1) Dead + Fool Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3=-60, 3.4=-60, 2-5=-20 Concentrated Loads (Ib) Veil: 6=-71 (B) 3=-71 (B) Q WARNING - Verify doetyn paramotore and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE GAGE AM 7473 rvv. IGOMIS BEFORE USE. Design valkf Ion use only vAlh WIek® connectors. this design b basod only upon parameters shown. and Is for an kyJlvkAKd holding conponenl, not a Inns system. Below use, the building cbslgnei must verity the appllcabBlty of design paamelers and properly Incoitorote this design Into the overall building design Bracbng Indicated Is to prevent buckling of IrKJWLKA Ines web and/o chord members only. Additional temporary and preirnanent brocing WOW is dwoys required to sId7011y and to prevent collapse wllh possUe persorwl Inllry and property damage. Foi general guidance iegardng the 6904 Parke East Blvd. labrkolkxn. stooge, delivery, erection and tmaeing of fnlssees and Irus systems. seeANSI/IPI I Qualify Crllwb. DSB-89 and SCSI Building Component Tampa. FL 33610SafetyInformationovdtdAefromlnmF1aleInstitute. 218 N. Lee Street. Sulle 312, Alexanddo. VA 22314 Job Tfuss Iniss type 0 b b T1a67ees T00087 T27 Monopoch Grader 1 1 Job Reference (optional) Budded; F11e15oulee. lonpo. Prom Goy, F101108 33555 7o.v a np, is evi o 8".. ., .ov • • -- yo ID-YPdNv2JXSeH2BWkHvoslYgz4GmX-P3AceC9Ftk_LftDgkkhwHIXG17tOupioit Y72zkDly 3.7.8 _7-" r 3.7-8 3.4.8 3x4 = axe 11 4x6 _ LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lrP12007 CSI. TC 0.30 BC 0.37 WB 0.77 Matrix) DEFL. in Vert(LL) -0.03 Ven(TL) -0.06 Horz(fL) 0.01 roc) Well Ud 1-5 >999 240 1.5 >999 180 4 n/a n1a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.6.15 oc puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib size) 1=1599/0.6-0, 4=208WMechanieal Max Horz 1=149(LC 8) Max Upfilll=-311(LC 8), 4=-514(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2422/458 BOT CHORD 1-6=-51212119, 5-6=-512/2119, 5-7=-512/2119, 7.8_ 512/2119, 4.8=-512/2119 WEBS 2-5=-366/2021, 2-4=-2382/574 NOTES- (10) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=251t; Cat. II; Exp B; Encl., GCpi=O 18; MW FRS (envelope) gable end zone; 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 metal plate or equivalent at bearing(s) 4 to support reaction shown. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=lb) 1=311, 4=514. 7) 'Semi -rigid pltchbreaks 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) 1052 lb down and 211 lb up at 2-0.12, and 1052 lb down and 232 lb up at 4-0-12, and 1055 lb down and 248 lb up at 6.0-12 on bottom chord. The deslgn/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 1-4= 20 Concentrated Loads (Ib) Vert:6=-1052(F)7_ 1052(F)8=-1055(F) Q WARNING - Vortry, dostpn pwamofors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE UP-7473 rov. IMMIS BEFORE USE. Design valid lot use only veth W iekO connectors. this design Is based only upon pcoomelers sfown. and Is to an hdNkk" building component. not a htas syslem. Below use. the txdlc&V designer must verily the applIcabillN of design parameters and property hcorpofate ItK design Into the overt, btRdhg design. ®aehg IndIcaled is to prevent buckling of Individual Inrss web and/or chord members only. Additional lemporary and permanent bracing MiTek' Is always tequlred lot slabllily, and to pfevenl collapse wtlh pess"a personal " ancl property damage. rot genefal guidance regatcIng We tabfk:alkxt, sloKrge, delivery. erecilon and bating of inrsses and Inns systems, soeANSI/TPI I Quality Crlterto, DSS-89 and SCSI Building Component 6904 Polke East Blvd. Safety Information ovdiable hen huts Plate institute. 218 N Lee Sheel. Sidle 312. Alexandda. VA 22314 Tempo. FL 33610 Job Truss Truss Type oty Ply 710467996 T80087 728 Monop4ch Girder t t Job Reference (optional) Buddare Fusibource, rarrpa. Vlara U4y, r10n0e 33066 orv. AP, ,. cv,i mnsn mu—„ ...; v v. . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-tGk_sYAue26CH 1 oOIRDggy3SsXAkdNrxOYu6f UzkDlu 3.7.8 7-" 3.7-8 3.4.8 Scale = 1:22.4 3x4 = aao a 4x6 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Verl(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,53 Verl(TL) 0.04 1-5 999 180 BCLL 0.0 ' Rep Stresslncr NO WB 0.38 HOrz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40lb FT = 20°6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1122/0-6-0, 4=900/Mechanical Max Horz 1=149(LC 23) Max Uplifll_ 259(LC 8), 4=-280(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-1350/281 BOT CHORD 1-6=-357/1172, 6-7=-357/1172, 5.7=-357/1172, 5-8=-357/1172, 4-8=-357/1172 WEBS 2-5= 198/1007,2.4=-1318/400 Structural wood sheathing directly applied or 4-10.6 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. 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; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 100 lb uplift at joint(s) except Qt=lb) 1=259, 4=280. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 499 lb down and 134 lb up at 1-0-12, and 497 lb down and 136lb up at 3-0-12, and 497 lb down and 136 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the buss 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 Unllorm Loads (pit) Vert: 1-3=-60, 1.4=-20 Concentrated Loads (lb) Vert: 6=-499(F) 7— 497(F) 8=-497(F) WARNING - VMIy dodpn per4metas and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE CAGE 1107477 rev. iGN302015 BEFORE USE. Design vdkl lot use only wl0n h4IleW connectors. this design It bawd only upon Parameters Shawn. and Is for an Individual bolding component. not a htrs system. Beloto use. the bolding designer mirst vodly the appllcablity, of doslgn Ixtraneters and properly Incorporale 0%design Into Iho overall building design. Bating Indicated Is to budding of IndlVdud truss web and/or chord members only. Additional temporary and permanent bFoccing WOWprevent Is always iequbed lot stability and to prevent collorne with possible personal Inf,ry and property damage. For gonerd guidance regadtrng the fabilc Ilion. storogo. delivery, eiectIon and broci ng of fumes and huss systems. seeAN51/TPI I CudBly C4terlo. DSB-89 and SCSI Building Component 6004 Parke East Blvd. Safety Information available horn Irtm Plate Institute. 218 N. lee Sheet. Suite 312. Alexaxlda. VA 22314. Tompo. FL 33610 Job Truss Truss Type ty T10467D97 TB0087 T29 Hall Hip Grader 1 1 Job Relerence Clonal tfumera ug5ource. rempa, rrom 1.ey, r.onaa JJDeo ..v+....y. .. cv.v ,.,,." .....,........ ..... v- . I D:YPdNv2JXSeH2SW kHvoslYgz4GmX-tGk_sYAue26CH 1 o01RD9gy3RIXEadPW xOYu6fUzkDlu 1-0-0 5-0-0 D-0-0 5-0-0 4-00 3 5x8 20 II 4 24 = 3x4 = LOADING(ps1) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 2.6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert( I-) 0.04 2-6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.21 Horz(TL) 0,01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(size) 5=484/Mechanleal, 2=507/0.8-0 Max Harz 2=130(LC 8) Max Uplift5=-155(LC 5), 2— 148(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-594/124 BOT CHORD 2-6— 154/462, 6-8= 149/473, 5-8= 149/473 WEBS 3-6=0/342, 3-5=-537/168 Scale = 1:19.9 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6.0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; Cat. II; Exp B; Encl., GCp1=018; MW FRS (envelope) gable end zone; 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 nonconcunent 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) 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 a1 joint(s) except 01=lb) 5=155, 2=148. 7)'Semi-dgld 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) 67 lb down and 111 lb up at 5.0-0, and 67 lb down and 111 lb up at 7-0-12 on top chord, and 114 lb down at 5-0-0, and 52 lb down at 7-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-4=-60, 2.5=-20 Concentrated Loads (Ib) Vert: 6=-70(F) 3=-67(F) 7=-67(F) 8=-26(F) 0 WARNING. VwW design pantmeters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD67473 rev. 1641"VIS BEFORE USE. Design valid for use orgy with Wok® connectors. Irgs design It based only upon paaneters shown, and Is for an trxJMdal b uldhg cornpononi. not o bus syseem. Before use. the bxBcDrng designer must verify the c"AlcabllN of design paamelors and pfopesly lncorPorate 0115 design Into the overall aachg Indicated Is to Ixaldhg Individual aua web and/of chard members only. Addlllonal lemporary and permanent bracing MiTek' building design. prevent of Is always roc"ied for stability and to prevent collapse wllh possible personal "and property damage. For general guidance regarding 6a fabrkbatkxn. storage. delivery, erectlon and biachg of Inmes and Crass systems. seeANSi/TPI I Qualify Crlterlo. DSB-69 and BCS1 Building Component 6904 Parke East Blvd. sooty Information avdlable from truss Plate Institute. 218 N. lee Saeel. Suile 312. Alexandtlo. VA 22314. Tempo. FL 33610 Job Truss Truss Type N T10467M T80087 730 Momp4ch 3 1 Job Reference o tional eutroera r-esrsource. romps, mom ary. rronoa saaoo , .......y., .... ,.,... . . ID:YPdNv2JXSeH2BW kFtvoslYgz4GmX-LSIM3uBW PME3vBNDs9kOMAaawaYMv45eCefCwzkDlt 1-0-0 5.8.0 20 = 58O 4x6 = 30 = 44 Scale = 1:19.7 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.09 2-4 724 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.01 6 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 26lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. (lb(size) 2=300/0.8.0, 6=172/0-1-8 Max Horz2=135(LC 12) Max Uplift2=-78(LC 12), 6=-78(LC 12) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-8-0 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=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterlor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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) Bearing at joint(s) 6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) 'Semi -rigid pitchbreaks with Itxed heels' Member end fixity model was used in the analysis and design of this buss. 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. Vedl y dedyn parometen and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE Af*7473 rsv. 1093*015 BEFORE USE. Design valkl low use only Win Mllek® Connectors. this design k bused only uMn lxnarnelers shown. and Is for an ixllvkAKl bolding component, not EFahussystem. Before use. the Wilding designer must verity the cWplk aW pry of design paa ametersandproperlylncowpotothis design Into the overall building design. ®acing Inds alod Is to prevent balding of Individual inns web and/OF chard rnornbers only. Additional lemporary and permanent dating WOW 6 alwmis tegtired for stobllly and to prevent colkWse, ndlh p ossUe personal Injury and property damage For general guldance regarding Iho KMftc tlon. stooge. delivery. erection and bracing of gnaws and truss systems, sceAN$I/TPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMamaUon avalable From kus Plate trxllNle. 218 N. lee Street. Stllo 312. Alexaddo. VA 22314. Temps. FL 33610 Job Truss Truss Type oty Ply T10467098 TSOO87 T31 GABLE 1 1 Job Reference (optional) Isurraere rustsource. Tampa, rram usy. r101108 4.1*4o . r, ,.............-........... .... -- .. ._.--'---.. . ID:YPdNv2JXSeH2BW WvoslYgz4GmX-LSIM3uBW PME3vBNDs9kOMAcXowXlMulSeCetCwzkDlt 1-0-0 6-8.0 13.4-0 14-4 1-0-0 6.8-0 6.8-0 1.g-0 Scale = 1:25.3 4x6 = 3x4 = 30 = 6.8.0 6.8-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.58 Vefl(LL) 0.05 2.6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Ven(TL) 0.11 4-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.11 Horz(TL) 0.01 4 n1a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 60lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lWsize) 2=560/0-8.0, 4=560/0-8-0 Max Horz 2=73(LC 38) Max Uplifl2=-119(LC 8), 4=-120(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15- 678/106, 3-15=-600/131, 3-16=-600/131, 4-16=-678/106 BOT CHORD 2.17=-53(530, 17.18-53/530, 18-19-53/530, 6-19=-53/530, 6-20= 53/530, 20-21=-53/530, 21.22=-53/530, 4-22-53/530 WEBS 3-6=0 299 Structural wood sheathing directly applied or 6-0-0 oc puffins. Rigid ceiling directly applied or 10-0.0 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=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; 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 ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0.0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 2=119, 4=120. 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) 56 lb down and 79 lb up at 1-0-12, and 56 Ib down and 79 Ib up at 12-3.4 on top chord, and 44 lbdown and 18 lb up at 0-10.8, at 1-0-12, at 3.0-12, at 5.0.12, at 6- 8-0, at 8.3.4, at 10-3-4, and at 12-3-4, and 44 Ib down and 18 Ib up at 12-5-8 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Dane 2 O WARNING - Verily design pmamelers and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M -71173 ray. 1010"015 BEFORE USE Design valid for use only with Mllek® connectors. INs design is based only upon parameters shown. and Is for an Individual building component. not a puss system. Before use. Ito Ixdldng designer must verify the al)pMablIty, of design paaameters and properly Incorporate fhb design Into the overall btdldng design. bactrug Indicated Is to prevent brrcMfrug of Individual Iruss web and/or chord members orgy. Additional lemlwtory and permanent bracing M!Tek' Is always redgdrod for stability and to prevent collapse vAlh possible personal Ir1pry and property damage. For general guidance regarding the fabrication storage. delivery, eroclion and brdatng of busses and in= syst(trns. soeANSI/iPI I Cuaily C4terlo. D$11.89 and BCSI Building Component 6904 Parka East Blvd Safety Information ovallable from truss Plate ftllNle. 218 N. Lee Street. Sate 312, Alexaldrto. VA 22314. Tampa. FL 33610 Job Truss Type y 710467999 780087 T31 GABLE 1 1 Job Reference (optional) MUMS rvsrsource. rarrga. mom "ay. mma aaaoo ..._„ o...._ _.,, .....,... ..._ .... __ .. .. _- _ -- ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-gerlHEB8A1MwWKyPOsFdvN9tYKL 5LYEtSNDkNzkDls LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3— 60, 3-5=-60, 2.4_ 20 Concentrated Loads (Ib) Vert: 15=26(F) 16=26(F) Q WARNWO • Verify design pen erors and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. 100MI S BEFORE USE. Design valid for use only with W ie10 connectors. 8Vs design Is lid orgy upDn parameters shown, and Is for an individual LxAding Component. nor a buss system. Before we, the Wiling designer mull verify the glplkablity Of design parameters and properly Incorporole this design Into the overall building design. Roeing Indicated h to prevent Wading of Individual buss wob and/or chord members only Addlllonal temporary and permanent Wacbtg MiTek' Is always required la sktb0lty and to pxevenl collgxe with possONe personal OVtay and property damage. for general gtAdalce regarding the Iabrlcallm storage, delivery, etocil n and bracing of tnrsses and truss systems. seeANSI/TPI I Quality Criteria. OSB-89 and 8CSI Wilding Component 6904 Parke East Blvd. Safety IMormabon ovallablo horn bus Plate ths0hlle. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type pry T10468000 TS0087 T32 Common 1 1 Job Reference (optional) tlUlla*r* YII*IJOUIC*. 181IQ8. Iwm {illy, IIDIlUB JJJDO ' •-- - "I' '- -'-'""-" ""--"'"--"""' "' '- ' - - -- -- ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-geriHEBBA1MwW KyPOSFdvNBkeKtW 5LXEtsNDkNzkDls 1-0-0 6.8.0 13.4-0 14.4-0 1-0-0 6-8-0 6.8-0 1 0 0 Scale = 1:25.3 4x6 = lm0 30 = 2x4 II 30 = 6.8-0 6.8-0 LOADING(psl) SPACING- 2-0.0 CSI. DEFL. In hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.51 Ven(LL) 0.05 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.12 4-6 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(TL) 0.01 4 Na rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 50lb FT = 20%* LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=587/0-8-0, 4=587/0-8-0 Max Horz 2=73(LC 12) Max Up11112— 153(LC 12), 4=-153(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-699/257, 3.4— 699/257 BOT CHORD 2-6=-101/538, 4.6= 101/538 WEBS 3.6=0/303 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cal. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS 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.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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=1b) 2=153, 4=153. 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 - VwIly doslpn pammalms and READ NOTES ON 7NIS ANO INCLUDED MITEK REFERANCE PAGE MO.7473 r*v. laW,2015 BEFORE USE. Design valid for use only vA01 WIeM connectors. n* deslpn Is based orgy upon parameters shown. OW Is for an Wividid holding component. not a Urns system. Before too. the building designer must verity the qxlbabllly of design paramelars and properly Ylcorpoleto this design Into the overall blIdng design. ®acing hdlcated is to prevent tuucktirlg of Individual truss web and/or chord members oNy. Additional temporary and permanent bracing WOW It always ie"od too stability and to prevent celiatne with possible personal k uy and property damage. For general guidance rogardnp me kAxlcatbn storcgo. delivery. erection al%1 bracing of Ines and Ines systems, smANSI/1P11 Cualliy CritoMa, DSO-89 and SCSI Building Component 6904 Pork* East Blvd. Safety information avdbbie from lrua Plate institute. 218 N. lee Street. Suite 312, Alexandria, VA 22314. Taupe. FL 33610 Job fuss fuss Iwo T10466001 780087 1:33 Common 3 1 Job Reference (optional) aU0ee19 YUs7zleulce. I ampo. 'W. Vny,--.—.. ..- ..r. .- ..._. .... ___. .__..___ __ I0:YPdNv2JXSeH2BW kHvoslYgz4GmX-IrP7UaCmxzUn$UXbzamsRbhuwkDggomN6W 7mGpzkDlr r 1.0.0 "-0 6.8-0 Scale = 1:24.8 4x6 = la 3x4 = 2x4 If 3x4 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.06 4.5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Ven(TL) -0.13 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HOrz(fL) 0.01 4 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 49 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-11 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=502/0.8-0, 2=591/0.8.0 Max Horz 2=82(LC 16) Max Upli114=-111(LC 13), 2=-153(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-711/272, 3-4_ 7091271 BOT CHORD 2.5=-137/549, 4.5— 137/549 WEBS 3-5=0/306 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25i1; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber D0L=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 five load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-" 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 100 lb uplift at joint(s) except 01=lb) 4=111, 2=153. 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 - VerW deddIrn paramotera and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE AM 7473 rev. NIGW I S BEFORE USE. Design valid lot use only Win Mllek® connectors. lnls design It based orgy upon parameters shown. and Is lot an hdlvkAxil hulding componenl, not a hrss sysletn. Beloo aso. the 1xlkAng doslgnet mrrsl ve0ty the aplacabllty of design Ixaameters and popotly Incorpoato Ihb design Into Iho overall Ixlkdang design. Bracing Indicaled Is to Ixevenl btickling of lndWJtxA truss web and/or chord members only. Addillaxxl temp xay and p nrnanenl lxacing WOW is always requited lot stability and to pevent collapse with possilAe personal k*xy and poperly damage. ro general guidance regardrtg the IaGk;atlm storage, dollvery, erection and Ixo;lrq of Intssos and truss systems. weANSI/1PII Quality Cdlerb. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safely Information ovalla tAe horn In= Rule Institute. 218 N. lee Sheel. Srlle 312, Alexandria. VA 22314. Tampa. FL 33610 Job T russ Truss Type iy ply 710468002 T80087 T34 Hob Hip 1 t Job Reference o tional Builders FuslSourca, Tampa. Pford city. Florida 33566 7.640 a Ay, ; cv, v —wK aw,.a,.,aa. ;Au..,, . a.... ,... ...r,o . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-IrP7UaCmxzUn8UXbzamsRbhsbkDscj3N6W 7mGpzkDlr t 0 0 7.6.8 12.10.8 1 1 7-" 5.4-0 Scale = 1:27 3 Sx8 = 2x4 11 30 = 2x4 II 30 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.69 BC 0.51 WB 0.42 Matrix) DEFL. in Ven(LL) 0,10 Vert( L) -0.23 Horz(TL) 0.01 loc) Vdefl Ud 2.6 >999 240 2.6 >638 180 5 We n1a PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20^e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-11 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 5=492/Mechanical, 2=580f"-O Max Horz 2=186(LC 12) Max Uplift5=-126(LC 9), 2=-142(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6151162 BOT CHORD 2-6=-227/454, 5-6=-225/461 WEBS 3.6=0/304,3-5=-555/273 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 fall 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 01=lb) 5=126, 2=142. 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 - Verily doslyn pammotam and READ NOTES ON Th7S AND INCLUDED MrrEK REFERANCE PAGE A07473 rw. 100302015 BEFORE USE Design valkl nor use only vAlh Mllek® conneclois. This design Is based only upon parameters shown. and Is for an 6a11vIdual landing component. not a It's system. Before rise. the brllding designer mint verify the applicabilly of design parameters and lAoperly Incoiporato this design Inlo the overall banding design. Bracing Indicated Is to prevent Lxtcklfng of IndMdttal Iruss wob and/or chard rnombens only. Additional temporary and permanent bracing WOW Is always reel trod for stability and to prevent collapse vAlh possible personal 6*8Y and prorwrly dainage. For general gtldtiao regarding the fobricallom storage. delivery, erection and bracing of buses and bits systems, seeANSI/TPiI Ouatily Crilerb, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety information avallatle from buss Rate Institute, 218 N. lee Street. Sulte 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ty Tt0466003 T80067 T35 He" Hip 1 1 Job Reference (optional) Builders 1`0815ource. Tampa. Plant Goy. Fbrrda 33bob i.ow a nq or, cvw mnen n vuar sr, v,c r v , .uv y. . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-IrP7UaCmxzUn8UXbzamsRbhwXkAAgmZN6W 7mGpzkDlr 1-0-0 5.0-8 9.6-8 12.10.8 r 1.0-0 1 5.0.8 i 4.6-0 3.4.0 4x6 = 3x4 = Scale = 1.31.3 20 9-6-8 3.4-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 VeA(LL) 0.17 2-7 890 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.43 2.7 345 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.19 Horz(TL) 0.01 6 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 71 lb FT = 20^u LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=492/Mechanical, 2=580/0.8.0 Max Horz 2=231(LC 12) Max Uplilt6— 133(LC 12), 2=-140(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-691/237, 3.4=-374/81, 4-5=-267/117, 5.6— 506/237 BOT CHORD 2-7=-390/577 WEBS 3-7_ 346 302, 5-7=-213/497 Structural wood sheathing directly applied or 6.0.0 oc puffins, except end verticals. Rigid ceiling directly applied or 6.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load o1 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jidb) 6=133, 2=140. 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 WARNWG - Vortty design penmoton end READ NOTES ON THIS AND INCLUDED M MK REFERANCE PAGE W 7473 rov. id03?0I5 BEFORE USE Design valid for use only wllh Wiek®conrx ctois. INs design Is basted orgy upon poianefers shown. and Is loi an k)dlvkitxA btBtling component not a Was system. Before ire. the Ixdlalng designer mmi verity the applicability of design Ixuarneters and p„opelly Incorpomlo Bt8 design Into the ovorWl budlalng design Bracing Irxlk:aled Is to prevent btiekding of Individual truss web and/or chord members only. Additional tompoiary and permanent Uctcing WOW Is always iocludred lot stability and to prevent collapse with possble personal Wily and properly damage. for general guidance regarding the 6904 Parke East Blvd. Iatxlcaflon, storage, delivery. erection and bracing of tmmes and truss systems. soeANSVVII Quality Cdledo, DSB-89 and SCSI Building Component Taupe. FL 33610SafetyInformationovallafAeDomtrussRatetrxtllulo. 218 N. Lee Shoel. Suite, 312, Alexandria VA 22314. Job Truss Truss Type oty Ply T,o46eoa T80097 T36 Had Hip Job Reference floral 13mldere Fa4,5ouroe. Iarrpa. rant urry. FIOOa0 737o0 , v.v a,.r• .o cv.v ,..,,. ...........— .Z. .... .., .. ...y,. . ID:YPdNv2JXSeH2BWkHvoslYgZ4GmX-m1zVwDOiHceme6oXHH5_oE498a6Z61XKAs , FzkDlq t o 0 6.08 11-6-8 1 t2.1o•6 r 1-0-0 6.08 5-6-0 1.4-0 30 = 3x4 II 30 = e 20 II 30 = Scale = 1:36.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Veri(LL) 0.06 6.7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(rL) 0.14 6-7 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.64 Horz(TL) 002 6 We rda BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 65 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8.9 oc bracing. REACTIONS. (lb/size) 6=492/Mechanical, 2=580/0-8-0 Max Horz2=275(LC 12) Max Uplift6=-184(LC 12), 2— 127(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-742/138 BOT CHORD 2-7_ 351/595, 6-7=-351/595 WEBS 3.7=0/291, 3-6=-626/367 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS ( envelope) gable end zone and C-C Extertor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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 1 OD lb uplift at joint(s) except Qt=lb) 6=184, 2= 127. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI t as referenced by the building code.' Q WARNING • Vorlly dearyn paramofers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A07473 rov. 146=015 BEFORE USE. Design vaikl" use only with fAlelt® connectors. W& design is based only upon parameters shown. and Is for on Individual Molding component. not a ktuss system. Before use. the IxBidng designer must verity the MAlcabilN of design laramelon and lxoperly Incorlornle this design Into the overall MBding design. Bracing Indicated Is to txevenl Muclding of tndWud9 Inks web and/or chord members orgy. Additional temporary and permanent bracing WOW b always required lot stablllly and to prevent collapse with possible personal "and property damage. For general guidance reWc1ng the labriaatbn, storage, delivery, erection and tractrng of trusses and truss systems seeANSI/TPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety IMormatlon Wadable from Russ Plate Insiltute. 218 N. Leo Street. Suite 312. Alexandria. VA 22314. Tongs. FL 33610 Job T russ Truss Type oty ply 710468005 TB0087 T37 Hob Hip Girder Job Reference(optional) Builders Fustsource, Torrpo. Plant prey, 1-101100 J3*btl -"v • ,v ,• &•^, - _._ . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-EDXNGEOTak"oh i'; KXOnFNYu61eUgZgctLrzkDlp 3.8.7 _ _ 7-0.0 10.0.0 3.8.7 I 3.3.9 3 0 3x4 = 06 = 7.0.0 10-0-0 3z4 = S Sx8 Scale = 1:19.4 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Verl(LL) 0.05 2-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert( L) 0.15 2-7 766 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(TL) 0.02 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 47 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=617/0-8.0, 9=837/0-1-8 Max Harz2=89(LC 19) Max Upllft2- 215(LC 4), 9=-234(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1225/356, 3.4=-987/231, 4-10=-925/229, 5-10=-925/229 BOT CHORD 2-7- 391/1141 WEBS 5-7=-216/939 Structural wood sheathing directly applied or 5.2-6 oc puriins, except end verticals. Rigid ceiling directly applied or 9-4.10 oc bracing. NOTES- (11) 1) Wind: ASIDE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; B0DL=6.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed lot 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 20.0psl 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) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplllt at joint(s) except Qt=1b) 2=215, 9=234. 8) "Semi-ngid plichbreaks 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) 117 lb down and 115 lb up at 7.0-0, and 128 Ib down and 117 Ib up at 9-0-12 on top chord, and 327 Ib down and 57 Ib up at 7-0-0, and 93 Ib down at 9.0-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4.5=-60, 2-6=-20 Continued on Daue 2 Q WARNING. Varlly dodyn parameters and READ NOTES ON TmZ AND INCLUDED MrrEK REFERANCE PAGE MIF7473 rov. ramamr5 BEFORE USE. Design valkf for use only with Mltek®connectos. IhIs design Is based only upon parameters shown. and Is for an IndlNdtal building component, not o anus system. Befoo use. the hxdlaDng designer must verify the applkc"I fy of design twramelors and properly rncorpoate this design Into the overall MAding design. Bracing Indicated Is to prevent 1xrcldang of IndNkktd trim web and/or chard members only Add illonal temporary and permanent bi I ng MiTe k' Is always recalred got stability and to prevent collapse wllh paa071e personal InW and property damage. For general guidance regarding mo k"lcc llon, storage, deMery, erection and bacing of hisses and Inrss systeNms. "ANSI/TPI I Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatlon ovdlable from bras Rate Institute. 218 N. lee Street. Suite 312, Alexandria. VA 22314 Torrpa, i. 33610 Job Truss Truss Type oty Ply T10465005 TB0087 T37 Hall Hip Girder 1 t Job Reference(optional) Builders FI145ource, Tampa. plant wry. F101108 -xzbb 7.64v a Ap, ,; cv,v, -- "••^'tea• 'mo • •o • ^" • • • .,••• "" •" • • • "ram " ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-EDXtvGEOTakVNoh 57oKXOnFNYu6teUgZgctLlzkDlp LOAD CASE(S) Standard Concentrated Loads (Ib) Vert. 4_ 117(B) 7=-327(B) 10=-128(B) 11=-64(B) Q WARNING - VWW dadgn pammotors and READ NOTES ON TM AND INCLUDED M MK REFERANCE PAGE M1F7473 rev. 104AI00/5 BEFORE USE. DeW.m valkl for use only with 1011106 connaelots. 0* design Is based only upon pararnelers shown, and h for an IndlvkAKi building component, not a ktm system. Before use, the bxlkfing designer must verify the applicabllly of design prramelers and property Incorporate 11%design Into the overall bullring design. ®acing Indicoled Is to prevent buckling of Individual Iruss web and/or chotd members only. Addlllond lempotary and pennanenl bracing MiTek' It always regt*ed lot slab01ry and to prevent coblafne tvllh possB)le personal Idtay and property damage. For general guidance regasdrtp the falrlcallon, slotoge. delivery, erection and brocing of trusses and Inns systems. seeANSI/rPI I Qualify Criteria, D58-89 and SCSI Sullong Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslilule. 218 N. Lee Street, Sulte 312, Alexandra. VA 22314. Tampa. FL 33610 Job Truss fuss I ype ty PlyJob Tt0466006 TB0097 T36 all WP 1 1 Reference tional BNkrar# FIr63SWC9. Tampa. Plant City. Fbrtde 33566 tY1V a Apr iY zVro ant tax rnousrnaa, m[ rn rw w oo aV _ i •ge I ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-EDXNGEOTakVNoh 57oKXOnDmYf IIMgZgciLizkDlp 1-0-0 4-8.7 9-0-0 r 1-" 4-5.7 ~ 4-3.9 3x4 = 30 = e 5 6xe II 3x6 = Scale= 1:19.4 9-" 1-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.20 2-6 589 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Ven(fL) 0.49 2.6 233 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 8 n1a We BCDL 10.0 Code FBC2014TTP12007 Matrix) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=469/0-8-0, 8=349/0-1-8 Max Horz 2=111(LC 8) Max UpI1112=-172(LC 8), 8_ 115(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-732/380 BOT CHORD 2.6=-457/682 WEBS 3-6=-578/423 Structural wood sheathing directly applied or 6.0-0 oc pudins, except end verticals. Rigid ceiling directly applied or B-5-5 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fh Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl wlth 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) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joints) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 OD lb uplift at joint(s) except 0I=1b) 2=172, 8=115. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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." 0 WARNING - Varry dodgn pammefore and READ NOTES ON THIS AND INCLUDED IIIITEK REFERANCE PAGE M -7473 rev. Ian "IS BEFORE US& Deslgnwild la use only vA01 WIek® connectors IW design E based only upon ryuamelers shown. and Is far an hdMducl buldlny component, not a Inks system. Before use. Iho Wild W designer must verify Ono applicability of deslfln Ixaameters and properly hcorpoiate S1fs design Into the overall buildhg design. ®acing Indicated Is to bucktN of IrxfMdual miss web and/or chord members only. Ac"llorxl temporary and permanent Irachg WOW preventIs always reclubed lot slabtllly and to prevent collapse vAlh possible personal Injury a cl proporry damoge. for general guidance regading the 69D4 Park# East Blvd. latxicallmstorage, delivery. erection and broclng of Immos and tniss systems seeANSVWI I Quality CAle rIa, DSB-69 and SCSI Sullong Component Tampa. FL 3360 SafelyIMamallonovdtableboontrussPlateInstltule. 21S N. Lee Sheet, Stile 312. Alexandria. VA 22314. Job Truss Truss Type ty Tt0468007 T80087 T39 Monopnch 9 1 Job Relererrce bona BU4dere iuelbource. rempa, Yrem tarry. Ylarraa ='tt. ^V, ,• av,o m—ft 5—.—... — ,• •.' , • ^•"o•+" • • oro I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-EDXNGEOTakVNoh__59oKXOnDhYrrllygZgciLizkDlp t-0-0 5-0.11 I 10.0-0 r 1-0-0 5011 4.11.5 30 = Srale = 1:19.3 4x6 = e 7 3x6 = 1000 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) -0.20 2.5 >582 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Ven(TL) -0.50 2-5 >229 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz( L) -0.01 7 n1a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 20 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-7-10 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb(size) 2=469/0-8-0, 7=349/0.1.8 Max Horz2=117(LC 8) Max Uplift2=-171(LC 8), 7=-118(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-701/355, 5-6= 69/257, 4-6=-69/257 BOT CHORD 2.5=-439/651 WEBS 3-5=-570/425 NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1: h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joints) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except (jt=1b) 2=171, 7=118. 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 WARNMO. Verily doxign parametaa and READ NOTES ON 71t1S AND WCLWED M//EK REFERANCE PAGE 01167473 rev. 14193W I6 BEFORE USE Design valid lot use only W ih "Iek® connectors. Ihls design Is based orgy upon parameters shown. axd Is lap an IndMckal building component. not a truss system. Below use, the building designer must verity the c"AlcabCtly of design Parameters and property incoworate this doslgn Into the over,", design. Bracing Indicated Is to buclding Individual truss web and/or chord members only. Addillonal temporary and permanent bracing WOWbuildingpreventof Is always receded for slalbtilly and to prevent collapse with possible personal k*rry and properly damage For general guidance regarding the tabrlcallm slorago, delivery. erection and broclng of lRraas and truss systems, woANSI/IPII Quality Criteria, DS8.89 and BCSI Sullding Componenl 6904 Parke East Blvd. Safety Information aval,aMe tom Truss Pate Institute. 218 N. Lee Street, Sulle 312, Alexandria, VA 22314. Temps, FL 33610 Job Truss Truss Type ty T10468008 TS0087 T40 Roof specal I 1 Job Reference (optional) Builders FsstSouree. Tarrpo. Plant Gey. Flondo =66 7.640 a Apr ie 206 m--mvusmea. i— Fee F— .7 . Ev I ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-r05F7bEeEusL?yGAliKZ3DJWbxL8IAJgoUL tSikDlo r •1-0-0 I _ 1.8-0 r 1.0-0 I.8-0 Sx8 3x4 = r 2'I•S LOADING (psi) SPACING 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.D0 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Ven( L) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We rVa BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib size) 4=35/0-4-15, 2=146 0.8.0 Max Horz 2=29(LC 8) Max Upl1114_ 11(LC 12), 2=-86(LC 8) Max Grav4=36(LC 3), 2=146(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.4 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 20% Structural wood sheathing directly applied or 1-8-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 4, 2. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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 WARNwo - Ye fry design peramerera and READ N07ES ON THIS AND INCLUDED AMK REFERANCE PAGE 1110.7473 mv. fM302015 BEFORE USE Design valid for use orgy vAth Mllek® conrwclors. I111s design S based only upon paramelels shown. and Is for an Individual buYtltrlg component, not o taus system. Bolao the. the Ix&*V designer must verily the applicability of design poramelers and Ixopoily Incorporate this design Into the overall btdding design. Brachg Indlcoted Is to prevent buclding of Individual buss web and/or chord members only. Addillonal temporary and pormcuwnt baling WOW K always required bl skilAlly and to prevent collapse with posst le personal k*ny and property damage. For general gtldatce tegading the 6904 Parke East Blvdtatxk:atbn. slorago. dellvery. erection and bacbV of muses ad Inns systems seeANSIMI I Quality Criteria. OS8.89 and SCSI Sul iing Component Tampa. FL 33610SafetyInformationavdlableboarTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type oty Ply T10468009 T80087 Vol Volley 1 1I Job Reference (optional) Burldar6 F11615ource. lardpa, Fiord filly. Florida 33566 7 o+v a rip..• 20ii a,aw n waa.aa, on. .,Ziamoo.. ,. .. „o ID:YPdl4v2JXSeH2BW kHvoslYgz4GmX-i05F7bEeEusL7yGAIrKZ3DJTOxHa l AJgoULOtBzkDlo 4.8.8 _ 1 4-8.8 LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 20 i 20 11 CSI. DEFL. in (loc) Udell Ud TC 0.27 VBrt(LL) n/a n/a 999 BC 0,31 Verl(TL) n/a n/a 999 WB 0.00 Horc(TL) 0.00 n/a n1a Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=157/4-8-0, 3=157/4.8.0 Max Horz 1=87(LC 12) Max Upliftl=-25(LC 12), 3=-69(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1.14.8 PLATES GRIP MT20 244/190 Weight: 16lb FT = 20% Structural wood sheathing directly applied or 4-8.8 oc puffins, except end verlicals. 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=251h Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;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 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 100lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this miss. 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. Verify dadirn peramerers and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE Ml1-7473 rev. 10r0MIS BEFORE USE 7DesignvalklforuseonlyvrimWlek® connectors. tNs design Is lined only upon parameters shown. and Is lot an trldlviclual bulldfrng component not o kuss system. Before use, the txAlding designer must verify One appllcalAlty of doslgn paamelors and property Incaporato this design Into the ove." building design. bracing Indicated Is to prevent buckltra of IndNkltlal inns web and/or chord memL ers only. Additional temporary and pormonenl bracing WOW Is always legr6ed la stablilty and to prevent col qxe wkh pass811e personal I nfury and proMdy damage For general guidance legadlng One la xicollon. storoge, delivery. erection and bracing of trlrsses and Inns systems, seeANSI/IPI I Quality Criteria, D$6.89 and SCSI Suliding Component 6904 Parke East Blvd. Safety Information ovallable from buss Plate Institute. 218 N. lee Street. Srlle 312, Alexandria. VA 22314. Tan". FL 33610 o ruse iruss type b Tt04680f0 TB0067 V02 Valley 1 1 Job Reference (optional) 7 P 1 BUllderg FlistSource. Tarrpo. Plent Cfly, FlOil 33566 40 LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grlp DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20141TP12007 7.640 a Apr 19 2016 Mr7ek Industries. Inc Fn Feb t7 t 4.38 52 201 eps I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-ActdKxFH7C_Cd6gNCOrocRsSLglmd711 85_PazkDln 2.8.8 2.8.8 2x4 G 2x4 II CSI. DEFL. In (loc) Well Ud TC 0.06 Vert(LL) n/a n/a 999 BC 0.07 Vert(TL) IVa We 999 WB 0.00 HOrz(TL) 0.00 rda rl/a Matrix) LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD SOT CHORD 20 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=77/2-8-0, 3=77/2-8-0 Max Harz 1=43(LC 12) Max Upliftl 12(LC 12), 3=-34(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.7 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 20% Structural wood sheathing directly applied or 2-8-8 oc puffins, except end verticals. 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=4.2psi; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at jolnt(s) 1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING- Verily dedpn parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0.7173 rev. 10003,20IS 6EFORE USE. Design valid for use only wllh Mllek® connectors. n* design It based only ar»n Ixuameters shown, and Is la an bxlMWal building component. not o Was system. Before tree, the bxdkding designer must verity Ilse %)pxicoblity, of design paateters and properly Incaporole this design Into the overall brAding design. Bracing Indicated Is to prevent buckling of In dlvWtKd buss web and/or chord members only Additional beml>aory axd permanent bracing Mffek' It always iogt6ed for stability and to rxevenl collapse with possible Personal Infu y and property damage. For general gtddatce regarding bhe fabrication. storage, delivery, erection and biocing of tn>ses and Inrss systems soeANSI/IPI I Quality Cdlado. DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from bias Plate Inslllute, 218 N. Lee Sheet. Suite 312. Alexandria VA 22314. Ton". FL 33610 Job Truss Truss Type b T10468011 TB00e7 V03 Volley 3 Job Reference (optional) Builders FrrslSouree. Tampa. Plant Cny, Florida 33566 r 640 a Apr re 2016 ror r ew rr,uu ,free. , er. . r - . TI0:YPdNv2JXSeH2BW kHvoslYgz4GmX-AcfdKxFH'/C_Cd6gNCOrocRsgdLeXmdZz 185_PazkDln 4." 4-" 20 G 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 TCDL 10.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/fP12007 Mainz) Scale = 1:13.0 DEFL. In (loc) Well Ud PLATES GRIP Verl(LL) n/a We 999 MT20 244/190 Verl( L) n/a n/a 999 Horz(TL) 0.00 n/a r1/a Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=129/3-11-8, 3=129/3.11-8 Max Horz 1=71(LC 12) Max Uplllll— 20(LC 12), 3=-56(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-" oc puffins, except end venicals. 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=6.0psf; h=25It; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psl 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 lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplilt at joint(s)1, 3. 6) 'Semi-ngid 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. Verify daNpn parametars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M67473 ray. IQ410Q01S BEFORE USE. Design v,kj to use only wllh W leire connectors. ft design Is based only upon Parameters shown. and Is far an IncgOdu, Ixddhg component. not a arks syslom. Before too, the txdldng designer mlrst verity the a111lk:aLAlly of design parametors and property Incorporale Mis design Into the over,, building design. Bating Indicated Is to prevent bucking of Individual [Firs web on d/a chord members only. Additional lempoiary and permanent bracing MiTek' Is always ieWrod pow stability and to prevent callmse with possible personal Injury and Ixopedy damage. for genet, glddance legarding the IalxlcallDn. storogo. delivery. afectlon and Macing of tomes and Inns systems, seeANSI/]PI1 Quality Criteria. DSB-E9 and BCSI Building Component 6904 Porke East Slid Safely Infalmodon ovalk txe from tam Plate Insiltuto, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Terrpo. FL 33610 Job I Fuss TFUSS Type ty nareo,2 T80087 VW Valley 4 1 Job Reference (optional) rrurroere nrsrxunce, Pampa. nom terry, rq a aa000 2x4 i 2-0-0 2-0-0 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-AcfdKxFH?C Cd6gNCOrocRsixLhDmdZz/85_PazkDln LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.03 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1,25 BC 0.03 Vert(TL) n/a Na 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014lf P12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. (Ib size) 1=55/1-11.8, 2=41/1-11-8, 3=14/1.11.8 Max Harz 1=31(LC 12) Max Uplilll_ 9(LC 12), 2= 32(LC 12) Max Gravl=55(LC 1), 2=41(LC 1), 3=27(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale a 1:7.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% 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- (8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurreni 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) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 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.' Q WARNWO - Vortly dlatign parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M67473 MV. 140MIS BEFORE USE. Design valid for use only vim Mllek® connectors. Bds design Is Ixned only upon potameters shown, and Is loi an IndivkAgl bulding component, not wtaInassyslernBelowuse. the building doslpner mull verily the appbleabllty of design paameters and Ixopedy nlcaporato ft design Into the overall building doslgn. Bracing In ilcated Is to prevenl budding of IndlvkJual Iruss web and/or chord members only. Addilkxxd temporary and permanent ixaolng WOW Is always regrdred for stcdAlry and to p„event collapse wllh possible personal Wuy and property damage. For general guidance regaraing B1e 590e Pmks East Blvd.la brlcatlon, slorage, delivery, erection and bracing of trusses and buss systems, seoANSi/TPI I Cuailly Cdlerlo, DSB-e9 and SCSI Building Component Tampa. FL 33610SafetyInformationavailablenomtrussBaleInstitute. 218 N. Lee Sheer. Sullo 312. Alexanddo. VA 22314 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'hdr For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 sottwore 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 brocing section of the output. Use T or I brocing 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 fi-in-sixteenths Drawings not to scale) 2 TOP CHORDS 0 In, O 2 U a- O 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability btocing for truss system, e.g. diagonal at X-bracing. Is always required. See SCSI. 2. Truss brocing must be designed by on 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 parries. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss of each joint and embed fully. Knots and wone at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fobrtcoffon. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is o non-structurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead bad 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 ail respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental. health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front, back, words and pictures) before use. Reviewing pictures alone B not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 1 8 6 0 Project Location Address q3`1 46d6,A J DING OVW A As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door FL16054.04 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullion — vertical FL15333 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents eather 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 li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature 97 1 Applicant's Name Please Print) June 2014 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 1 20 n 3r 33• WINDOW CAU-O= 26• RSH 473291 "SO V91 w 091 uM33S1 2351 33SI psr WSW V2 34 94 215H 34 5H 0-96V 65H V2335H 23S1 33S1 TY tc b 64 UM 36 SI 26 5H * SI GCVERET1A5CNWCT M"AFMALL MUM 11 W M AO N3TALLA21R1 MAY VARt FER 11AV ACIMAMA9°ECEICATIRL4. Z RFTER TO fi00R Pl/A7 fiR 52T1E R iRaOD 113ED / 52i1E HMtr9L LA58E11h CSII• CR fDEO GLASS FW J t MalCC I pD ..c iut,cr asal, I 1 / allrfca.,,,maallxlll !I 0 r ir/ w. Iwar7ro)oI. C. D flr t01 !7 q m[ f! 11-07-17 r e[ vsm 161Rro!! t7 ` .oa nnlmusr Ia7 Ia, I WpmOm.Yl1,OM la77 6G IU6L fI J1 mllla'fI I-Ak f•r fu.. aa. uoo >a loruw AORE•ttE Mat uM' —AI AIIN—r . IaRn Pr ra' 9xAlrr warr war AM fG 11MMM N-Nal wnrr flfCRrA IgIN•fQLt 4'• a amoa+aroly El7. DM •w• CAU at 0. SIX r J rr 1_ j J: I O i DEN uele+re 5 / 11a oa em v'a _ Ln 1 I f'-.' Mr QG 6:: H S I otlLru A"IlMot aus O > a I wt1 twimm offlRo0 1Ieol. --w vMwaaa GARAGE I I !'-.• R 3 QG alliW a> a r-.' PLO. .1. I ' 6I Ir- 0•.ri'- • 1 AaRXE .11 ImtrN gl 4N fa W 0 61 I afEau a'x RDON RMAN.. I II 3 YYIt !•ram ! I IL_________ 7 / I / rf , orsrma alelfwc I rntm IaI Ian Dual far. b''• rofaar INO fa•CLIO rr f..' is eratof ( auluuR •u/. ENTRY I arruL O IIlaAV6loff -e ,lL Nr. i * IA flit fy to f--------------- - t1— - axatt• af r 11 S 1 s aaltro.•r oc,asruso, r• rmrr My 0 R* 7 , „, , ly DINING r I I LMNG R x` W t0-?. 1Y-0' fHltaa4. r-.• n tLC. I 19-I•.Ii-/Y f .• M a! I I I qt uca.ma l 9-4• MT QG ufl, Is ` aattra I I 0 IQTOIATI*`4." JIM r--- 1 F---- -2 Mmaor r-. Mt ac II rrrof. r I 1 feu,• I , rsv+r , oww =- III I I I I 4w Iw vMR Clad GC.O6r mcslol Iat 1•a Visk mafi 7eo: m1II'LSro fiRlpftlR r•,• w Iwarr wAir r HATTSUNGIP:, gID MAIN FLOOR MO OF. 5 2 t,roovmau. J sa Roat Itlarla0.au UPPER FLOOR 1602 OF. fLwamosoe Rtm ® TOTAL LIVW. 3422 9F. GARAGE 4419F. ° sua Hoof r oafxoI[s T. O.M. LEGOV LANAI 213 S.F. 1• rw• Q ENM 34 OF. _ BALCONT• 123 9F. - sIon ® TOTAL 5QFT. 42" SE - MAIN FLOOR PLAN NOTES 2A1 VQkLw-r-r GARAGE RIGHT In u I I 1 I 1 1 I I I .: 4 • I, O I 1 I I t I 2 $$ BEDROOM 4 , ' R¢• 14'-0'.17-4' 1 M wfRroDfnxINNlrxxnarllnAroDlasna BEDROOM 2 1Y-••.10-Y Y-W MT QF alkiii 2 ot c11q It it 6 F.E. `—J BEDROOM 3 IT- V to-r 0- MT QO Td T• s co QA, all R OMAIN TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 20' 1 74' 1 36' 1 4S WINDOW CALL-0UIS 70' OFG =I& 30M 40BFG 74' WO FG 7070 FG 3070 FG 40lO FG p36• 1130E9 7030511 303054 403054 G Z4r S11 MOD 30091 404091 3 z 6D• 3 16i0 91 705D SN XiA!i 5i 40A0 51 17• bi0 5H 706091 3060 EN 4060 94 c OC rfRFY WW. OF47FCS FOR ALL WWPi L!! VNDOD SUES Atb DISIALLAM P14T YART PER F- KWFAU RR AND STOFEAII & REFER 10 FLOOR FtAV" FOR SITU 0: W?= USED US W W6-SRGLSDW- GYQOR FI)QD 6LA56- Ff.) AN OMM MAR 40'" QWfrVAL CM ION R!D flttDl: R •!iN®II[NrKw WN NAYCI r-aN'd 1BP.i6 lOACIl V4YR am IQAI Tr• glDpTfP l O O Sd I 1 FAY yNf IeI VAQ6 r I , I coo i9DaII RVE4D/ 1 I I. Y 910fR aNIDOC7l MI EIAU rttDfuu0 I u'oln Td I ma coact; r-- SLR6Ita 10lOR1Q4 ILOF10r•. ID'-10• W- W Mt Q.G. rom MANIDFWIJ WMIANO MAM SUITE a- 0' RAF QQ fl ILI I I mw bb 1 A Rt61RtAT rRST 1 7/ I: u I ero¢a I I M ADIJ Ig 7 I I I II 1 7 c QEAROFmFaws Rofuin wISDOE n[ nNoca ArafRAet atxtroUCAIIDMM NWV NDn Wd DE 9,- EDfi•= cRsxA E mM DE uLEv w ODEQW01WOUMIUMMUDIA MMU N NUSAMF DE IND®ROFO NE mT NDIGIIN? YON OIQJRDI aww 69MO WDCDFIIU tot MM aW03ut AILOWAYWA O A A 1G1 OIA41EX11" LIM 1p10UJidAQ lfXJi[D VD01 tf Paaf! O RE INMDnMITRFOLR-! NMIM[ WIC" ANmI) IOD)Dst tA0 of 10t q 0 emtD or-o)-r) Rr> ID 16FRtODfft msrwnnNare.• r m10tONTRNOAt 4s. axis ..i0o mom. FLNIOD) OSM TJ O'. . ELTJOEIC FSt. w• I . I V/ I Q V t I I R. n 1EAfFR I At!'• a A". lD1 I 0 IONN• I W1n I 1 - e O z oos kit -a j 0 AD o ut) ' I 1W 1FAffR ! n I AlPaAFF. z V 1 1 RA IFAmt WILm At ld AF7 0 00 oa J - 3422 RRE rsra n" rtwT Aortx UPPER FLOOR PLAN NOTESr brut. Ir- 4, 2 B 1 GARAGE RIGHT Florida Building Code Online O--r Pagel of 3 Business & Professional • a ulation r ia:r Fie' jA ()I'701lfnefLid BUS nes ` I Prot essi na) Regulation DOS Home I Log In I User Registration Product Approval USER: Pubic User Product Aeorovat Menu > Product or Aenkalkm Het TepK$ I Subntlt surcharge ! Stats a Facts I Srorch > AppiItatim lrst > Appneatlen D"I Pubkatlom I Fac staff I acts SU Map I Unks I search I FL 4 FL15225-113 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 0 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard XrA[ 101/1.5.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summarv,of Products FL ar Model, Number or Name Description 15225.1 a. "Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI certs.oef Approved for use outside HVHZ: Yes Quality Assurance Contract Expiation Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (6'8 Door Products), INST FLIS225 R3 Il INST 15225.1-68.odf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.1-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 IN5T 15225-68M:odf instructions. (Note - Glazing Shall Comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE Eval15225.1-68.odf FLIS22S R3 AE EVAL15225.1.80.odf FLIS225 R3 AE EVAL 1522-68M.ddf Created by Independent Third Party: Yes 15225.2 b. "Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru" and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS22S R3 C CAC 15225.2 NAMI cens.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FLIS225 R3 Il INST 15225.2-68.odf 15225-68M (68 Door Products Direct to Masonry) for FLIS225 R3 11 INST 1522S=68M.odf installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, D.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 35225.2-68.odf ELIS225 R3 AE EVAL 1522S-68M.ddf Created by independent Third Party: Yes 15225.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FLIS22S R3 Il INST 15_225.3-68.odf 15225.3-80 (8'0 Door Products) and INST 15225-68M (61 FLIS22S R3 11 INST 15225.3-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST 15225-68M.odf' Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of 'T part Created by Independent Third Party: Yes number doors and sdelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.3-68:odf Benchmark Door Panels.) FLIS225 R3 AE EVAL 15225.3-80.odf FLIS225 R3 AE EVAL IS225-68M.Ddf Created by Independent Third Party: Yes 15225.4 d. "Premium Series" and 6/8 and 8/0 Opaque and Glazed Steel Door with and without Benchmark by Therma-Tru" Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC IS225.4 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (6'8 Door Products), INST EU=k R3 II INST 1522S.4-68.ddf 25225.4-80 (ST Door Products) and INST 15225-68M (6'8 FLIS22S R3 II INST 1S225.4-80.ddf Door Products Direct to Masonry) for installation FLIS225 R3 11 INST'15225-68M.Ddf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 'R3 AE EVAL 1S22S.4-68.odf FL15225 R3 AE EVAL IS22S.4-80.odf FLIS225 R3 AE EVAL 1S225-68M.Ddf Created by Independent Third Party: Yes 15225.5 e. 'Smooth -Star' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing https://www.iloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelltes, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.5-68.odr' FLIS225 R3 II INST 15225.5-80.odf F I S225 R3 11 INST 15225-68M.6df Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL1S225 R3 AE EVAL 15225.5-68.odf FLIS225 R3_ AE_ EVA"5225-5-- oil Created by Independent Third Party: Yes 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E3300-04) Certification Agency tifiCercate FLI5225 R3 C CAC 15225.§ NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.6-68.odf FL15225 R3 11 INST 1S225.6-80.odr Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 1522S.6-68.odf FLIS225 R3 AE EVAL 1522.5.6-80.odf Created by Independent Third Party: Yes Dacti Ncat Sys : 19s0 North Momee Stt M. Tauaha$ee FL 32399 Phme: e5o.1 7.192a The State of Florida is an AA/EEO employer. Cacivrlgm 2W7.2Df State of Florida::: Prlvacv Statement :. Accessibility Statement :: Refund Statement Under Florlde taw, email addresses are public records. It you do not want your e-mail address released In response to a public records moutsL do not Send electronic mall to this entity. Instead, contact the WKe try phone or by traditional map. It you have any auestions, please Contact 850.467.1395. "Pursuant to Section 455.2750 ), FWda Statutes, efrectNe October 1. 2012, iloensees licensed under Chapter 455, F.S. must provide the Department with an email address a they have one. The emalls provided may be used for olrical communication with the licensee. However email addresses are public record. it you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine It you are a licensee under Chapter 455, F.S., please click ItM. Product Approval Adapts: rcrs- Cr https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV V KJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within h' f'f t' m NAMI's Certification Program is accredited b The American National Standards Institute (ANSI). NAMI s Certified Product Configuration Latin at Inswing or outswing w vw.. nmicer ica Glazed or Opaque wn.co . Maximum Size Design Pressure Pos/NeE Missile Impact Rated Test Report Number Comments X I/S Opaque 3'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4riTF-257F Single X O/S Opaque 310" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Sin le XX US Opaque 6'0" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4n7F-257F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 810" 40/40 No NCTL-210-1940-1.2.3.4rM-257F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4/TTF-257F Double Coastal Aluminum Astragal XX O/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4=F-257F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 514" x 810" 40/40 No ETC-01-74170593.0/L-2173nTF-257F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 8'0" 40/-40 No ETC-01.741-10593.0/L-2173/TTF-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" 40/-40 No FETC-OtandardDoublew/Sidelites Glazed Sidelites inum AstragalStandardAluminumAstragalAluminum OXXO O/S Opaque Door 814" x 810" 40/40 No ETC-01-741-10593.0/L-2173=F-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 8'0" 47/47 No ETC-0I-741-10593.0/L-2173r1•I'F-257F Double w/Sidelites Glazed Sidelites I I I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 8'0" 47/-47 No ETC-01-741-10593.0/L-2173nTF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management institute, Inc./4794 George Washington n:; 07 r1faayca, Tel: (804) 684-5124/Fax: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-I14 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 Beacbmark by Tberma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The 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 n _. n—A.. _. r :_.:--.. .. &,.—; ... r:n.. ,. NAINile f ertifieetinn Prnorsm is acererlited by The American National Standards Institute ('ANSI). l\A7 11_, .GI IIIIGV f IVYYtI e/IJ1111 • Y• Inswing v...v...... Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing Opaque Size Pos/Nex Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/ITF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/i7F-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097/TTF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'01'x 6'8" 40/40 No ETC-01-741-10703.0/L-2097f TF-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 47/47 No ETC-0I-741-10703.0/L-2097=F-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097=F-254F Double Coastal Aluminum Astragal . OXO/OX/XO US Opaque Door 594" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-Ol-741-10593.0lL-2097r1TF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097=F-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 81491x 6'8" 47/47 No ETC-01-741-10593.0/L-2097=-253F Double w/Sidelites I Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'41' x 618" 47/47 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, tnc./4794 George Washington memori yinaye5, VA cJv 14 Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-115 108 Mutzfeld Road Certification Date: 10/1512003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within W ARA1t.. f ...1R...f:nn D—.-- le nnerediretl by The American National Standards Institute (ANSI). iNAM's Certified rrGduct U tin aI wwnc.:am:cuumm"uv,..ay.n. r--. a a.c.....w.......... ......---._-•--- -• --•- •------ Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact & Outswin Opaque Size Pos/Nej Rated Comments X I/S Glazed 310" x 6'8" +47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Single X O/S Glazed 390" x 6'8" +47/47 No NCTL-210-1940-1.2.3.4/i'TF-255F Single XX I/S Glazed 6'0" x 6'8" +40/40 No NCTL-210-1940-1.2.3.4nTF-256F Double Standard Aluminum Astragal XX O/S Glazed 6'0" x 6'8" +40/40 No NCTL-210-1940-1.2.3.4/i-1'F-255F Double Standard Aluminum Astragal XX 1/S Glazed 610" x 6'8" +47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Double Coastal Aluminum Astragal XX O/S Glazed 6'0" x 6'8" +47/47 No NCTL-210-1940-1.2.3.4=F-255F Double Coastal Aluminum Astragal OXO/OX/XO I/S Glazed Door 5'4" x 6'8" +40/40 No ETC-01-741-11008.0/L-2151/ITF-25617 Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Glazed Door 574"x 6'8" +40/-40 No ETC-01-741-11008.0/L-2151%T'TF255F Single w/ Sidelites Glazed Sidelites OXXO 1/ S Glazed Door 8'4" x 6'8" +40/-40 No ETC-0tanda-t Aluminum 215 Astragal F Double w/ Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO O/ S Glazed Door 8'4" x 6'8" +40/-40 No ETC-01-741-11008.0/L-2151/TTTF255F Double w/ Sidelites Glazed Sidelites Standard Aluminum Astra al ETC-Ol- 741-11008.OM2151/TTF-256F OXXO 1/ S Glazed Door 8'4" x 6'8" +47/-47 No Double w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/ S Glazed Door 814" x 6'8" +47/47 No ETC-01-741-11008.0/L-2151/TTF255F Double w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal VA 21077 National Accreditation & Management institute, incJ4:74 vcvrgc -mall—ri—.. 1.c1..v..0 , , Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: National Accreditation & Management institute, incJ4:74 vcvrgc -mall—ri—.. 1.c1..v..0 , , Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, [N 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid If the NAMI Certification Label has been applied to the product as described within this document. The 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 lu.. ....:....:.. A... NSM11. (^sMf:firaltnn Pr"ram it arerertited by The American National Standards Institute (ANSI). 1\A1 11.3 ..CRIUCu Vuucl a.wln.a Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswina ODSClUe Size PostNelt Rated Comments X I/S Opaque 31011x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/[TF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096=F251F Single XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L.2096fM252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-I0702.0/L.2096/1TF251F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 551-55 No ETC-0 1 -74 1 -11 008.0/L-215 I rrTF252F Double Coastal Aluminum Astragal XX O/S Opaque 610"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/i-I'F251F Double Coastal Aluminum Astragal OXO/OX/XO IS Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/rTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-Ol-741-11008.0/L-2151/rTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-215InTF251F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO VS Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/ITF252F Double w/Sidelites I Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 551-55 No ETC-01-741-11008.0/L-215IrM251 F Double w/SidelitesA Glazed Sidelites Coastal Aluminum Astragal 1A.I7 National Accreditation & Management Institute, Inc./4794 c.eorge Washington Iriemorta y1naye3, vr Zavi,& Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU 0 THERMA TRU DOORS I I a lmouv" LL a*.. eoacwow. ON 43517 Smooth -Star" and "Benchmark by Therma-Tru" i 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES j INSWING / OUTSWING I INSULATED FIBERGLASS DOOR WITH WOOD FRAMES I M—W MAX OVERALL FRAME WIDIN t 2 J s s s 181 I I IriS I I tl:•St y I •L 1; ;; Ir 68 W MAX. I Lee 5I I' 2 3 s s s I' I! General Notes t 2 3 B- B 6• 6' I 2 3 5 e 6 e 8 6 B e• A- 1. This product anchoring drawing has been developed in compliance with the Sth Edition 6 6 B DOUBLE W/ SIDELITES OXXO MAX DESIGN PRESSURE SINGLE W/ SIDELM Oxo MAX DESIGN PRESSURE w 2014) Florldo Ouldng Code (FOCI excluding the 1frgh Velocity Hurricane Zone'. See the 55. 0 40.0 -40.0 CertificationAgencyCertificateforsties. specifications and ratings. 55.0 rr 2. Product anchors shag be as fisted and spaced as shown on details. Anchor embedment to base material shol be beyond wag dressing. stucco. foam. brick and other wall 3737MAX. coverings. I OVERALL OVERALLWIDTH 3. Wood screws shag be installed following Installation inahuct'Ions of ANSI/AF&PA NDS 2011 All other fastener types to be installed following fastener monufacturees installation instructions. KN YA 4. Fastener embedment depths, edge distances and center -center distances shall be as specified by The fastener manufacturer but in no instance shag they be lea than shown in this drawing. x S y j, , 5. Where shims ore used. they must be a `rigid / stiff material that complies with The s requirements of the fOC. 6. Positive and negative design pressure requirements for use with this drawling shag be r , determined by others for specific jobs In accordance with the govemng code. 7. Site conditions not covered by this drawing are subject to further engineering analysts. s 6 IASU OF COWEIM sKEFr• DESC81MON I Typical elevations. pressures a general notes 2 Buck anchoring 3 Frame anchoring 4 Hart anchaft a of material; S Horlxantal a venccal Loss sections 6 V Class sections SINGLE x MAX DESIGN PRESSURE 67. 0 -67.0 a u Y DOUBLE xx MAX DESIGN PRESSURE 55. 0 -55.0 LOCK NAEDWAR MFG a SEM KIPMEF sIGNANEE UM IATCN RMRSE7LGNANRE fEMES 7e0 OEADiEOLT S3AW MAX OVERALL WIDTH i 3 3• rA Kt SINGLE W/SIOELITE OX MAX DESIGN PRESSURE 40. 0 -40.0 OF 62 C1 W W C d 0.0 4. MULLION~ I I,-,- MULLION 4 MASONRY 4 II SHOWN FOR MASONRY 4 11 SHOWN FOR MASONRY REFERENCE I I o $ < OPENING TYP. HEAD OPENING TYP II REFERENCE OPENING TYP. 11 Ee = m o I I HEAD" I I e gdCJAMBSHEAD11N 9 0 W k JAMBS do JAMBS t 6Lo F a 2x BUCK 2X BUCK t N I INQ 4 a° S 2x BUCK o u I I Inc i t I IIIMULLION SHOWN FOR I I 6 dIId11 11 REFERENCE I I IIII II II II y S I Y' SINGLE DOOR SIN,. F W/ICDLITSINGLEW/SIOELITES, RUCK ANCHORING BUCK ANCHORING BUCK ANCHORING r 1 w I 1 II r MASONRY 4 1 II MULLION411SHOWN FOR 1 I, MULLION SHOWN FOR II OPENING TYP. HEAD TYP, II REFERENCE 1 REFERENCE IIdoJAMBS1ASTRAGALHEAD SHOWN FOR JAMBS II 1.?Xbmkn*LS.G.Ia56. 2X BUCK i REFERENCE 2X 1 II OONCRETEAn1CNORN016: 1 BUCK N N II 1 I I 1 II I. Com=to anMar bcatkro at RNo oomen mar be odpatod to avinkin the rroN. I 1 l ASTRAGAL I I SHOWN aedgedMancororrgrrvjoinK z conastoohdokeoronsnoroaatx Ax•ONCEMFI mustbeocy rtredro 1 ce o II II FOR I I 1 REFERENCE I I cimo mainrah HNe min. sd0o dsronco to rnodwiOhh. add00nd aonceero cmd I I mW bo reavired to orovs ho IMAX ON CENIW c0mv m oro nor sroaoeded. I I IaConasteanchorrods: ANCHOR ANCHOR MIN. MIN. CLEARANCE M(K QE ftAHCE TYPE SITE IiMRFOMENi 16MAS0NR1' EDGE tO AOJACENi ANCHOR' 1/4' 1.1/4' r TA/CON0 NCO 1/4. 1.1/4r 1. f YLTRACON N. DOUBLE DOOR DOUBLE W/SIOFLITFS L BUCK ANCHORING MASONRY BUCK ANCHORING o w M0 OPENING FL-15225. SNES 2 OF IR C. }` 73 1-f, F--3- I I I I I I MULLION SHOWN FOR REFERENCE A W/ZX DUCK INSTALtATION O 9 W/k BUCK INSTALLAMN IMT. HEAD dI JAMBS r N IN PAIRS 30 TYP. v 3 TYP, T r_ T W Oi V C O u, SEE F DETAIL -4' o I SEE" OETAIL r 1 6_ 1 r T 0' A' 7- _ 73' -18 vI N MULLION SHOWN FOR _ REFERENCE BUCK INSTALIATION S h BUCK INSTALLATION NGO k JANBS v" i SEE AIL • 2 M a' A' t' TYP. HEAD 6 J418S SEE - DETAIL ' I IR 49 VIEW ' C'-'CSINGE DOOR W/SIDEI rsE_S VIEW Y'-' ~ CV1EW-0'--D' SINGLE DOOR W/SIDELiTE VIEW T"- B- StNCLE DOOR VIEW A'- A' srw, •/ omaw. WFFIIGTeD SGEVIF r rrtsl sso Inv. Au sxrturt rooao sws rb,.ssnasl SIDEUTE NOTES: I, fie sidefte is direct set into the jamb with (12) R8 x 2"plh. wood screw& there ore (4) at each vertical jamb, from the fop down at 13.S-. 31': 48.S• 6 4W. mere are (2) of the header at 4• from the outside corners of the frame. mere are (2) of the sill 4"from the outside corners. 2. For optional side6te construction with staples, sidelfte is dirt set into the jamb with (4) cif X 1.314* 16 ga. staples along each jamb (C from ends and equally spaced thereafter). GONCREfE ANCHOR NOTES: t. Concrete anchor locations at the comers may be odlusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor #*cations noted as 'MAX. ON CENW must be aousted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the lhW. ON CENTER' dimension ore not exceeded. 3. Concrete on" table: ANCHOR_ ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SITE EMBEDMEM TO MASONRY EDGE I' d 4GRAd * ANCHOR aw • 1/ 4• 1•I/r r r TAPCON tivY TA/ CON • S/ lfi• 1.1K 3• 1.1/2' W/2X BUCK 2 INSTALLATION $. g W/ IX BUCK 11IT INSTALLATION tLn 0 DL7AfL ' 6' DETAIL '2' W/2X BUCK 2 INSTALLATION A a W/IX BUC,C s2 C INSTALLATIO 1iC art, 2 2t is Scar N T S I 1 prt er: l.f 5 DETAIL 'I- DETAIL '4' so, h1- 15225. 5- i IF u Cf 7. 3" L i I to VIEW 'C'-"C' I SEE NOTE 3e r SHEET 3 1 SEE DETAIL 1 g ASTRAGAL)/, MULLION SHOWN FOR 0 SHOWN FOR REFERENCE tl REFERENCE ONLY I tl Iffomlqlli, E' DOUBLE DOOR WISIDELRES r IN '126' PAIRS 30 > ^, of TYP. lv W/2X BUCK INSTALLATION Q W IX BUCK < INSTALLATION TYP. HEAD r yr = JAMBS I 14 6J.-A z. 5 ^ 4 SEE DT_AIL W/2x BUCx A` J• IINSTALLATKW 2 TRA W/IX BUCK INSTALLATION 9. HEAD & w u O IA • W n o N C of r pp m• SHOWN FOR REFERENCE I JAMBS ONLY ; J al SEE OETAIL •4' o - - a o 3 = I DETAIL - Wa= =oI t6 5 a W A" VIEW 'E'-- E" DOUBLE DOOR VIEW A•— A 90" r/ araow° comxrrm raWOM ap 130 tlw. Au aocvR m cow 440 C%Vgrn Ma) W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 1 C W/2x BUCK Item DESCRIPTION Material A 10 x -1 2 P WO 0 SCREW STEEL. B 10 X - PFH WOOD SCREW STEEL C 110 X 1 PFH WOOD SCREW STEEL 1 10 x 4 l SCREW Hine to rome STEEL 10 x 2 LG. PFH W000 SCREW 5TLU 3 x -t 2 L.G. PFH WO CREW STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITYY CONCRETE SCREW STEEL g 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 1 4 x 3-3 4 In PFH CONCRETE SCREW STEEL it 34, ITW PFH CONCRETE SCREW STEEL 12 114 r 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 t 4 X 2-1 4 PFH ITW CONCRETE SCREW E L 20 HEADER JAMB SUGAR PINE SG >= O.J4 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD W000 30 1 2 X 1 X 25 GA CORRUGATEO FASTENER STEEL NSTALLATION 3 W/1X BUCK 11 0 OE7NL •t' INSTALLATION DETAIL 3' ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME 1 C AS SHOWN. t DETAIL 'A' 011 F e u oaa 2121112 scut. N.T.S. ° o.a W. JK ow. m LFS 3 www NO; a FL-15225.5-68 a slay 4 or g aa 13 0 6pi E"A i 4 N # io'dr I BUCK 9fa 3i 2X BUCK + INTERIOR EXTERIOR t ' o v A f E INTERIOR EXTERIOR $ INTERIOR EXTERIOR 1 HEADJAMB 2 HEAD J B 3 HEAD JAMBtoYN S int loving shown S UavArrq Mowwow n S tjnt+ 6 g N 13 U BUCK 5 s INTERIOR INTERIOR 4 A SMS. z A ocrXA, EXTERIOR EXT6t1OR o.I s MW. C•SINK ^ S= CE SPAE I N" 1.1MIN. I.ISMIN. I _ p EM6 Z 'as EM6. rm. QuE 2121112 or MNL N.T S. 9 5 a m. or. JK i 4 VERTICAL SIDE JAMB S VERTICAL SIDE JAMB ac. er LFS 5 to b s 0t k S to wood bane oMnc No: d WMkg shown "hB shown FL-15225.5-68 n sw J. or 6 6 INTERIOR EXTERIOR CL 1 VERTICAL CROSS SECTION 6 ft kvcon¢G"W. INTERIOR EXTERIOR 4 VERTICAL CROSS SECTION b Im pcom w. INTERIOR re ayp V•S `SPA III ,••.,,• • ``- A,Y INTERIOR EXTERIOR / I" 44'I# I `,` s "v EXTERIOR INTERIOR ? a $ ! 6 a E aRIC 20 a 13 21 12 13 16 •' , R 2 VERTICAL CROSS SECTION r3"N VERTICAL CROSS SECTION EXTERIOR s1 t—S"N VERTICAL CROSS SECTION b Oua oonliambon EXTERIOR INTERIOR 6 VERTICAL CROSS SECTION 6 Ou5;g comgjotion ONK N j 7 WE22t 12 lCYL N.T.S. 3 o°c. °r. JK Cat °r: VUs oa m lei° a FL-15225.5-68 c sm 6 w S G THERMAITRU 0 THERMA TRU DOORS I III I"OV@r"uL a".. 9009R ". OH 439/7 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/& W/OUTSIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105W MAX. OVERALL FRAME WIOIH L 2 3 3 •3• 3 R 11 11 n 11 St 1 TILT' 1 1r--y r-Y 1L 11 1y1 1 eC--Y IC-Y 11 11 1111 ,I a 11 li ii it 1. fits product anchoring drawing has been developed in compiance with the 5th EdHiorl 12014) Florida Building Code (FBC) excluding the'High Vetocity Hurricane Zone'. See the Certification Agency Certificate for saes, specifications end ratings. 2. Product anchors shol be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing. stucco, foam brick and other watt 3. Wood screws steal be installed following installation instructions of ANSUAF&PA NOS 2012. AB other fastener types to be installed following fastener manufacturefs installation instructions. 4. Fastener embedment depths. edge d•Btonces and center center distances shall be as specified by the fastener manufacturer but in no instance shall they be less than shown In this drawing. 5. Where shims are used, they must be a 5igid / sfiW material that complies with the requirements of the FSC. 6. Positive and negative design pressure requirements for use With this drawing shall be determined by others for specific jobs to accordance with the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering analysts. TARE OF CONrFMs SHWO 1 OFSCRIMON 1 Typicd elevehoru. design pressures & general notes 2 Buck anchaln 3 mkoea 4 frame one m" & bR of maleriats S Hoeeontal & vertical Cross Sections 6 Venkal Class sections 68-VMAX. 0V8tALL WIDTH if y ti fi=71 fr------11 fF=i1 1 11II II1; 11 1II II II II 1 B B B B B• B B B B 4 B S DOUBLE W/STOEufES OxXO SINGLE W/SIOEUTES OXO MAX DESIGN PRESSURE Locrruwwxr[Mrc a sma MAX DESIGN PRESSURE 47. 0 .47.0 1 IIwa"SIGNATI1rrSGRMSLATCH 1 +40.0 -40.0 In" ClITSIGNATYRS SWAB M NAOMI 37. SIT MAX 55.07 MAX. OVERALL 74-VMAX. OVERALL WIDTH OVERALL WIDTH WIDTH 1 2 3 T- 11 ' 4'•-l' 1 1 L,, 11 rT_ Yi r. 14-1 F-1' rr= 1 rT.i 1 1 1 1 1 l tc= a 11 11 4ca' 1 1 1 1 N. u u S rN: r --; S rr-Yi 1 1 1; 11 11 II 11 11 1; Qra1Y1118Ltz- LLB 1J 3 11 11 a 1 1; ;1 1; S It'YI IT-YI 11 II 11 11 11•- YI IT-YI 11 11 11 O 11 11 11 i, A. 11 11 11 11 11 11 1 1; ;1 1; 1 1 1 11 Ir'-' S1 Ir 11 LLB 11 L LI l i' L =Ji e = N LU Ir yl 1r SINGLE X DOUBLE XX SINGLE W/SIOELRE OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 +47.0 -47.0 +40.0 -40.0 e Q C U L 2 t 12 : tG N.T.S. °. a• JK a F LFS 3 Z. 4 n. • 15225. 5-80 c n t or f 777-7--:M7 4* II MULLION MASONRY-7- 4 MASONRY SHOWN FOR OPENING TYP HEAD OPENING REFERENCE TYP JAMBS IIHEAD Qc JAMBS co II 2X BUCK—/ II c'! II 2X BUCK SINGLE DOOR RUCK ANCHORING MASONRY OPENING NOTES: 2X BUCK 1. V buck min. S.G. a 0.51 CONCRETE ANCHOR NO 1. Comast. OnChor locaftU at " cVmW3 nay be ocI to ftlai"toih the "Ifil edge distance to nVrWi0imIL 2. Co=ete anchor locatiov noted as %W. ON CENlW must be o*Wed to mob,tch Me mkt edge distance to 1. o to lah ts. addlitiond concoto anMas may be mo,*cd to wmm ft 7AAX. ON CENTW &m-shon are not eweedod. 3. Con0vto anchor tab(&.' ANCHOR ANCHOR Ailk Mt.1Lc14,&l1ANCE* h(FH#:;qWNqE TYPE so E!A 10MASONNY EDGE I`OAWACENr ANCHOR OWN fir T•lir r TAPCON 6" 4lir 1.114. 1. XTRAC01 4 II 11 4 II II MASONRY s II II OPENING TYP, II II HEAD 11 do JAMBS II II II II II II A (i 2X BUCK II MULLION Il SHOWN FOR REFERENCE II II II e q I A ZS 46-,-*--- r pi. felt 4- 1 4 4 4- 7 II MULLION SHOWN FOR MULLION FOR ./, ITYP. HEAD TYP. II REFERENCE a SHOWN JAMBS 1 ASTRAGAL HEAD aREFERENCE II SHOWN FOR k JAMBS REFERENCE a II 1 II 1 II II ASTRAGAL II SNOWN2X FOR II X BUCK II REFERENCE II 1 II II a II h ci e II q II DOUBLE RUCK DOOR ANCHORING MASONRY_j DOUBLE OPENING BUCK W/SIOELITFS ANCHORING BY: JK we. LFS PC moz 15225.5- r or E" 3 C. 73F+-i F-3' I I I 11 11 1 it' MULLION 1 I11 SHOWN FOR III _ X REFERENCE I `- f - 1 Cl A W/2x BUCK INSTALLATION - 7 V 0 0 r 0 9 W/1X BUCK INSTALLATION T1P. HEAD A JAMBS n Tr 3" I MULLION SHOWN FOR REFERENCE BUCK IHSTALLAI BUCK INSTALLAI HEAD k JAMBS SEE NOTE 16SEE 16 16 t 6 DETAIL 16 lu 11I 12 - ' a' N + h 12 Id 5 12 M. lot - - I Its _ Y- .D, E. C. -D- A" VIEW 'C"-'C" SINGLE DOOR W/SIDELITES VIEW 'E'-"EVIEW b'-'0' SINGLE DOOR W/SIDELRL S1xw M/ Or MMAL OMMUGrim rASTDO . RY /JO MP, ALL SDVJ C m ma .wm caw=rom RW ARE NOIES A w V A' z W WL 6- 6. 1 I to A W/2x BUCK INSTALLAnoN y 9 NSTALIATION JMw AMBSDETAIL in C N SIDEIRE/ HA O 1. The sidefite Is direct set into the jamb vAth (12) N8 x Y pth. wood screws There are (4) at each B vertical jamb. from the top dowse at 13.5' 31' A8.5' 6 66' There are (2) at the header at f ham the outside tamers of the home. There are (2) at the M 4' hom the outside comers. 2. For optional sfdefite construction with staples, side6te is direct set Into the jamb with (S) ?J, X I C 1- s/4" 16 go. staples along each jamb (6" ham ends and equally spaced thereafter). 3. Latch, deadbolt and hinge locations voN• See Certification Agency Certificate and corresponding test reps for specific dimensions and design pressure ratings. t CONCRETE ANCHOR MOM: 1. Concrete anchor locations of the comers may be adjusted to maintain the min. Mull - edge distance to mortar joints. 2. Concrete anchor locations noted as "MAT(. ON CENTER' must be adjusted to maintain the min. edge distance to mortar joints. addilionol concrete anchors may be required to ensure the MAX. ON CENTER• c4nension are not exceeded. A A 3. Concrete anchor table: MIN. MIN. CLEARANCE MIN. CLEARANCE t ANCHOR ANCHOR, 1 TYPE S(ZP EMBEDMENT 10 MASONRY TO ACJACI NT E06E ANCHOR A A nw TAFCON° 1/ 4r 1.1/i Y renw ue 3/16' 1.1/4" .1- DETAIL ' I' F v1 a V i 3 16 a i• 1 1 m Y 67 N C g 9" A' SINGLE DOOR VIEW A"- A" 1 S i Mrc, er' JK ac r. A 5* 1 i C. 3 . 7. 4 3 3-F t-J. III SEE OETAIL "3" III A IU SEE NOTE 3 1 SHEET J 1 9 MULLION r SHOWN FOR REFERENCE SHOWN FOR — REFERENCE t ONLY 1 — 1 1 16 !6 16 f6 In 1 5 . m 5 ill 12 c 1 1 C- "E VIEW 'C"—'C' OOUB F DOOR W/SfORITES W/2% eucl MSTALIATIO w/Ix euct WSTALLATIO TYP. HEAD JAMBS SEE OETAIL 4. O W A A- W/2X 4:—I —i I-6 eucx , SEE SEE OEi_All_ (1NSTALuiroN DETAIL to WIX3 1 INSTALLATION 9 n Ci - 1 • _ - 1 TYP. HEAD k ! p 1 JAMBS _ H SHOWN FO _ REFERENCE r V _ I ONLY 1 b 2v + 16 5 5 3 A' VIEW 'E"--£' DOUBLE DOOR IhEW A"— A" Item DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL g 10 X 1— 4 WOOD SC STEEL C 10 X 1 PFH WOOD SCREW L 1 10 x J < L PFH W SCR Hm a to Frame)STEEL 4 1 4 x 2-3 4" PFH ELCO OR ITW CONCRETE SCREW 51L 5 1 4 x 1-3/4' ITW PFH CONCRETE SCREW STEEL 1 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 10 8 X J PFH SC STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL t2 t 4 x 3-14 ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW S L 20 21 HEADER JAMB PINE. SG >- 0.42 Zed" THK. PRESSURE TREATED SIOELITE PAO WOOD W 0 30 1 2" X t' X 25 GA, CORRUGATED FASTENER STEEL DOWN w/ OOOWNL OORRVO-T[D rAFE"M OOOW ad fAYOCONNOCII7/S. 141 son" TO B C itt p DETAIL '4' A DETAIL ' 3' ATTACH ASTRAGAL THROW 1 STRIKE PLATE TO FRAM AS SHOWN. A I DETAIL " 1' AM a a u anc 2121112 i d rxc N. TS. 9 pWc. en JK ao wx. Wr. LFS 3 OIIAIINC x0_ C FL- 15225. 5-80 c sNaf 4 OF 6 p col Qxx 41 pi i •. F c o e 13 2E IL: I % BUCK 2X BUCK I_^ INTERIOR EXTERIOR 12S A — P zoU ``3 INTERIOR EXTERIOR INTERIOR EXTERIOR AMS a x S H I EAD J 2 HEA0JAMB S ro2cOJAMB S ( mw4q shown To "lood from kltw++lg shown ° i 13 8I 2% BUCK INTERIORfINTERIOR 4 A S / W Z A ` j o W EEXT XTERIORERIOR o. IsMw. C• SINK 2S MAC 0.2S MAX. o < 5 SWM $ PACE SMM SPACE I. ISMM. ea. 1IJYMIN. _ 100 125 MIN. arc 2 21 12 = EMB. IYP. swa. N.T.S. i ttwC. 9r JK a 4 VERTICAL SIDE JAMB 5 VE)RCAL SIDE JAMB CMK, W L:S Q S To 2c sub buck S To woo0 imm au ra na: kwMng shy Inswhpshown FL-15225.5-80 c swa 5 a 6 O J i so SaoU• aa yT ppp 2 Y I. •'•.......... O'1u .p Y INTERIOR EXTERIOR i w%`` INTERIOR EXTERIOR EXTERIOR INTERIOR h l o G , ZS 1 g c o min id 21 odgz L 13 13 12 1 13 16 16$ SECTION u 1 VERTICAL CROSS SECTION 2 VERTICAL CROSS SECTION 3 6 VEIMCAL CROSS N 6 n9 !o ^ 6 out,."confglrto6on I 12 R INTERIOR EXTERIOR EXTERIOR INTERIOR EATERIURINTERIOR z e 13 e 13 3 u° Z 4 VERTICAL CROSS SECTION S VERRCAL GROSS SECflON 6 VERTICAL CROSS SECTION an. 2 I2 = auu N..S. 261pconpmfam6wts.+ng conapualion 6 •wK O ^ oa JK c aa,,, LFS ; c om%.m D. n FL-15225.5-80 a a ALO THERMAITRU THERMA TRU DOORS 1 la on.. 900p w, OM 43517 11618 SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawing has been developed In compliance with the 5th Edition 2014) Florida Bulding Code )FSC) excluding the'illgh velocity "cone Zone'. See the Certification Agency Certificate for sizes, specifications and ro%-% 2. Product anchors stall be as listed and spaced as shown on detak Anchor embedment to base material shoo be beyond woo dressing, stucco. foam, brick and other wall coverings. 3. Fastener embedment depths. edge distances and oentercenter distonces shall be as specified by the fastener manufacturer but in no instance shol they be less than shown in this drawing. a, where shims are used. they must be a iW / stifr material that complies with the requirements of the FBC. 5. Positive and negative design pressure requirements for use with this drawing shoo be determined by others for specific jobs in accordance with the governing code. 6. Site conditions not covered by this drawing are subject to further engineering analysis. TA61E OF CON1HiIS SNEETf OESCRR9FON I Wpocdelevalion=design b general WSS 2 Ho iwntal Cross secu= 3 ' Vertical Cross NO" mafOrly 1 From 5 From o a bill of moedcs Io5-w MAX oven FRAME WIDTH F1 2 3 3 • 1 1 I. 1ititt 1 I it r i; It ooWllwl&==oxx0 MAX DESIGN PRESSURE 55.0 .55.0 37-0• MAX OVERALL wIOTH IV-1 tFAR 0 Tj 215-A 5-A2 p F-P smtEx MAX DESIGN PRESSURE ss® doddla. +55.0 -55.0 UCVWrmoo. + 65.0 -65.0 1 x MAx. FrOVERALL WIDTH 1 V2 3. 3 oOUYE rx MAX DESIGN PRESSURE 55. 0 -55.0 RNM wi SIO M oxo MAX DESIGN PRESSURE 55. 0 -55.0 53D' MAx. OVERALL WIDTH 3 3 1 2 saww/ smarwor MAX DESIGN PRESSURE 55. 0 -55.0 loex rueowAre MrG a sEeras 9W1= VrS4 MTUrx SEWS LAMM RWWITSIGNAMW SIM M OQA SW 3 4 f N a Y i a1c 2 21 12 i soma. N.T.S. am a JK a all er LFS i oeavlo « o: li FL- 15225-68M " a H o c ti INTERIOR d e EXTERIOR e H 1 HORIZONTAL CROSS SECTION 2 4091riw6ib h9w olio^ n INTERIOR EXTERIOR H 2 oRnoNTAL CROSS SEC17ON 2 a1in 60 WoWn INTERIOR II EXTERIOR H a HORIZONTAL CROSS SECTION EXTERIOR (: V 4 HORIZONTAL CROSS SECflON 2 Ouhbin NuroWn i idhZ.Y j s a.$u V{ Z V mdfi 3 5$ INTERIOR N. EXTERIOR 5 HORIZONTAL CROSS SECTION 2 99b egu ". 1 1= en' JK u o« an LFS ; mtq" FL-15225-68M c n spar °` -_s- 0 IT MAX. 9 O( 1 VERTICAL CROSS SECTION M16" EXTERIOR W_ IMERIOR 2 VERTICAL CROSS SECTION 3) 6.-,, g i -tion EXTERIOR INTERIOR WXa t E z 12 3 VERTICAL CROSS SECTION J Out-ing—rgjwion EXTERIOR INTERIOR i VERTICAL CROSS SECTION wr." tonv on EXTERIOR INTERIOR id Gie g N E o= o 16 4 VERTICAL CROSS SECTION' 3 Qukvw+ — ban EXTERIOR INTERIOR o 6 VERTICAL CROSS SECTION 3 ounwov bon tgurotion wAe. N.T.S. NQ er. JK m as er LfS 3 pMlPpf' M0: Q n FL-15225-68M c B r r rr IF69I1CHEAD_ iYP.9HEAD It 49116'HEAD .;; MUWOJ SHOWN FOR REFERENCE 16 JAMB - O VIEW " C-'C SINGLE DOOR W/SIDEUIES a 1 T SEE c DETAIL' S c I L J Ti 1 r N S o a1 ci o tq h SEE OETAR Y• ui VIEW " E"-"E" VIEW V"-V" coNCMEErEANCKONNo - I. eonvele and" boon at the toners maybe coMfed to maintain the min. edge eratarreo b niartar joints. 2 eorlerrta oncZJoeatiom noted as MAX ON CENTER" mmi be ocgt Wed to motnron the min. edge distance tonal mortarjoint. oddidocowele and — may be reaured to ena/ro the'iNM ON C'E NTER"dimenwri are not exceeded. S. Concrete onMor We: ANCHOR ANCHOR AItH Mef «! MIN:CfEA(f4NCE ryPE Sib- EINBECMIIENT rOMASONfy low IOAOJACiM AMM* aw Ile 1-1Jf r 4' rAPCON• EICO 1/ e 1.1/e 1' e UURACON ITW • 111{' 1.1/e AS SHOWN AS SHOWN TAPCON SIDE ITE NOTES: 1. fie side6te is daect set into the jamb wr7t1(12) N8 x 2' pth. wood screws. There are j4J of each verticof jamb, from the fop down of 13.5; 31.4&5" 6 667. There are j21 at the header of 4' ham the ovhjde corners of the home. There are (2) of the sN, 4" from the oublde comers. to 1 0 9/I6•HEAD 1YP. 6 HEAD NIlttll 10 r .: a F 9/ IeHFAO arc ° L D 9/IeNEAD ti W nuN z ra c MUl1JON I TYP. @ HEAD F'4. 9114rKEAD d SHOWN FOR REFERENCE n ai nR Ci G 9l16-JAMB- a e g€ 6- 9/ 16'JAMB TYP. ® JAMBS p TYP. 9 JAMBS r 1 744.9/ 16•MB JA_ _ H4.9/I6" JAMB- do SEE DETAIL"' S n S OETA0. 7 b'S• SINGLE DOOR W/SIDEUIE VIEW 1"-*r r 1' m j rc SINGLE DOOR VIEW A ="A" swa N. T.S. 7"C. er JK M er: L.F•$ L-15225- 68M VIEW'C-"C V J V1l f --i I fe I I 1 1 11 I I I I I I I 1 I SEE OETAI'6' p 6.9n6•HEAo IYP.0 HERO 1 F weHM ASTRAGAL I MULLION SHOWN FOR I SHOWN FOR REFERENCE I REFERENCE ONLY 16 I I 1 0 12 S E S r 1 I Il C Y DOUBLE DOOR W/SIDam W n o N r G 6.9/16' JAMB TYP. 0 JAMBS H 4.9/1CJAMB F. 16 SEE o DETAIL' p I 1 VIEW " r-"F" BILL OF MATERIALS IIFIA OESGY7FIWN MAffitlN C 1 /4' MAX. SHIM SPACE D 1/4- X 2J/4' ELCO OR ITW PFH CONCRETE SCREW STEEL E MASONRY - 3DD0 PSI MIN. CONCRETE CONFORMING TO AO 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F I/4'x2.1/4•EL000RITWPFH CONCRETE SCREW STEEL G 3/ 16' X 2-3/4' IT W PFH CONCRETE SCREW STEEL H 3/ 16' X 2-1/4'IT1N PFH CONCRETE SCREW STEEL 5 1 / 4' x 1-3/4ELCO OR ITW PFH CONCRETE SCREW STEEL 11 3/16' x 3.1 /! ITW PFH CONCRETE SCREW 12 I /! x 3 I/4" EiCO OR rtVJ PFH CRETE SCREW 16 1 /<' X 2-1!! PFH rtYV CONCRETE SCREW ISTEEL 24 N9 X3/! PFH WS 26 19 X P PFH WS 27 410 X IJ/! PFH WOOO SCREW r A SEEDEFAR.' 6' 1p6. 9/ 1 Au AI F SHOWN FORD" REFERENCE1 ONLY I6. 9/ 16'JAMB B IYP. 0 JAMBS 04.9/16- JAMB I I I 1 1 1 DOUBLE DOOR ON i tl1 0 7JEAD ND cSEE DETAIL I- c i n VIEW A' -" A" 11 0 U 27 DETAIL 6 ATTACH ASTRAGAL THROW BOLT 26 STYIKE PLATE TO FRAME AS SHOWN. 24 DETAIL'S" H 26 DETAIL "I" ANIF f N j WL 2 21 12 soul: NJ S. 7-6. to JK E tM. VS ! n FL-15225- 68M s. - w I as R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Pliont 813.659.9197 Florida Board or Proressionsl Engioeen Ccnificale orAullioriation No. 9313 Product Sub Category Manufacturer Product Name Category Thermo T1v Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing l Outswing Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, 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. . Umitations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base materiel 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 / stiff' materiel 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 from the details of drawing FLA 5225.5.68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard Testing Laboratory Sinned b ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Wendell W. Haney, P.E. ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Joseph L. Dolden, P.E. TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 Testing Evaluation Lab. Lyndon F. Schmidt, P.E. 2. Drawing No. Prepared by Sinned & Sealed by No. FL-15225.5-08 RW Building Consultants, Inc. (CA "813) Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Sinned & Sealed by Anchoring RW Building Consultants, Inc. (CA 09813) Lyndon F. Schmidt, P.E. t et`11t jt r L• , •. JAIl'r w• is r 3•'-•tidy 01r, „ . • Lyndon F. Schmidt, P.E. FL PE No. 43409 Sheet 1 of 1 2/6/2015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vulrico, FL 33395 Phone 813.659.9197 Florida Board of Professinnal Engineers Cenificale of Authorization No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star" and "Benchmark by Thorma-Tru" Exterior Swinging 118 Industrial Dr 8'0 Single & Double Opaque or Glazed Panels w/ 6 w/o Sldelltes Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business b Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacture's Installation Instructions. 4. Fastener embedment depths, edge distance and center-onter distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a "rigid / stiff material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Reoort No. Test Standard ETC-Oi-741-10593.0 ASTM E330-02 / TAS 202-94 ETC-01-741-10703.0 ASTM E330-02 / TAS 202-94 NCTL 210-1940.1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drowina No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Teslina Laboratory ETC Laboratories ETC Laboratories NCTL Testing Evaluation Lab. Sinned by Mark D. Passero, P.E. Wendell W. Haney, P.E. Barry Portnoy, P.E. Lyndon F. Schmidt, P.E. Stand 6 Seated by Lyndon F. Schmidt, P.E. Stand & Sealed by 1tt _• r1.,r 7r Lyndon F. Schmidt, P 4 •• f e- ai6 ir-• Lyndon F. Schmidt. P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Doc 230 Valrico, FL 33595 Phone 813.659.9197 Florida Boord of Proressional Engineers Ceniliate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20-3, 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. Limitations: 1. This product anchoring has been deve"d•In compliance with the 5th Edition (2014) Florida'Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone'. See the Cediflcatlon Agency certificate for sizes, specifk atbns 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 well coverings. 3. Wood wows shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FL-15225-68M. 5. Where shims are used, they must be a "rigid / stiff' that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-WM shall be determined by others for specific jobs In accordance with the governing cede. 7. Site conditions that deviate from the details of drawing FL-15225.68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Teat Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202. 203-94 2. Drawina No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testina Laboratory Sinned by Testing Evaluation Lab. Lyndon F. Schmidt, P.E ETC Laboratories Joseph L. Dolden, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. Slaned &Sealed by Lyndon F. Schmidt, P.E. y;ltitrrrtr fit,, E h : ;r;• T ,'. Nis 4 !609 11:• STATE OF Lyndon F. Schmidt. P.E. FL PE No. 43409 216/2015 Florida Building Code Online FL16054.04 Page I of I SCIS HomeI LOU In I User Registration I Hot Topics I Submit Surcharge I Slats A Facts I Publications ( FBC Staff I BCIS Site Map I Links Search Prod USER: dUprFe- UuApproval seR: Public user Product Approval Menu > Produc[ or AOOlitalbn Search > Applintion List Search Criteria Refine Search Code Version 2014 FL# 16054.04 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 Cnarh Qaudee _ Annlirweinne IELL Tyoe Manufacturer Validated By Status FL16054- Revision MI Windows and Doors Steven M. Urich, Approved 85 FL#: FL16054.4 PE History Model: SERIES 440 OXXX SGD REINFORCED 717) 317-8454 Description: SERIES 440 OXXX SGD REINFORCED NON -IMPACT INTERIOR REINFORCEMENT) Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies wpprvvav oy Vvrn. wpprvvars vv vvrn >rran ve revrcww anti raurrw vy ure ran, arwlvr r.rc a.vnurna>rvn n rre asery. Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. CoovrlOht 2007.2013 State of Florida. Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. if you have any questions, please contact 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 %ve one. The emarls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here_. Product Approval Accepts: m x--'= i CFe(1it Card Sale hitps:// noridabLlilding. org/pr/pr_app_lst.aspx 10/27/2016 Florida Building Code Online Page I of 2 Professional '-g• r BPSSHHomme I Log In I User RegistraWn Hot Topks Submit Surcharge I Slats & Facts I Publications FaC StaffI SCIS Site Map Links Search Product ApprovalUp6®I;ilrUSER: Public User Product Aooroval Menu > Product w Aoollcatbn Search > Application List > Application Detail FL # FL16054-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2016 Validated By Steven M. Urich, PE RJ- Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL16054 R5 COI FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 htips://fioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtFPindYiNDWrzst... 10/27/2016 r Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 10/30/2015 11/02/2015 11/03/2015 12/15/2015 FL it Model, Number or Name 16054.1 SERIES 420 OXXX SGD REINFORCED Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS. Description SERIES 420 OXXX SGD REINFORCED NON IMPACT INTERIOR REINFORCEMENT) Installation Instructions FL16054 R5 11 08-01830C.odf Verified By: Luis Roberto Lomas 62S14 Created by Independent Third Party: Yes Evaluation Reports FL16054 R5 AE 512517C.odf Created by Independent Third Party: Yes 160S4.2 SERIES 420 OXXX SGD REINFORCED SERIES 420 OXXX SGD REINFORCED NON IMPACT INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 R5 II 08-01831C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R5 AE 512S18C.Ddf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.3 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 RS 11 08-01885C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE 512577C.Ddf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.4 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 R5 11 08-01886C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R5 AE 512578C.Ddf PRESSURE RATINGS. Created by Independent Third Party: Yes Bad He>tt Contact us 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850.487.1824 The Slate of Florida Is an WEED employer. Comrriaht 2007.2013 Slate of Florida..: Prhracv Statement :: Accessiblllty Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M Credit Card Sale hitps://floridabitiIding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgtFPindYiNDWrzst... 10/27/2016 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=16 WAS USED FOR WOOD ANCHOR CALCULATIONS 5 FRAME MATERIAL- 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 REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 10 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. IT. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE A 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 I (OR GREATER). D METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO. XIIX, XIP, PIX, XIIP, PIIX, XIIIP, PIIIX I TABLE OF CONTENTS 1 SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATION AND ANCHORING 4 — 9 INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED REVISED REINFORCEMENTS 06/10/13 R.L. ADDED FLANGE INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 10/12/15 RL. SIGNED: 1012912015 MI WINDOWS AND DOORS, LLC oliI111III//z, R' 10/i 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 N \% GENS ter 0 6 *= SERIES 440 XIIX SGD REINFORCED NON — IMPACT NOTES DS TAT OFTATOFts, 0R1V,L DRAWN OVrG NO REV O8 C 11 j1 a SO E886SWL. pATENTS 01/08/13 1 OF 9 189 1/8" MAX FRAME WIDTH 6" MAX 17" MAX O.0 L: 44 1/2"U L.O.-{ -{ 6" MAX I T I J_ 17" MAX 0 C. 96" l MAX FRAME HEIGHT n VVV I I VrIV6.V EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE REFER TO CHARTS N 1 A N2 FOR OTHER UNITS RATINGS CHART # f WHERE WATER INFILTRATION RESISTANCE IS REOUIREO SEE NOTE 9 SHEET I Design pressure chart (pso Frame Sr%* Panel and TOI81 Frame INIsth (n) Height 30.0 12000 36.0 144.00 42.0 168-W 47.3 189.13 Pos Nap POs Nag Pos Neg Pos Nag 780 500 60.0 50.0 55.4 50.0 500 46.6 466 800 500 60.0 50.0 53.6 48.3 483 44.9 44 9 4.0 500 57.8 50.0 50.4 453 453 42.0 42.0 ea 0 50.0 54.7 47.5 47.5 42.6 39.4 39.4 92.0 500 51.8 44.9 44.9 40.2 40.2 37.0 37.0 96 0 49.3 49.3 42.6 42.6 38 0 38 0 35.0 35.0 CHART M2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF ANCHOR LOCATIONS REOUIRED Design pressure chart (psl) Frame Single Panel and Total Frame VAdlh (n) fight a') 120.00 30.0 36.0 144.00 42.0 16800 473 189.13 Pos Nag Pot Nag Poo Nag Poo Nag 78.0 60.0 60.0 55.4 55.4 50.0 50.0 46.6 46.6 80.0 60.0 600 53.6 53.6 4&3 48.3 44.9 449 84.0 7 8 57.8 50.4 50.4 45.3 45.3 42.0 420 68.0 547 54.7 47.5 47.5 42.6 42.6 39.4 4 92.0 51.8 51.8 449 44.9 40.2 40.2 37.0 7,0 96.0 49 3 49 3 d2.642.638.0 3&0 35.0 0 RENSIONS REV DESCRIPTION DALE I A-PROV40 A REVISED REINFORCEMENTS 06/10/13 RL. 8 AO0ED FLANGE INSTALLATION 12/10/13 R L. C REVISED INSTALLATION OETAILS 10/12/15 IR.L. Number o/ anchor locations required Frame Ssgk Panel and Total Frame V Idth (n) HegN n) 70.0 120.0 36.0 1"0 42.0 168.0 47.3 189.1 His Jamb HAS Jamb HAS Jamb HAS Jamb 78.0 8 5 9 5 11 5 12 5 80.0 8 5 9 5 11 5 12 5 64.0 8 6 9 6 11 6 12 6 68.0 8 6 9 6 11 6 12 6 92.0 6 6 9 6 11 6 12 6 96.0 8 6 9 6 11 6 12 1 6 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGO REINFORCED NON - IMPACT ELEVATION DRAWN bNr 1,0 V.L. 08-01886 SCALE NTS IDATE 01 /08/ 131 s"-Er 2 OF 9 SIGNED: 1012912015 WOOD FRAMING OR 2X BUCK BY OTHERS APPROVED - SEALANT R 10 WOOD - SCREW EXTERIOR APPROVED SEALANT I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN rEDGE DISTANCE 1 3/8 MIN. EMBEDMENT 1/4" MAX SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 D L TO BE SET A BED OF DROVED SEALANT 1/4" MAX. SHIM SPACE MIN AENT MIN LvvL 0151ANCE REVISIONS REV DESCRIPTION OATC I APPRpVE0 A REVISED REINFORCEMENTS 06/10/13 R.L. 8 ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS ID/12/15 1 R.L. 1 3/8- MIN. 1/4- MAX EMBEDMENT r SHIM SPACE 1/2" M' IN AFEDGE DISTANCE INTERIOR 10 WOOD SCREW WOOD FRAMING - II 1 W OR 2X BUCK EXTERIOR BY OTHERS JAMB INSTALLATION DETAIL APPROVED W0OD FRAMING OR 2X BUCK INSTALLATION SEALANT MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS ORA" ORG NO. V.L. 1 08-01886 SCALE NTS IOAlE 01 /08/ 131 SHEET 3 OF 9 REV C SIGNED: 1012912015 gyp E N`pF`: 9J+ A T OF ; F'' 0R10; • ' ss ONA 11E G` METAL 3/4" MIN STRUCTUREEDGE DISTANCE BY OTHERS r I/4" MAX1SHIMSPACE f1 APPROVED SEALANT nn n nn fn n n APPRO' SEAL STRUT BY 0 10 SMS OR SELF DRILLING SCREW EXTERIOR II 11 11 11 If 11 11 11 INTERIOR SMS OR DRILLING IN SILL TO BE SET IN A BED OF APPROVED SEALANT 1/ 4" MAX SHIM SPACE 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARIFY 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 T- 3/ 4" MIN EDGE DISTAN J- 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVISEO REINFORCEMENTS 06/10/13 R.L. 8 AOOEO FLANGE INSTALLATION 12/10/13 RL. C REVISE. WSTALUTION DETAILS 10/12/15 R' I / A.. \IAY SEALANT V JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS ORAWN. Owc NO V. L. 08-01886 SCALE NTS I OATE 01 /08/ 13 1 SHEET 4 OF 9 SIGNED: 10/29/201 S CONCRETE/MASONRY BY OTHERS OPTIONAL I X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I APPROVED SEALANT 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE G , a • I 1/4" MIN u EMBEDMENT L EXTERIOR 3/16" TAPCON APPROVED SEALANT OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 1/4' MAX. SHIM SPACE INTERIOR 1 1/4" MIN EMBEDMENT I I- 2 1/2" MIN. v EDGE DISTANCE a v v ' TO BE SET BED OF OVER SEALANT 1/4" MAX. SHIM SPACE MIN. RENT MIN LUGL UISTANCE r I/4" MAX SHIM SPACE 3/16" TAPCON REVISIONS DESCRIPTION DATE I APPROVED REVISED REINFORCEMENTS 06/1", RA ADDED FLANGE INSTALLATION 12/10/13 R.I. REVISED INSTALLATION DETAILS 10/12/15 R.L. EXTERIOR INTERIOR APPROVED SEALANT OPTIONAL I X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/MASONRYINSTALLATION SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS SIGNED: 1012912015 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY R'. LO4j/ice FLOWER MOUND, TX 75028'pENSF SERIES 440 XIIX SGD REINFORCED NON TI IMPACT INSTALLATION DETAILS a1 D, aTAT OF t``_ ZORVP` O N" DRAWN liwG N0. REV V.L. SCALE 08 860E C SSj NA T1 \-` NTS o.1E 01 /08/ 13 s0 ET 9 WOOD FRAMINI OR 2X BUCI BY OTHER! APPROVED SEALANT 110 WOOD SCREW EXTERIOR II II II II II If II II INTERIOR APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I," MIN. STANCE MIN. RENT EN 1 /2' EDGE I 110 WC SCF J10 WOOD SCREW WOOD FRAM OR 2X BL SILL TO BE SET BY OTHI IN A BED OF APPROVED SEALANT 1/4" MAX. r SHIM SPACE 1 3/8" MIN EMBEDMENT 1/2** MIN EDGE DISTANCE REVISIONS REV DESCRIPTION GTE APPROVED A REVISED REINFORCEMENTS 06/10/13 RL. 8 ADDEO FLANGE INSTALLATION 12/10/13 RL. C REVISED INSTALLATION DETAILS 10/12/15 RL SEALANT V JAMW IIVJ I ALLA I &MV Ut I AIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS DRAWN OWD N0. V.L. 08-01886 uAEE NTS °A 01 /08/ 13 SHEET 6 OF 9 SIGNED: 1012912015 EIV`t9'r i oT OF 5 4u ONA1 10aG\ METAL 3/4" MIN. EDGE DISTANCESTRUCTUREIBYOTHERS t/a" MAX r SHIM SPACE APPROVED f I SEALANT APPRO SEAL STRU BY 0 10 SMS OR I ail SELF DRILLING SCREW EXTERIOR INTERIOR SMS OR DRILLING W SILL TO BE SET IN A BED OF APPROVED SEALANT 1 /4" MAX. SHIM SPACE 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN. EDGE DISTANCE I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS RN DESCRIPTION GATE APPROVED A REVISED REINFORCEMENTS 06/10/13 RL. 8 ADDEO FLANGE INSTALLATION 12/10/13 RL. C REVISED INSTALLATION DETAILS TO/12/15 RL. SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION! MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS ORAWN ONG NO. V.L. 08-01886 SCALE NTS I DATE 01/08/13 1 SHEET OF 9 SIGNED: 10/29/2015 CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I APPROVED SEALANT 3/16" TAPCON EXTERIOR II II II II II II II II INTERIOR 3/16" TAPCON APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARI TY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MIN. MENT 1 1/4" MIN. EMBEDMENT 2 1/2" MIN EDGE DISTANCE SILL TO 8E SET IN A BED OF APPROVED SEALANT 1/4" MAX F SHIM SPACE a _T 1 1/4" MIN, EMBEDMENT 2 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPTION DATE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.l 8 ADDED FLANGE INSTALLATION 12/10/13 R.l C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1 /4" MAX. SHIM SPACE APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE(MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS DRAWN. DNr ND V.L. 08-01886 V-1 NTS 104TE 01/08/13 ISHECT8 OF 9 SIGNED: 1012912015 LJo i/, i J v•v CAENSF9iP _ o TAT 5EOF ; cF•'cZOR101'' \` 5" A 11 G\ 1/2" MIN EDGE DISTANCE INTERIOR TRIM tEMBEDMENT MIN. I HOOK STRIP w00D EW EXTERIORPANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE 3/4" MINBYOTHERSrEDGEDISTANCE TRIM INTERIOR HOOK STRIP 10 SELF DRILLING SISCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REMSIONS REV DESCRIPTION DATE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.L. 8 ADDED FLANGE INSTALLATION 12/10/13 RL. C REVISED INSTALLATION DETAILS 10/12/15 R.L 1 5/8" MIN. EDGE DIST TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP a 1 1 /4" MIN EMBEDMENT I BUCK BY OTHERS. IX BUCK TO BE EPROPERLY SECURED 3/t6" EXTERIOR — —"— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYXONCRETE MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGO REINFORCED NON — IMPACT INSTALLATION DETAILS DRAWN OwD N0. V.L. 08-01886 0" NTS JOATE 01/08/13 ISKIIT9 OF 9 SIGNED: 10/29/2015 L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: M1 Windows and Doors, LLC 1900 Lakeside Parkway Flower Mound, TX 75028 Engineering Evaluation Report Product Line: Series 440 XIIX SGD Reinforced Non-Impact—1891/8' x 96' Report No.: 512578C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01886 Revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-12-208 signed by Wesley Wilson Construction Consulting Laboratory International. Carrollton. TX AAMAANDMA/CSA 1011I.S.21A440-08 Design pressure: t35.Opsf Water penetration resistance 7.5psf 3. Comparative analysis with anchor calculation, report number 512578-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation instructions. Maximum panel size: 48 1/2" x 95" Approved Configurations: OX, XO, XIIX, XIP, PIX, XIIP, PIIX, XIIIP, PIIIX Units must be glazed per ASTM El300-04. with safety glazing. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be Aluminum 6063-T5. Installation. Units must be installed in accordance with manufacturer's installation instructions and approval document, 08-01886, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 0"3c 51 TAT OF 0R10P Luis R. Lomas, P.E. FL No.: 62514 10/29/2015 w Florida Building Code Online G&_6SCbof CSF" Page l of 4 Business & ProfessionalRegulation_ t_ FIOM3 Dplifnen(d DCIS Home I Log In I Use, Registration Hot TODIl3 I submit surcharge Slats a Facts i Publications I Fee sun ( SOS site r+an 1 Lanks I search I Busmes ') Product ApprovalProfessifnalUSER. Public User Regulation PDelnallon list > Applkdtlon Detail 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/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle®amarr.com Brandon Gentle 165 Carriage Court Wmston-Salem, NC 27105 336)251-1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoynerrdramarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L. Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. UriCh, PE i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard XCAiL ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 J 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 Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/201S I FL N I Model, Number or Name I Description I 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,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. +19.1/-22.6 Other: Design Pressure +19.1/-22.6, 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 FL5302 R6 If IRC-6009-110.11 Drawing 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5.302 R6 AE IRC-6009-110-1:1 Report 7.10 FLodf Created by Independent Third Party: Yes 5302.2 Stratford (M600); Heritage (M950); Dwq. IRC-6009-100-11, 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: +15.8/-18.7 Other: Design Pressure +15.8/-18.7,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 EL5302 R6 Il IRG-6009-100-11 drawing 7-10 sealed.gdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.3 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-120-15,Thru 9' wide. IOakSummit (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 replacement door. Installation Instructions FL5302 R6 11 IRC-6009-120-IS Drawlna 7-10 FL.gdf Verified By: TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Fi S302 R6 AF IRC.6n09-120.1S Renort 7-10 FL.ndf Created by Independent Third Party: Yes I5302.4 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-130-15, Thru 9' wide. IOakSummit (M650) Limits 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 FL5302 R6 11 IRC-6009-130-15 Drawing 7.10 FL.gdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party. Yes Evaluation Reports FI Sl02 R6 AF I11C-6nng-130.IS Regort 7.10 FLgdf Created by Independent Third Party: Yes I5302.5 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-140-15, Thru 9' wide. IOakSummit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No ;& -140-15 Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use In HVHZ. FL5302 R5 AE IRC-6009-140-iS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No A S302 R6 tl Ili[-6009-150-IS.Drawlno 7210 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant; No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Repots Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. F15302 R6 AE IRC-6009-ISO-IS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-169-i5 Drawing 7-10 FL,odt Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC-6009-169-IS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6016-100-15 Drawing 7-30 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-700.15 Report 7-10 FLpdf 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Fi_S302 R6. 11 IRC-6016-110-15 Drawing 7-10 FLpdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FI gAn2 R6 AF IRf'-6016-110-IS Report7-10 FLpdf Created by Independent Third Party: Yes 15302. 10 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-120-15, 10' Thru 16' wide. I OakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a reDlacement door. Installation Instructions FL5302 R6b it IRC-6016-120.15 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302. 11 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-130-15, 10' Thru 16' wide. I OakSummit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-130.15 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302. 12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M6S0) https:// www. tl oridabui ldiiig.orglprlpr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140-17 report 7-10 sealed.odf Created by Independent Third Party: Yes 5302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC-6015-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-140-24 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016.140-24 report7.10 sealed.pLIj Created by Independent Third Party: Yes 5302. 14 Stratford (M600); Heritage (101950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 Il 1R[-6016-14S-24 drawing 7.10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-145-24 report 7-10 sealed.Rdj Created by Independent Third Party: Yes Glazingoptionshallnotbeusedinwind-bome debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302. 15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6018-110-15 Drawing 7-10 FL&W Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other. Design pressure +18.2/-20.6, Not for use In HVHZ. b,S,gQ7{ AE - 01 110.15 Rogge pa Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 16 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6018-120-15, 16'2 thru 18' wide Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IR-6018.120-15 Orawjag 7.10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE OD48579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use In HVHZ. FL5302 R6 AE IRC-6018-120-IS Report 7-10 FL,Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. rack Neal Contact lls :: ]940 North raenree keel. Tallahassee R 32399 phone: 850•187.1924 The State of Ronda is an WEED employer. Copyright 2007.2013 Stale of npnda. •: PrFVXV Stiltenlelft :: Accessibility Statement :: Refund Statement Under Florida haw, email addresses are public records. If you do not want your e-mail address released In response to a pudic -records request. do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.4S7.1395. -pursuant to Section 45S.2750), Mrlde Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public- To determine If you are a Ilmsee under Chapter 455, F.S.. please click bore . Product Approval Aeoepts: in ® M M' C.Ufi1 y 11.1 NICE' https:// www.flori dabuilding. org/prlpr_app_dtl.aspx?param=wGEV XQwtDqunL7seV ZMF... 7/20/2015 AMPAM RMA" CNa071 ArTAOO w (O IW r Vt' ULT A OUT Kw /KKT Ia n 1 • AITAOAD Van V.• • Y+ NY RM MIIACMI —( r.i1CPlTOE ..ELliil`J-/• 1 1 ttc oAc[ a ra w Ag m INSIDE ELEVATION r MIS i rfi1T ToOWOAyi (b VEw We{ wx WAD SOIEVS FM CPAIM r 7- 1144.1. STm w RTIOI WORT STa. 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Skf" Is' MEIOIT A% g 04 G$ A' No 0040. ea Ae1M asCESON LOAM 2Le off0 z+. e PSiCZ10Wcc a MVleaf ® fEV J MCIIAAOS 37. 2 oss C' e' •fsj'Qtnf\`.: Et; ao FL 8g e,vic. ea re wo e Z) ies Ai.°•ernee u• eae. My 1zA a..'>a o o' r'i.eieoa"1 w eAAAvrE eeAnvDaT 1-TAIOL Ae Crw L w N .a awe W~ aea WN e H7.. Vi.•r 1ie S(ODEL /DSO OAK SUMW W/DwaSsfe 1 •o•4 .110 MImRaE t 0010m w.wrA:RA® Ale 1.7Ta{m . m anowos d sT RRRI R oA1Y. MODEL 0600 STRAMRD w/Dar We eos tQ+aa tua a n n .Aa roal ADam mom 11orr YODEL /050 N67UTAGE are4efe a:w ti.ucowa aAve.a ••aA a ®m A . tOrnm aea Lw0 MOW Mao 40N ream a so waorArolo• a onAlr TeAa•.:t Sbora. L00A. Plumb k Oat Summit Peael's OD11 R wJ mrt DI/epl Vitt ellp w a r1eAT A nc •.Q s ra Am wAr e•o..00a w• •a arsv.imro 8 IRC-6016-126-I5 0W S AIE arta/I7Ja1 9QTIas TIENnAOce tt T e . 7 70GA STAUT I vTO (N TNC ( Arty CHOP IFVIM tf.. 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MAX SZE NCGHT R3 C O7q:T`nSH t j%ate i E924 LOADS1yv : 4 is 24.6 PSI' SST LOADS , .• . r ..; 32.7 PSI' e...,C li;(1'v• )ter 37.2 PSr .• .:• . 7C' •. ,, FL ffLT:: iL( AA Ne GIOSAQ GOT( VOQ10"eMiK K C/Ny IIODK1. /660 OAK SVKM2I' V/DW&SAfO On 0600 S' SRATFORD-/DuraSAEe WODKL /050 HEWAGL W/Dwasafe S4o74. IOOR, "usb • k Oak SLmtmit Pmel'f ra (CLiR II was YVOAI OUDR Nllm B alpo rt LE as wASRo IRC-6016-12(F 9alIR3 0 .•. Qiirl r 1 1 ttYFl'1fitlu.7limI li1lf 25 so SUA t J:iil37137 tam E Nam mK__MI man owr Z. E v m VU T"-'-VW5. attartrta sa Z1..EFF E37 Tm tuJatta AlLXK A25taWIT.. RMAI tt •;=!yllZ L7 i21.1'•'.lL 000©omo mQ3m® mmmmmF IMES 2J!'7MLINJU7' L t•.71i3>i!?tl IiLL'-'73'"ZlaZ7 EQlEeT1 tm,azImN n mm'_ tam 1'r^. 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Structural EngIneerIng a InvestlgatIons a Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: 1RC-6016-120-15 Test Date: 11/8/2012 E 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 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to 5 Feet of Door Width in Zone 5; An Roof Slo e; Enclosed Building Ex . B 30' MRH E . C. 15' MRH Exp. C, 25' MRA Exp. D,15' MM Exp. D, 25' MRH 155 mph 141 m b 134 mph 128 m b 122 m b Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16'-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testina: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for I to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations.• No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'-0"x7'-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"x7'-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 10-518") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed Blass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By: Q geseoenn d o EN , , 5 - 10- 0AntiYe0%' 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 a Greensboro, North Carolina 27410 a (336) 856-2686 a Fax (336) 856-2687 a NC Firm #C-1096 w Florida Building Code Online FL17676.2---7777] Page] of 4 saw Im 15c m PoRJ0'^- iliT -rr`d BCIS Home Log In I user Registration I Hot TOPICS' Submit surcharge I slats f1 Fans I publlcallons I FBC Start I SCIS Site Map' Links Search Busines Professi I Product Approval USFR: Public User Regulation Product Approval Menu > Product or Aoollcalbn Search > Aoollcatbn List > Application Detail FL 71 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 lechnical 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 rl MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeromiwd. com Brent Sitlinger bsitlinger® miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 15 Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/ 03/2015 12/ 04/2015 12/ 06/2015 Year 2008 https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 ELEVATION 36' 2- typ. 8' o.c 2' typ T__F 8' o.c. max. w a'*d CLEARANCE ALL FOUR SIDES) HEAD' DETAIL FLASH 8Y OTH Anchor See Section Del a IZE HEADER AS NEEDED CAULK UNDER NAILING FIN ENTIBE PERIMETER BEFORE FASTENING. Min Edge 7/16' 1 SHIM AS REQUIRED F--}- Min Edge 7/16' SHEATHING JAMB DETAIL J C 'NAIL FIN- IS A GENERIC TERM WHICH MEANS 'MOUNTING FLANGE'. NOT TO HE CONFUSED WITH -1/2' FRONT FLANGE) MUST ACHIEVESCREW 4 PENS ATE' SHEATHING) INTO STUD.s SILL DETAIL Notes: 1. Installation depicted based off of structural test report J82133.01-109-47. 2. Wood screws ehaN satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations ore assumed 2x S-P-F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing, non - compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air Infiltration, water penetration. intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes ore limited to that of the test window. SM PRESSURE CIM TYPE AND SPACING SHOWN WILL ALLOW OF" PRESSURES UP TO +40.10/-50 UNIfS UP TO 36' x 84' r T REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 1 INSTALLATION INSTRUCTIONS. do FASTENER SCHEDULE - FIN- man sans M.R. 12-14-09 Vtindows & Doors 3540 Single Hung NONE I I Gratz, PA as b wK 35/0-32/0 SH FIN - r VelidMor / Operations Adminlstratpr) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION EA The pfvduct described below Is. hdreby-approved for fisting'in.the hextTssue of the AAMA Certified Prnduds Directory. Tl* approval Is based on successful oorripletion -of tests, and the reporting td the Administrator of the results of tests, accompanied by related drawin9s., by an AAMA Accredited Laboratory, 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION- RECORD OF PR6DUCTTES7EDAAMA1WDMA/CSA 101/1.S2JA440-08• LC-PG40--914x2134 (36A4)-H . Negative Design Pressure = -50 psf COMPANY AND CODE tPD NO. i SERIES MODEL B PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH' MI Windows 8 Doors; LI.0 715E PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 Min 892 rtv» Code: MTL REINF)(71LT)(ASTM) 3'0" x 7'0") 2110" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the. current AAMA•Certiffed Products Directory. 3. Product Tested and Reported try: Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification h, 4-:X oci ted Laboratories. Inc. Authorized for Certification RZL AmericW Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 FL it I Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/22/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin-36x84.Ddf Approved for use outside HVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 36 an.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: . Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. FL17676 R2 11 Install - 3540 SH Fin 40x66.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports,_ Created by Independent Third Party: 17676.4 3540 SH 44x63-Fin Frame Limits of 6se Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 1 44x72 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. 17676.6 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 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: 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:HfloridabuiIding.org/pr/pr_app_dt1.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with Installation Instructions FL17676 R2 11 FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.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 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Other: LC-PG35 Installation Instructions FL17676 R2 11 08-01247B I0.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247 Ddf 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 Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Other: LC-PG30 Installation Instructions FL17676 R2 11 08-01371B II.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12 Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party- Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CACAPC 3540 FLS 52x7 .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 lI 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Odf Created by Independent Third Party: Yes 27676.14 3540 SH 52x84 Flniess Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limfts of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev. adf Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with Quality Assurance Contract Expiration Date 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676,16 . 3540 Triple SH- 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin•108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: aadr 1 _--- 1 Contact Us :: 1940 Honh Monroe Street. Tallahassee Fl. 32399 Phone: OSO-487-1824 The Stale of Florida Is an AA/EEO employer. Cowrtoht 2007.2013 Stale of Florida. • Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records. 11 you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity Instead, contact the office by phone or by traditional mail If you have any questions, please contact 850.487 1395. 'Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The malls 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 11 you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts- is 99 CreditSAFE hops://floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 f Florida Building Code Online Page] of 4 ffl RegulationBusiness & Professional Fbrida r1 p d 60S Home I Lop In I User Registration I Not 'Topics Submit surcharge I Suits a Facts ( publications FBC Stall I DOS Site Map Links Search I Busines Product ApprovalProfessiIUSER: public User Regulation Product Approval Menu > ptoduct or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 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 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE ij Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 22/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvfGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 2 of 4 Products FL it I Model, Number or Name 17676:1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74 Ddf Quality Assurance Contract Expiration Date D4/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Odf Verified By: American Architectural -Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure. +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540-SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66 Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CACAP S40 Fin 44x63.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63 Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 13540 SH 144X72 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 3540 Fin 44x7 .Ddf 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 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin ddxae „df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-25 Installation Instructions Other: R-PG2S. Units must be glazed in accordance with FL17676 R2 II FL17676 R3 II Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification'Agenci Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf 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.odr Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 li 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62SI4 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CaC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dil.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269,Odf Created by Independent Third Party: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17676 R2 C CACAPC 3540 FLS 52x72 Ddf Approved for use outside HVHZ: Yes Impact Resistant: No" Quality Assurance Contract Expiration Date 04/12/2017 Design Pressure: +30/-30 Other: R-PG30 Installation Instructions FL17676 R2 II 08-0227GA 13.odf Vvriripd By- I ttic R I nmas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 27676.14 13540 SH 52x84 Finless Frame Limits of Use Approved for use In HVHZ: No . Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 5 x84.odf Created by Independent Third Party: Yes 27676.15 13540 SH 48x72 Fin Frame Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact,Resistant: No Certification Agency Certificate FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.JBX72.R35.(0720161 Rey-nd[ Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2026 ' ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Approved for use in HVHZ: No Certification Agency Certificate , FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Impact Resistant: No Quality Assurance Contract Expiration Date 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: sack Heat Contact us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850,487.1824 The Slate of Florida Is an AA/EEO employer. Coovrtam 2007.2013 State of Florida. : Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are Public records. It you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional maul. 11 you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(t), Florida Statutes, effective October 1, 7012, 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. 11 you do not wish to supply a personal address, please provide the Department with an ema0 address which can be made avaWble to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: E3 CreditlC@rel htips://floridabuiIding.org/pr/pr_app_dt1.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 IF Validatot / Operations Adniinlstratbr) MI Windows & Doors, LLC P.O. Box 37.0 Gratz; PA 170301037'0 Attn: 'Rick Sawdey AAMA CERTIFICATION, PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION' Thwor6dyo descHbt3d.below 1s. hi3itbyopproved fot Bslrh§1A the oext itsye 6f Iha AAMA. rli lea Viidduds Direi iofy_ The apprrn al is based.omsucies,Kul'ovltiplitlon,gftests,and Ihffreporting:tQ the AdminTsia 'r g he results oii6.gls,•a cti bled Iry_related draYdngs, by an A4%A6credited.Caboratory. 1. The listing below will be added to the next published'AAMA-CbMed Products•Dirsdory. SPECIFICATION• tECORD•OF PRODUC**e§iED AAMAMD:S:ZA44"S LCiPG40. 914x2134 ( ftU)-H Negative Design Pressure = -50 pst r COMPANY AND CODE CPD NO. ' SERIFS MOQEL &`PRODUCT* DESCRIPTION MA)OMUM.3f2ETE5TW. 3540 SH (FINLESS) FRAME SASH MI VVIndow's•Ilt Doors; LLC 7157 PVC){O/ (IG)(iNS GL) 914 mm Z134 mtH 86' nim x$92 mootCodehTLR©N17(TILT)(ASTM) 8'D„ x •7,0" j j2'10". x 2'11"). 2- This Cettiffcation will expire July 27, 2020 (extended from Jufy27, 20.15 per AAMA 103-14a) and r6iplres vMldation until, then bycohGnued listing ln-the currentAAMA Certified Products -Directory: 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B1910:01-109-47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h. v oa ted Laboratories, Inc. Authorized for Certification T Ameri Architectural Manufacturers Association 4' 36" MAX. FRAME WID114. T_ ANCHORS TO BE EOVALLt SPACED. SEE ANCHOR CHART SHEET14 FOR UNIT AND0 ANCHOR OUANTiTY 84' MAX. FRAME HEI GI IT iF. MAX. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Numbee of anchors rmwqulrsd of eachlemb. Height Panel wId1,i(Fn) 24.0 2'. 1 2 3" 2 1 2 1 3" 3 1 3 1 .3 42.0 3 1'.3_- 3 46.0 3 1 3 1 3 54.0 3 3 4 60.0 4 4 4 64.0 4 4 4 72A 4 4 5 76.0 4 Z-4 5 84.0 4 1 H REVISKIN'S REV 1:, •CWT' OPMVED i. 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 fALV-',LOADS TO STRUCTURE. FRAMING AND MASONRY OPEONG, IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) IX BUCK OVER MASONRi%CONCREI`E IS OPT-ONAL. WHERE IX SUCK IS NOT USED DISSIMILAR MATERIALSI MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION- OF. COATING OR MEMBRANE IS THE RESPONSIBILITY Or - THE ARCHITECT OR E*bflikER OF RECORD. Ij 4) ALLO 48LE STRESS INCREASE OF 1/3 WAS NOT FACTOR,'Cd= USED IN THE DESIGN OF THE PROOLICT SHOWN HEREIN15WIND LOAD DURATION 1.6 WAS USED FOR WOOD! ANCHOR cALcUEAr4N5. v j., 5) FRAME MATERIAL. EXTRUDED RIGID PVC. 6) SASWUNrre, MUST BE--RUNFORCED WITH CVL -451-020 !STEEL REINFORCEMENT. MEETING IWLS MUSTCOE!? EINFOSCED WITH RF- 104S-020* STEEL % REINFORCEMENT. M 7) UN1117. MUISr, BE GLAZW PER - ASTM E1300-64, 8) APPR61VEO "-IMPACT PROTECTIVE SYSTEM IS RIQUIRED FOR THIS'PRODUCT IN WIND BORNE DEBRIS REGIONS.it. 9) SHIM IAS kOUIRED Ai` EACH INSTALLATION ANCHOR WITk"kOAD BEARING SHIM, SHIM '.WHERE SPACE OF JI/16" OR GREATER OCCURS. 4AXIMUMZALLDWABLE' SHIMSTACR: TO BE 1/4'. v 10) FOR *4CHdAING INTO,Z.:MASONRY/CONCRETE USE 3/16- liAPCON51_,WdH SUFFICIENT LENGTH TO ACHIEVE A --1::'1/4" MINIMUM EMBEDMENT INTOSUBSTRATE WITH 2 5/8 "MINIMUM EDGE -DISTANCE. LOCATE ANCHORS AS SHOWN IN -ELEVATIONS AND INSTALLATION DETAILS. 11) FOR ANCNOAING INTO'.WOOO FRAMING OR 2), SUCK USe 8 WQ.Op SCREW WITH t SUFFICIENT -LENGTH TO ACHIEVE A 1 3/16- MINIMUM EMBEDMENT, INTO SUBSTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS -,AND INSTALLATION OETAILS. 12) ALL #AsTENERS.-TO 04 C N RESISTANT. RROSIO' HD 6kL -6E.INSTALLED - IN ACCORVMCE WITH ANCHOR WWACTLAER*S' I&SAU`A-TION"'INSTRUCTl&!, AND AfqCkbkS SHALL -NOT BE USEDAN SU8STRA.71EV#ATR.'STRD(GTHS LESS THAN THE)IkINIMUM STRENGTH SpEqFIEO'.6ELOW:. A. - WOpn.-i- MINIMUM, -.SP!PFIC GRAVITY OF G. . 0.42 CONCRETE -;- MINNUIACOMORESSIVE STRENGTH OF 3,192 PSI. C. mMON§Y-'- sTRE9dWcbhFOkMCE:TO ASTM C-90,: GRADE N. TYPE I OR GREATER). SIGNED.h.=112011 M WOWS' , I. wl .,ANDK0600t SERIES 3540 FI4UE# PV C SINGLE HUNG WINDOW TABLE OF 'CONTENTS 4. STEEL REINED N: E- ANON- D3RRINNINMUTCAND MOTES SHEET NO. IDMRIPTION 7. or 0 8,-101372 IELEVATIONS, ANCHORING LAYOUTS AND 'tIOTES U2 - 3 INSTALLATION -,DETAILS NTS jl?QC tb/17/fi f=I OF:- 3 REYIUM RCV I OESCRplow 2X SUCK/WOOL) I"RAMINC BY OTHERS, 2X EUCK TO BE PROPERLY SECURED n-ANGE TO DC SET IN BED OF 1/4 MAX. 1 3/16" MIN. 1/4" MAX. APPROVED SEALANT SHIM EMBEDMENT SHIM HEAD TO BE SET IN A BED OF APPROVED EW CONSTRUCTION SELANT I RIOR 2X•BUCK/W000 FRAMING B TO hijEXTERIORINTERIOR8EROPERLY. SECURED LANCE TO RE SET IN BED 0' AP?P.OV=O SEAIANI SILL TO BE SET IN 3EO OF APPROVED CONSTRUCTION ADHESIVE 1/4" MAY.. I SHIM I 2X eUCK/w'OOO FRAMING VERTICAL CROSS SECTIONF'. OTHERS, 2X SUCK 10 BE PROPERLY SECUR:.D 2X SUCKAN000 FRAMING INSTALLATION EXTERIOR FLANGE 10 9E SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2Y BUCKAN000 FRAMING INSTAUAnON NOTE. INTERIOR AND EXTERIOR FINISHES. EY OTHERS N07 SHOWN FOR CLARITY. OiUE .PVRO CO MI WINDOWS AND DOORS\\\6 R CrO i650WESTMARKETSTREET GRANTZ, PA 17030-0370 NJ• DEN• lq i 00J F SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 vt y i7 ATINSTALLATIONDETAILSD • OF NA D"Vft.o c V L* 0108-01372 11 1\\\\ an 11 2 OF 3NTS ,.10/17 my OtsoevnoF, auEo VASCNRY/CONCRETE r , BY OTHERS c ' r CPTIONAL 1 X BUCK BY l e, ' OTIIERS• 1X BUCK TO BE PROPERLY SECURED. SEE F NOTE 3 SHEET 1 I r t FLANGE TO SE 1/4' MAX. SETIN EEO OF SHIM APPROVED SEALANT 1 1/4' MIN. 1/4' MAX. HEAD TO BE SET EMBEDMENT SHIM IN A BED OF APPROVED CONSTRUCTION SEALANT MASONRY/CONCRETE 3/16' TAPCON BY OTHERS 1)%7ERIOR EXTERIOR INTERIOR 2 5/8' MIN. EDGE1 OIST:' OPTIONAL- IX;BUCK .By- i 'EXTERIOROTNERS;:JX,Bi1WK To BE PROPERLY. SECURED. SEE FLANGE•TO,SE NbTE Y SHEET 1 SETtIN BED, OF SILL TO BE SET IN APPROVED SEALANT BED TR APPRCTION DCONSTRUCTIONADHESIVE HORIZONTAL CROSS SECTION O A44SONAYiCONCRETEWSTALL4TION . FLANGE TO BE - 1/4' MAX. SETIN BED OF SHIM APPROVED SEALANT OPTION. L 1X BUCK BY I v MASONRY/CONCRETEc' NOTE: INTERIOR AND EXTERIOR FINISHES. BY ,3THERS. DRIERS. I BUCK TO BE BY OTHERS NOT SHOWN FOR CLARITY. RCPERLY SECURED. SEE NOTE 3 SHEET 1 MI WINDOWS AND DOORS 650 WEST MARKET STREET X0111Illly z6it. - VERTICAL VERTICAL CROSS SECTION GRANTZ, PA 17030-0370 E MASONRYA;ONCRMWSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW ir• o = STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS O5`E OF M V911. U.rC NO. FCJ I •'0'pRIDT; • \\ i iSs ONAsm'.NT.S w¢ 10/1.7/.11 _08 s.'4 320F..3 _, 11t G\ L. Roberto Lomas P.E. 1432 Woodtord Rd. Lewisville, NC 27023 336-945-9695 r)lomas@lrlomaspc.com Manufacturer: MY Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series-3540.Finless PVC Single Hung Window —Non -Impact Report. No.: 511989 Compliihce: The. above mentioned,product has been evaluated for compliance with the requirements ofthe Florida Department cif' Community Affairs for'Statewide Acceptance peg Ftule.9N-3. The product iisted.Mrein romplies.with eequrrements-oi th'e Florida Ruilding.Code- Supporting Technical Documentation: 1. Approvai.document: drawing number OM1372. titled Series 3540,Flitless PVC Single Hung Window— Non- Impact, signed and sealed by Luis Roberto Lomas P:E- 2; Test report No.: B1910:01-109-, signed andsealedby Michael D: Stremmer,•P,E. Architectural Testing, Inc. York, PA. AAMADMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/S0.13psf Water penetration resistance. 6.06psf 5. •Anchof calculations, report nufter 511989-1, prepared. signed and i;ealedby Luis Roberto Lomas P.E. Lknitattons and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit sine: 36° x 84' Units must be glazed .per ASTM E 1300104. Frame and sash materjal: Extruded Rigid PVC. s Sash stile -and rails and fixed imee ft-Mil relniorcement• Roll formed steel. this product is not rated to. be used in the HVHZ. This product.is not-irnpact resistarit'and requires -impact protection tit wind borne:debris regions: Instal/at/on: Units must be Installed in accordance with approval document,,08-01372. C& Mcatlon of Independence: Please note that I don't have nor will acqulm.a financial interest in -any company manufacturing or distributing the product(s) for which this repdrt•is being•lssued. Also, I don't have.nor•will acquire e firfanclal interest in arty other entity involved in,th8 approVal process of thb ktedproduct(s). 1of1 N\S` R ! t' LJ0 f i 0,05 10 T;P'40'FAT00 70;Ai;,J` Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 If Florida Building Code Online Page I of 4 FL17676.16 Business & Professional Regulation r PQW3 De..>w...entd SOS Home I Log In I User Registration Hot Topim Submit Surcharge I Stats a Fans Publications FBC Staff SaS Site Map Links Search Busines Professi nal USEER PubliProuctAUsprovalF*- Regulation Product ADDroval Menu > Pmpu4 or ADolkatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 N Summary of Products FL * Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/0112017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_ app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 RZ C CAC APC 3540 Fin 52x84.udf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf 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 08-01247E 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure. +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.udf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf 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=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 4 of IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIH.48X72.R35.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested),Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 308x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: asdk Ee Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: SSO-487-1824 The Stale of Florida Is an AA/EEO employer. Coovriaht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. 11 you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click bete . Product Approval Accepts: Cred i!:AFE https: Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Validator / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 10111.S. 2/A440-08 LC-PG35'-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doom, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.O/X.O1X)(IG) 2731 mm x 1867 mm 860 mm x 919 mm Code: MTL tINS GL)(REINF)(TILT)(ASTM) 9'0" x 6'27) 210" x 3'0") 2 This Certification will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4-4- A(4ted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108' 14' 0.C{ 2' tw. max. l 2typ TT 2' o.c. Max. L n ij' dw CLEARANCE ALL FOUR SIDES) WHICH 1 2' I SirTHING Min Edge Distance JAMB DETAIL HEAD DETAIL FLASK BY OTHI Anchor see Section Details) I() Min Edge a' Notes: 1. Installation depicted based off of structural test report C7327. 01-109-47. SIZE HEADER AS NEEDED 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Nalling fin 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 Oro not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the IM AS air infiltration. water penetration, intrusion OUIRED 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 size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 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 CHART FAS' BER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) arc wuwen an MM INSTALLATION INSTRUCTIONS V.M. R. 8-20-09 dt FASTENER SCHEDULE — FIN— a °' 111111110 W 3540 Single Hung NONE I I v I Windows & Doors Continuous Head and Sill ate75 ' Gratz, PA3510SHCSHFlN Al NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4 WHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD RUCK THICKNESS IS 1-1/2" OR GREATER, RUCK SHAI.L RE 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 TUC 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 LACII ANCHOR LOCA110N WIIH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GRCAIL'R OCCURS. MAXIMUM ALLOWABLE SHIM SIACK IU HE 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. II. FRAME MATERIAL, EXTRUDED RIGID PVC 12 UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM 1S REOUIREO FOR THIS PRODUCT IN WIND BORNE. UEBRIS REGIONS. 14 FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X DUCK USE #6 WOOD SCREWS WMI SUFTICICNT LENCTII TO ACIIICVC A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. ABLE OF CONIENIS SIILCI NO.1 UESCNINIION NOTES ELEVATIONS INSTALLATION REMOUS I REV I 0ESCFV9W I OAWE I AWRMO 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALI ATION 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 IARELEO UNDER THE FOLLOWING NAMES* 350OPW, 3500T, 350OSDUTES, 350OSP, 3540PX, 3540T, 3540SOLITES. 3540SP, 325OPZ. 32501. 3250SOLITES. 325OSP, 3240PW. 3240T, 3240SOILITES, 3240SP. 3500HPPW. 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 358OSP, S-3500PW, S-3500T, S-350OSDILITES, S-350OSP, S-3540PW. S-3540T, S-3540SOLITCS, S-354OSP, M-3500PW, W-3500PW, W-3500T, W-3540PW, W-3540T, W-3540SoILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HNSP. Flz,nM_ _FLK tb QLA$5 IF SIGNED. 0211712016 MWWINDOWS AND DOORS 650EST STREET GRATZ, PA 17030-0370 J\S+Q ILOGEN'T' 'p% SERIES 3500 FIXED WINDOW 96" X 60" NON-IMPACTNOTESOFHAT Na 08-0 59vDRAWN. srxENTS arc 02/04/16 S1 OF 3 2" 96" MAX. FRAME WIUIH MAX 10" MAX O.C. . 2" MAX i 2- MAX 10" MAX i0" O.C. AX AMC ICHT SEi FOi Ll OF r SERIES 3500 FIXED WINDOW 2 MAX J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING I IMPACT RATING 50.0%60.0PSF NONE NOTES: 1. MAXIMUM D.1..0.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART r l Height CHART 61 NUMBER ANCHORS REMSIONS I REV I MMOUPTM I an- I .PRwINn Z,Jj-f1 L T Y-OCh.D -sl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION ORWN. owc No N.G. X" NTS I°ATE 08-02859 16 -E-2 OF 3 SIGNED. 0211712016 i N APPROVED SEAL ANT BEHINO FIN 16 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8- MIN EDGE DISTANCE 16 WOOD SCREW APPROVED - -- - BEHIND VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 1/4" MIN. EMBEDMENT I_/ APPROVED J SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS DESCRIPnON a¢ I APPROVtO NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOI'SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TORE FRAMING DES/GNEOIN ACCORDANCEWITHASTME2112'[^ ^ rJ r n`, y,,, - BY OTHERS (fi Fr- V' OLtq O y SIGNED: 0211712016 M6501WMAND DOORS EST MARKET GRATZ, PA 17030-0370 J\5\ IL LII O r••GEN SERIES 3500 FIXED WINDOW 0 6 # N X 60" NON -IMPACT FIN INSTALLATION DETAILS O T)GA• AT OF vac rro aei st •y` i`SS' 0R1O - GVA! N.G. 08-02859 7Oj jjjl\ wuc arcS"m NTS 02/04/16 3 OF 3 Florida Building Code Online p r , I i Page 1 of 3 I UP - CL DAP T reL N' C' a i RegulationBusiness & Professional rA P ddalkpitft<11t711d BCIS Home I Log In I user Reolstreuon 1 Hot Topics I submit surcharge I stab a FKU i publications I FBC sblr I BCIS site Map I Unla I lurch I BusinesProfessiI)ilousgR: ProductApproval PubllG User Regulation y > Prpeutt er Aodkelbn Seareh > Application List > Application VeWl FL cat FL15333-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 bsitlingeromiwd. com Authorized Signature Brent Sltlinger bsitlingeromiwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Emal I Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0j 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 Expiration Date 12/31/2015 Validated By Steven M. Urich, PE I./ 1 Validation Checklist - Hardoopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.5.3 2014 https:// www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgtH8572gvdWl... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 06/19/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summarw of Products FL 0 Model, Number or Name Description 15333.1 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 II 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 511458C.odf Created by Independent Third Party: Yes 25333.2 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 08-0090 _ _ df 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 511457C.Ddf Created by Independent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08.00138D.Ddf 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 510219D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND 5548 1442, 1448, 5348 AND 5548 VERTICAL MULLION 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 R2 AE 510220D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.5 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION SINGLE HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS333 R2 11 08-00140D.Ddf 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 Created by Independent Third Party: Yes 15333.6 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION TWIN HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FLIS333 R2 11 08.00147D.odf 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 1445, 5347 AND 5547 VERTICAL 1445, 5347 AND 5547 VERTICAL MULLION MULLION https://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 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. Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN PRESSURE RATINGS Installation Instructions FLIS333 R2 11 08.00142D.od( Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports 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 II 08.00 430.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 510224D.Ddf 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 08.00144D.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 510225D:odf 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 II 08-00145D.DdF 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 510226D.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 II 08-00668C.p& 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 511127C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Datk Neel Cnntan Us :: 190 North Horde Street, Tallahassee Fl. 321199 Phone e50.4e7.1e24 The Stale of Florida Is an AA1EE0 employer. Cooyfohl 2007.2013 State of Flellda.:: Privacy Statement:: Accessibility Statement :. Refund Statement Under Florida low, emall addresses are public records. It you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact SSO.497.1395. *Pursuant to Section 45S.27SI1), Florida Statutes, effective October 1, 2012, IICensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The entails provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Adepts: ftIoR®® Crc t!Ar https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvd WI... 7/20/2015 RErsays oR• OESCRVINI N4 o.r¢ woRov[r. A RVASE6 rO COMFLv WITH 2007 rac 01/06/09 R L. NOTES: 8 RIVISEO NO -ES AND CHART o3/12/17 R,L. I) HIF PRODLCi SHOWN HEREIN IS OESIG`1CD AND MALUFAC-URE0 IC CCMPLY WITH REQUIREMENTS 01 IHL TLORIUA BUILUIN; CCOE. C REVISEO NAM_ '0/13/13 R.L. J RENSED INSTALLATION DETAILS 06/15/15 P.L. 2) WOOD FRAMING TO F.E DESIGNED AND ANCHORED IC PP.O3E4LY TRflNSFER ALL LOADS TO STPUCIURE. FRAMING S --IF ESPONSIBILIIY OF THE ARCHBECI OR ENGINEER OF RECORD. 3) ALLOWAOLE STRESS INCREASE OF T/3 WAS NOT USCO IN TIIE rSIGN OT. FHE PRODUCT SHOWN HEREIN, WIND LOAD DUr.ATi(,iJ ACTOR Cr.-1.5 WAS USED FCR WOOD ANC' -OR CALCULATIONS. 4) APPPOVFD IMPACT PROTECTIVE SYSTEM IS NCT REOVIREU FOR THIS ESPRODUCTINWINOa04\E DEBRIS RECIONS UP TO WNO ZONE. 3. ANCHORING NO 5) DFSIGN PPESSJRE AND INSTALLATION DETAILS SHOWN IN THIS I) FOR ANCHORING INTO MASONRY USE FOUR (4) 3/15 MASONRY ANCHORS WITH A JOC-MV4 APPO' ONLY 10 MULLION. WINDOWS MUST BE APPROVED MNIMUM SITAR C.APhC11" OF 305LOS, AT EACH END Or MULLION vATH SUrrCIENT JNOER SEPARATE APPR04AL. LENGTH TO ACHIEVE A 1 '/4" 14I1*,TIMUM EMBEDMENT INTC SUOSTPATE WITH _' 5) SINGLE WINDOWS TO 'E MULLED ARE NOT LIMITED TO T NOSE MNIMUM EOGE O STANCE. LOCA-E ANCHORS AS S.40WN IT, ELE IATIOu OE -AILS. SHOWN IN TH S DRAWING. 'NIVOOWS M-ST 3E MANUrACTJRCD BY 2) FOR ANCHG.'-'IING INTO WO:ND FRAMING OR 2,. BI.C.Y, USE FOUR (A) H IO WOODGENERALALJMINUM 7) DESIGN PRESSJRC Or M_LLEO LNIT SHALL BE CONTROLLLJ UY IHL SCREW, AT EACH ENO OF MULLION WITH STIFFICIFNI I F'lGIH TO ACHIEVE A I 3/a- LESSER DESIGN PRESSURE OF TFE MULLION OR THE 11401VIOU-IL MNIMUM EMBEDMENT INTO SUBSTRATE AND I/?- MNIMUM EDGE FNISTANCE. LOCATE WINDOW OR DOUR WAY. ANCH0,R5 A5 SHOWN 1N ELEVATION DETAILS. 8) UNITS MA- BE MULLED TOGETHER INOEFINTELY AS LONG AS SINGLE 3) !•OR ATTACHING WINDOW UNIIS TO MULLION USE #8 SMS SELF IAPPINC SCREWS FREEUNITWIDTHANDI-EG!4T ARE NOT EXCEEDED AND MITILION IS WIT-1 SUFFICIENT LENGTH "0 ACHEVE A MINIMUM FMRFDh:FNT OF T-IREACS ANCHORED AS SHOWN HEREIN. PAST IIIE MULLION WALL. LOCATE SCIEVIS AS SHOWN IN ANCHCR ELEVA-'ON. 9) M;,LLICN VERTICAL INSTALLATION 15 SIIOW`I, MX_IQN MAY BE USED e) FOR WINDOW UNITS ANCHORNG SCHEDLLE :EFER l4 WINDOW APPROVED IN -TOR ZONTIL APPLICATIONS -AS LONG AS DIMENSIONS INO GATED INS,AL.A-ION INSTRUCTIONS. HEREIN APE NO- EXCEEDED AND VULLION IS ANCHORED ACCORDING 5) WSTAL-A-ION ANCHORS SHALL OF RNSiALL:O IN ACCOHOANCE WITH ANCHOR TO THIS DOCUMENT. 141NNUFACTURER'S INSTALLATION NNSTRUCIIONS. ANO ANCHCRS SHALL NOT BE JSED IN SL85TRAT_S WITH STRENGTHS _ESS THAN THE UINIMUM STP.EN rTH S=ECIFI._O BE -OW. A. WOOD - MINIA4,TA S°ECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. DESIGN PRESSLRE TABLE NSTRUIrRCNS. I) OEFIlL RL(.'-UIRLO ULSIGN LOAD PER rLORIDA SU1.0Il. CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND ULILLON SPAN BASED ON PRUT:UCr TO SF INSTAIIFI) SEE FORMU.A FOR TRIBUTAR" W107H, ITSCATF Mill ITON SPAN (UNIT HEICAIT) AND IR1131JTAIY YNIOFI. AT THE INTERSECTION OF ROW AND COLUMN CONFAIN,NG THE MULLION SPAN AMO -RIDUTARY WID-N RESPEC-IVELY IS THE MU_LIGN PATNNG FOR PRODUCT IN STFP 7, MULI.ION RATING MUST DE EQUAL GR GREATER THAN REQUIRtD DESIGN PRESSURE CBrAINED IN STEP 1. TRIBUTARY WIDTH = W1 - X2 2 TABLE Or CONTENTS SI'EET NO, DESCRIPTION I NOTES 7. CONFIGURAIIO NS AND OP C-AR' IVS1A_LANON DETAILS 4 COMPONENTS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 1442. 1448, 5348 AND 5548 VERTICAL MULLION GENERAL NOTES F. A. 1 08-00139 w+E TINTS IOATTI 01 /06/09 1 S1•EV I OF 4 SIGNED: 061162015 z r 192- ICOMBINCO WIDTIi J6- FRAME 7 HEIGHT WINDOW WINDOW MULL ON' SPAN) 192" COMBNEO WIUiH WI II- W7- 96" ! FRAME 'WINDOW HE G41 WINDOW MULLION f j/ SPAN)IL ! / Tog• CON31\=0 WIDTH II W2 35'• W1 WINDOW FRAME HEIGHT WINOO WINDOI MLLLIC,4 f w2 ta7" COMSINE0 w err 192' j Comip4rU %vjUrH I,- WT-1r-L'r7_ I 96' LINFRAME HTIGKT MUI LION SP rJj I CCMBIVED t'AOTH 1 I WINDOW J FRAME HEIGHT N W MULLION I SPAN) I ` ne r.......e...e .ems.... i..n W1 ,F-- N2 CONi?rM1ED WIDTH PEYSCI'.5 I HI wSTC rO COMPLY KITH 700/ / BCIeAslcNO'CS All CHAPr C I ;.Ev'SE6 v4M? 0 1 FEASEO INSTALLA110V DETAILS 11 7" Lccvstux tnoTH j I w, I W WINDOWFzMRI ` HD-IGHi1GH- i WINDOW MUI, ION I W2 197- LU Ik;IrIEU APPROVED CONFIGURATIONS MUL77PLE UNITS MAYBE MULLED TGGErHER AS LONE. AS COMBINED WIDTH DOES NOT EXCEED t9YAS SNOWN HEREIN Mullion Wan On) Tributery width 18.00 24.00 30.00 2&00 4LOO 140.001 SCOO In) 80.00 8&00 78.00 SCOO 90.00 9&00 24.00 130.0 130.0 130.0 130.0 130.0 130,0 130.0 130.0 130.0 130.0 t30.0 130.0 130.0 30.00 130.0 130.0 130. 0 130. 0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 3d.00 130.0 130.0 130.0 1300 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130,0 130.0 48.00 130.0 130.0 130.0 130.0 130.0 129.6 129.6 129.6 120.6 129.6 129.6 129.6 129.6 54A0 130.0 126.3 105.9 93.6 06.2 02.2 80.9 80.9 80 9 80.9 80.9 0.9 80.9 60.00 117.5 90.7 75.3 65,8 59.7 55.9 53.8 53.1 53.1 53.1 53.1 53.1 63.1 68.00 07.7 67.3 55.6 4&1 43.2 39.9 37.0 36.6 36.3 36.3 36.3 36.3 36.3 72.00 67.2 51.4 4Z2 36.3 32.3 29.6 27.7 26.5 25.6 256 25.6 25.6 25.6 78.00 52.7 40.2 322 28 1 24 9 22.6 21.0ME19.2 16.6 18.6 16.6 18.6 81.00 4L0 320 26.1 2L2 19.6 t7.7 16.4 13.9 13.8 13.8 13.8 90.00 3Z 259 21.t t7,915.7 14.2 t3.0 10.7 10.5 10.5 10.5 9&00 28.0 21.3 17,3 14,6 12.8 11.5 10.5 LARGE AND SMALL MISSILE IMPACT, LEVEL O, WWD ZONE 3 MI WINDOWS AND DOORS LLC 1001 W. CROS13Y R0 CARROLLTON. TX 75006 1442. 1448. 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART F.A. 1 08-00139 vtf NTS 0-TE 01 /06/09 1 STET 2 OF 4 OS/5; 15 Povfri P.I_ P-L P.L. PL - rYR3`L g4T•[$t7F7 ENC•p 9Ut 5 gip• TAT E OF 0, c ORIOr• ? MAL1 G``\` 1320 _ 1330 I MINIMUM EDGE ISTANCE SEE NOTES lZc2 SHEET I ANCHORSCREW SEE NOT-_S 1 AND 2 ON SHEET 1 S MULL ALUM.6005 T-5 NRY ANCHOR CLIP_ _ NRY ANCHOR CLIP LATE NRY ANCHOR CLIP NRY ANCHOR CLIP S'USSIRAIE BY OTHERS l! Fi114LLddll[ J 0076E rr1 VERTICAL MULLION TOP CLIP IN$TALIATION MINIMUM EDCF DISTANCE SEE NOTES 15,2 SHE' T SUBSTRATE 9Y OTHERS f• J • a • • • R• J06NOROR SCRtw SEE NOTES I AND 2 ON SKEET 1 ANCTgRSCRc-W . SF.F NOTES T AND 2 ON SHE_cT 1 N 2?s9:En91'Qffi. VERTICAL ARIAJJW. TOP CUP LNSTALLATION 19 ANCHOR SCMV SEE NOTES 1 APO 2 l• 1 ION SKEET I ap d SUBSTRATE - LTa ays»tiTIII+PJ Ian-vr:,: o qY OTMEP.S VERTICAL MULLION SU6STRI<TE - • . v• R B017Ok CLIPLl1L4TALIATION MINIAIJM :DG? I BY OTHERS 019iANCE ScE Nb'iiVi9idsY0II8t1 LO[.'?F NO -ES ' L•[ VERTICALNULTION Ia1N1MUM EDGE S-EET ' 6OTTOVC?IPINSTAUATTON 01STANCE S=E NOTES 1&2 SHEET I PEVMMNS Ev DESCM-TION y,T• APO--OvEi A RzOSE0 '0 COVP(f Wlti 7CC7 IBC 01/J6/09 RL. 0 R=VISEO NOTES ANC CINPT 03/12/12 RL. C R_VISEO NAME 10/15/13 R.L. O REVISED INSTALL011.10N DETAILS `- _ 06/15/15 R.L. WINDOW UNITS O JAMB MAE _ SH OR PW—\ LOAiFi4yJ(CD64f F+TBpa •}d1 39RS MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 i 442, 1448, 5348 AND 5548 VERTICAL MULLION INSTALLATION DETAILS pCiM>J. =om `1C F. A. 08-00139 wE, NTS 1017 01/06/09 1 SNEET3 OF 4 a SFAS 5ELF DRILLING SORE% D24" Max O.C. SIGNED: 0611612015 I FEN30NS f,EV OESCffnOV 7.IE 0-40tf0 A 8 R_ASEO TO ZOMPL. %IIM 7OC7 FBC R-VISEO NOTES AND CNaRT 01/16/39 03/12/12 R.I. R L. C R•_v1SEO NAVE 10/15/s3 RI 0 JRVASED RAS-A,VTION OETALS 05/s:/sg SL. I I Jp- 0 IX • a,: ]A' J ems— )A' i.rrt• I 1- n• ) yr OMULLION CLIP O MULLION CLIP RVNOUNTlNG PLATE r' MULLION CLIP ALUMWUM60A545 ALUMINUM60015-T5 J ALUMWUM600545 •' ALUMINUM6W5•TS 1.. r •n' o— L n• I I I II 1 • 1n• 11i J I+I SIGNED. O&I&2015 t MI WINDOWS AND DOORS LLC \``\otIlliffit/ 1001 W. CROSBY RDIt. U 2 1/2•MULLION V MULLION CLIP CARROLLTON. TX 75006 \GENB•9S 1 ALUlWINUM600STS LJ ALUMWUM6005-TS _ 0 * 1442, 1d4g, 5318 AND 5548 *• VERTICAL MULLION TeCOMPONENTSSp • TAT Of oa.•.- one ro •E '`FS:ORI P: F.A. O.iE 08 500139 0 ONA;I0\. NTS 01/06/09 ` 4 OF a L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442, 1448, 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 610220D 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 OR: 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. 510212B 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 manufacturer's 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). 1 of 1 N` NN 0,51PC itr TAT OF ; iO zFSOR1VP Luis R. Lomas, P.E. FL No.: 62514 06/17/2015 w Florida Building Code Online Page 1 of 2 y Business FlollflaDqWMId ecls Nome I Log In I User Registration i Mot Town I subrNt surcharge I skits a Fads I Pubeatlons I FBC staff I ea5 site Mop I Links I Search I Busines /V Product ApprovalProfessid'i I USER: Public User Regulation Product AnoroM Menu > Product or Aoolitatlen SCUM > Application list > Application Detail FL 0 FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLirton Street Tampa, FL 33634 813) 884-0444 lyle. pestow®acn- metals. com Authorized Signature Vivian Wright rickw@rwbldgoonsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer w- Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. 56 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDqujEQfBP6a6FJ... 7/20/2015 Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products r FL V Model, Number or Name Description 12019.1 Triple 4' and "Quad 4' 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in MVMZ: No FU2019 RS tl Inst 12019.I.odf Approved for use outside MVMZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019.1.odf specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. k Neat Q21A us :: 1940 North Monroe Street- Tallahassee Fl. 32399 Phone: B50-487.1824 The State of Florida Is an WEED employer. Coovrhahl 2007.201] State M FbrNa.: • Primacy Statement :: Atzesslbllity Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your 0-mill address released In response to a puldic•rocords request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, pease contact 850.407.1395. -Pursuant to Secuon 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under GyMer 455. F.S. must provide the Department with an email address if they have one. The emalb 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 ovallabla to the public. To determine If you are a licensee under chapter 4SS, F.S., please dick Lott.. Product Approval Accepts: r0i a C r.di trAr E https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 o ACM AMERICAN CONSTRUCTION MOALS 5140 West Ctition Skeet Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loods from the soffit and/or T x T batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.) and labeled according to FBC Section 1710.9. TABU OF CONIUM SNEETA I DESCW WN 1 T I elmlions b general notes 2 Panel decals 3 Soffit details b design preswm 4 Soffit details b design pressures 5 Soffit details. design pressures b bR of materials TRIPLE 4 4 1.4-012 (AI IS UMA T- 014(A13i IW-V QUAD 4 Q4 0 4012 (A1ISMCIp 0-"14 (A135'7Hm s 32rff ii o 2 O1 rlroo I111 o m o 8a..= v v QiS Cm a m r'iM J CO Wa7md6li 14 CC O IAA, d V , As er: JK er. LFS euc NO. FL-12019.I R 1 Or 5 SOFFIT AIR FLOW TABLE SOFFIT TYPE AIRAIR FLOW T1pE AIR FLOW mss no. wA. ono. ipoir w p 3M 2.71% A 11.74 8.16% 11.74 8.16% 3.69 2.66% I"' ;. 3.69 2.66% P DISS 1 F 2 l ANTNUm AWnlYllxl COaRAOEllfil-- i! 111 CE PAR1'W VMS! l_1 N p11 I.R. .4r AT t S .v RIB AND END DETAILS I7 COVERAGE I In T rp(rCN 25/8' WOMAVAUBEIOs I0IIYO6 6 IRI I6 COVERAGE r (REF( 417PITON P 267 --r9M AVALAKE no ! Of LOIMsS 0 0 a 0 0 0—u 00000— TA UODUU 00000 n n n n n n LOWER PArIM(FULL SCALE) § IL0VVERS FOR nM1I n IN SAME 2j MECMH AS 61101 VIEW A -A' (4 x SCALE] S b all VENT . WIDE PATIERN LoversformedinsomeOimcr- as ribs) JV r s 00000- 0T 1-00 0 0 0 0 1 o° o°o°0° —j LOUVER PATTERN LOUVERS KWM® IN SAME MECTIDN AS 1111131 y, VIEW A -A' (4 x SCALE) 5 6 all VEM - NARROW VEM PATTERN lanes tonne" rn some dimcGon as 01:31 4K FL- 12019.1 I SPA ROOFOVERHANG ROOF FRAMING ALUMINUM FASCIA TRIM 1-- EMU ORSOFFIT WOOD SEE DETAIL'A' FRAMED SEE DETAIL' S - SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown w/ trudhim M cantilever) SINGLE SPAN LENGTH A DESIGN PRESSURE (PS" POSITIVE NEGATIVE r 70.0 141.0 10' 60.0 60.0 Ir 50.0 50.0 ls- 38.5 38.5 16* 30.0 30.0 NUIG W V W MAMW L7 AMJ WNNtt-IIVM IV = DESIGNED BY THE ARCHITECT OR ENGKB OF RECORD 17- bM DETAIL " B " F-Channel ROOF OVERHANG ROOF OVERHANG ROOF FRAMING SOFFIT EMU OR WOOD W - EEDE- IL FRAMED SEE TA0.' D' SIDE VIEW - SINGLE SPAN w/3-CHANNELS TRIM NAIL ATTACHED THROUGH FASCIA @ 16' O.C. MAX. Shawn w f Lna,/rrerr m cantilever) STAPLES MALL ENDOFPANELAND - B' MAIL O.C. SEE DETAIL 'J'. SHEET 51 uLr MAx. DETAIL "A" Fascia STAPLES INSTALLED @ 24' O.C. (INTO WOOD) ON F•CHANNEL LEG OR T-NAIL @ 17 O.C. INTO WOOD OR MASONRYI STAPLES INSTALLED @ 17 O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ 17 O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM SOTIOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24' O.C. INTO FRAMING 41, a SPAN'A- -8 is n^ CS E6 40 ROOF >'% ••-........• o oFRAMINGi O n Z ALUMINUM 1 0 FASCIA g g o Z v TRIM cp 9 m c r 000. SOFFIT) `' 7 CMU OR V s C a 0 SEEDETAIL'A' FRAMED ?a SEE DEIAIL' C' 41 SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shawn w/ lnum(franirg cantilever) STAPLES INSTALLED @ 17 O.C. (INTO WOOD) N JZHANNEL SLOT OR T-NAIL @ 17 O.C. DETAIL " D " J- Channel Fascia STAPLES INSTALLED @ 17 O.C. (INTO WOODI N J CHANNEL SLOT OR TwNAIL @ 17 O.C. INTO WOOD OR MASONRY) STAPLFSLOCATED 24' O.C. INTO FRAMING —7 I/ Ir MAX. I- MAX. -F----!fl % DETAIL " C" J- Chonnel oleo e^. JK SUBSTRATE NOTES: tlal or LFS I. WOOD SUBSTRATE G = 0.42OR BETTER olurlwic IIo.. 2. MASONRY SUBSTRATE 3A00 PSI CONCRETE (AC 301) FL-12019.1 OR HOLLOW BLOCK (ASTM CM). SPA" - A ' ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM ALUM14UN FASCIA FASCIA 9 TRIM TRIM I SEE DETAIL' E' SPAN ' A " ROOF OVERHANG ROOF FRAMING CMU OR %— -- / C R1 OR WOOD SOFFIT /J WOOD SOFFIT FRAMED FRAMED SEE DETAILF' Sff OETAB G' —/ SEE DETAIL' E" SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL 9wom w/ Wss/1ran Ig oveAung) (Shown w/ bmw(rondrg ow!") STAPLES INSTALLED 0 _ END OF PANEL AND e' MAX. O.C. B' MAX. J L TRIM NAIL ATTACHED THROUGH FASCIA 0 16'O.C. MAX. NOTE FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL IL 4—- 3---Q 7 I5 5 DETAIL" E" Fascia I/ fMAX DETAIL " F " F- Channel STAPLES INSTALLED 0 2! O.C. (INTO WOW) ON F-C~NEL LEG OR T-FAIL 017 O.C. INTO WOOD OR MASONRYI STAPLES INSTALLED 0 I70. C. (INTO WOOD) IN F-CHANNEL SLOT OR T4WL 017 O.C. INTO WOOD OR MASONRY) SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42OR BETTER MASONRY SUBSTRATE: 3.000.09 CONCRETE (ACT 3011 OR FOLLOW BLOCK (/STM C901- CONNECTOR NOB' 1. WOOD FRAMWC AND CONNEC11ONS TO BE 05*NW BY THE ARCHITECT OR ENGINEER OF RECORD 2. 120 COMMON NAIL OR 3116' ITV/ TAPCON CONCRETE SCREW MN. 1-1/4-EMBEDMENI( 026' ON CENTER SINGLE SPAN TFNGM A_ DESIGN PRESSURE(SFI POSITIVE NEGAITVf e 70.0 141.0 1Tr 60.0 60.0 12" 50.0 50.0 Ir 36.5 38.5 16" 30.0 30.0 STAPLES LOCATED 24" O.C. INTO FRAMING 2 1' MAX. — DETAIL" G" J- Channel STAPLES INSTALLED 0 170. C. (INTO WOOD) IN 1CHANNELSLOT OR T-NAIL 017 O.C. INTO W000 OR MASONRY) 0: 05 zo g § o8 c C i FL—) 20f9.1 a + or 5 REM DESCRIPRON MATERIAL I FASCIA .0215' THK. AL 3105 - HI 4 ALUMINUM 2 T CHANNEL .0159 THK. AL 3105 - H24 ALUMINUM 3 F CHANNEL.0157 THY, At. 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL IAl 15 OR .0137 THICK) AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .013S' THICK) AL. 3105 ALUMINUM 7 S 15 x 13/C TRIM NAIL S.S. 8 18• GA. X 1/4* SS STAPLE / 7/8- MIN. EMBEDMENT STEEL 9 7 X 7 BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD l l 09r DU. T-NAIL / 5/8- MIN. EMBEDMENT) STEEL 12d x 3-I/47 N.D. GALV. STEEL COMMON NAIL 0 24.O.C. w/ I Vr MIN. EMS MI DETAIL" H " 1X2 VOWCAL FRAMING (G>=0.42) ATTACH w/ 2Ad COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES WALLED END OF PANEL AND 6' MAX O.C. SEE DETAIL -J j P.C. MAX DETAIL " 1 is DETAIL " I " Y-\...• r... l dm o; f f 10 ROOFCVERHANG SPAN A 0, 0: 0 0 •2 ROOF SEE DETA0._ B- 3) E g 7.j. FRAMING (SF ET I a H 0 e s° II 1 vI r m a o. Bi 12dX31/r H.D. GAIN. STEEL ( COMMON NAIL 024 0C. SEE MAIL -A- - w/ I V c MIN. Be, (SHE-f 3) ` STAPLES INSTALLED END OF PANEL AND 6' MAX. O C. SEE DETAIL -J'I TWIN SPAN LENGTH w/CONTINUOUS 4AT1EN A. DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 16• 70.0 70.0 IB• 66.5 66.5 2Or 60.0 60.0 2T 54.5 54.5 ZC 50.0 50.0 I CONTWUOUSISffoETA0.-H- BATTEN9Cl E SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ vuss/Traming cantilever) SPAN A ROOF OVERHANG SEE DETAIL- G' Is! A ROOF FRAMNG SEE NOTE 2 I1I I I 1 I I i ( i CNU OR SEE MOOD DETAIL - 8 11 FRAMED SEE DETAd • A NO 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ tri—If arming overhang) CONNECTOR NOTES: I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.12 OR BETTERG = 422.12d COMMON NAIL OR 3/16- IIW TAPCON CONCRETE SCREW 1. MASONRY SUBSTRATE: PSI CONCRETE (ACI301) MW, 1-1lr EMBEDMENT) f 2rON CENTER OR HOLLOW BLOCK (ASTM C90). err. JK or LFS m c No.: FL- T2019.1 R 5 or 5 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Velrico, FL 335" Pion 813.659.9197 Florida Board 01Proftulonel Enginem Cenflicale of Aulhoriatfon No. 9813 Product Category Sub Category Manufacturer Product Name American Construction Metals Panel Walls soffits 5140 West Clifton Street Triple 4" 6 "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone $13.880.4444 Scope: This is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction. by others, must be designed property to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the tewutrements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Drawlna No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt, P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. i{{01111 3 IoP, SCHJW r'' A • tG Iii i Oi NO 43409 g y 1F :4" Zlyndon F. Schmid4 P.E. Fl. PE No. 43409 41/2015 foNA4 ,. e Florida Building Code Online h ` Page 1 of 2 Business :oRegulation 11I r LinksFbWDftVMNMdaCISHomeILogInIUserRegiStralionHotTop.cs I Submit Surcharge I Stats a Facts { Publications I FeC Stag I aCIS Site Map I ( Search I Bushes U Professial Product Approval USER Public User Regulation approval Henv >, PraEuct or Apollcatbn Search a agW alb! L!S a AppllcaUon Detail FL * FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/ Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing. com Authorized Signature Meldrin Collins mcollins@atiasroofing. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden R- Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles. odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgUl j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL S Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 11 ATL13002.4 2014 FBC Product Evaluation Shinales.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnoles.Ddf Created by Independent Third Party: Yes 9adr Moat Contact Us :: 1940 north Monroe Street_ Tallahassee FL 32399 Phone: a50.487.1 R24 The State of Florida Is an AA1EE0 employer.•Cerivrlaht 2007,2013 Stets of Florida, :: Privacy Statement :: Accessibllnv Statement :: Refund Sialemen[ Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic rail to this entity. Instead, oDrUct the ollke by phone or by traditional mall. If you have any questions, please contact 550.457.1395. *Pursuant to Section 455.2750 ), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do at wish to supply a personal address, please provide the Department with an email address which can be made available to the Public To determine If you are a licensee under Chapter 455, F.S., please Chill hne . Product Approval Accepts: ERM https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 57" 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. Properties: Physical properties, REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) I, 1523.6.5.1 Wind Resistance, Wind Driven Rain Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107.02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02.01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TS75878) 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. ProLAMr"r Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State o1 Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterilli 30 & Basic Wind Speed (V,o,): Tough-MasterOD 20 Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. K75 Nails 12" 1 ;Sir 12- — --12- — +-12'—i Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) W Nails 12" pr 12-12" —12'-- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (V„n): Basic Wind Speed (VBsd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. 70 W Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) 2:Ar Figure 4. Pro-LAMT" 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. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vui): StormMaster® Shake Basic Wind Speed (Veld): Deck (HVHZ). Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min 19132 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern' detailed below. 7! W o+.,!P. pk.e negm Mse%. W h.W T Vlnr l= O CD f-j ; _: C-3 1 C1 O CD f=1 Figure 5. Pinnacle® Pristine and StormMaster0 Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMasterO> Shake 6 Nail Pattern i 1 ATL13002A FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vur). 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 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 manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. Figure 7. StormMastel@ Slate 4 Nail Pattern Figure 8. StormMasterlIi Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vuq): Basic Wind Speed (V8sd): 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 in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. Al i O• o e 1 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vw): Basic Wind Speed (Ves4): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): I ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 1.2" I 1 12 ga. 1-1/2' ring shank Hall i . • 12" LI I i Figure 10. Pro -Cut® Hip & Ridge ATL13002A FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the 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 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttI11tnr1,1 Pa 2015.06.2 1;: , ENS*-. ly '.'j• No 74621 9 12:55:48 040004jSTATEOF .: c O R 1 P .`` Zachary R. Priest, P.E. isS/ C, Florida Registration No. 74021 N 11 0"% Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507 2.7. Properties: Physical properties, REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5'" EDITION (2014) 1, 1523.6.5.1 Wind Resistance, Wind Driven Rain Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-0t ATL-125.02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 ATL73002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall 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 Shingles0TECHNICALSERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed. Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,41): Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36' Nails 12- — 12-12--'i Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36' Nails 1 5/8" 12"' — 12° Figure 2. GlassMaster@ 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluatlon 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 ProLAM?m Architectural Basic Wind Speed (Vwl): Basic Wind Speed (Veso): Deck (HVHZ): Deck (Non-HVHZ): Underlayment• Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. o.W Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) rM,M NYC nrTW A-lU—l=1 -1 C=J-8 :— -Ei— El-0 - —Fr .'I-= — Oc3 1 I 0' ` E'N• 1 L Figure 4. Pro-LAMTm 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, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake I 6. L Basic Wind Speed (Vul): Basic Wind Speed (Vow): Deck (HVHZ)- Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ)- ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern" or *6 Nail Pattern" detailed below. Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) as x Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vwt): Basic Wind Speed (V83d): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern* or "6 Nail Pattern" detailed below. yyy 1" 9w Figure 7. StormMaster® Slate 4 Nail Pattern 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,41): Basic Wind Speed (Vdad): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15132 in. plywood existing construction. In accordance with FBC requirements, Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. u• Ir IJ 0.. 1• Vr An .h.& -0 r Figure 9. Pro -Cuter 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,n,): Max. 194 mph Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12 ga. 1-1/2" ring shank Hall Ll I I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305•R4 Page 8 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK 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 It in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-H or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. R, *jqPqj,., 2015.06.2 No 74021 9 12:5 5 :48 9•• STATE OF '•' 04'00' Off. P • : t`•. O R t.•••0N Zachary R. Priest, P.E. sS;N A ?,`` Organization No. ANE9641Florida Registration No. 021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002. 4 FL 16305•R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use,.or other product attributes that are not specifically addressed herein. I Florida Building Code Online Uncker kul Mefr) I---5 Page 1 of 1 rWda vcW4tl t0 eelS aroma I lop In I User "ISt UM i trot Todd I Subrilt Surcharge I slats 0 Facts I publications I Fa: sun I SOS Site Map I links I Search I Busmes ) Product ApprovalProfessial ®USER: public User Regulation product ApdMMM Menu > Preduu or Avelketlen Semch > ApWiwtlon Ust 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 Results Appoluorilu.a r I Ttrne Manufacturer Validated By Status FLI5216-R2 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments toadm :: 19e0 NeitlS Menree S1reN_ Ta11e1mstee FL ]239g Phone: lSDea7-f e2a The State or Florida Is an AA/EEO employer. COatrrlOM 2007•tel] Sla[eWill norlda.:: prippt,$y1ement :: AMCyhiely Stoic s :: Refundr.`.ta.e....t't-""nt Under Florida low, email addresses are public records. It you do not want your *-mall address released In response to a public -records reauest do not send electronic mail to this entity. Instead, contact the dRu by phone or by traditional map. If you have any questions, please contact 850.407.1395. 'Pursuant to section 455.275(1), Floral Statutes. Ne IeCt" October 1. 2012, lken%ees licensed under chapter 455, F.S. must provide the Department with an maa address 9 ve theyhaone. The emalls provided may be used for ofllWl 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 ernall address which can be nude available to the public. To determine If you are a licensee under Chapter 455, F.S.. please click htlt• Product Approval Accepts: Crcd It. br E https://WWW. flOTidabuilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 1* fit Professional Regulation OD[NP".,;i n7rlr ll<"f: D'1i I art riiD! C"fT-'-acnFp Fb6pprWMd KIS Hone I top In I User R"Strallon I 0P B" les t(/ Product ApprovalProtlal \I•i7USER. Public User Regulation p,prUa e. •eelrarbn Srarclr > Aool' w > AppnoUpn MUR 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 Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLI5216-R2 Revision 2014 Approved InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas®mterwrap.com Eduardo Lozano elozano@interwrap.com Eduardo Lozano 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@ interwra p. co m Roofing Underlayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Robert Nieminen PE-59166 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 11/17/201S John W. Knezevich, PE fi Validation Checklist - Hardcopy Received 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=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 OS/04/2015 Date Approved 06/23/2015 Summary of Products FL as i Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions FI t S216 R2 11 2015 04 FINAL ER 1NTERWRAP RHINOROOF FL15216- 7„nd Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Other: See ER Section S for Umits of Use. Evaluation Reports Fi.ts2;6 It2 AE 2015 -04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.odf Created by Independent Third Party: Yes Halt1 Contact Us :: 1Oj0 North Monroe Street. Tallahassee FL inoo Phone: 8SO-482.1824 The State of Florida Is an AA/EEO employer: Caoyrioht 20D7.20MState of Florl".:: :: I {t= :- Refund Statement Under Florida Ia.. email addresses are Public records. if you do not want your e-mail address released in response to a public -records request, do not send electronic man to this entity. instead, contact the office by phone or try traditional mall. If you have any questions, please contact 850.487.1395. *Purmnt to Section 455.275(1). Florida Statutes, effective October 1, 2012, licensees heanshd under Chapter 455, F.S. must provide the Department with an imiaq address If they have one The emails provided may be used for official rormmM®tbn with the neensee. However amen addresses are public record. It you do not wish to supply a personal address, please Provide the 0e011MIlarlt with an email address which an be -made available to the Public. To determine If you are a licensee under Chapter 4SS, F.A., please dick p=. Product Approval Accepts: Crc t r E https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 k0 QOOXFEXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, UNIT #13 ORD, CT 0647847g PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.OZ.1Z-RZ 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been 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 51h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words r'Trinity(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 DCA ANE390 ti. s act Of W 1. V : °:.•..r. ` t ofo\.`Ne The laoimge mlepwarbtg was authorized by Robert Nieminen, P.E. on 04/27/2035. This does not nerve as an elaaronkally sW" r dowmeni. Signed, seated hardwples haw been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. 5. 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. I TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 2507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 2507.8.3, 2507.9.3. 2507.9.5 on Heating i5D7.2.3,1507.5.3, 3507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ•006 10/27/2012 ITS(TST1509) Physical Properties 100539395CDQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 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 COVER OPnoNs Underlayment Asphalt Shingles Nail -On TileI Foam -On TileI I Metal Wood ShakesI6Shingles Slate or Simulated Slate RhinoRoof U20 Yes I No I No I Yes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section S herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140S30.02.12-R2 CertTficote oJAuthorizotlon #9503 FL15216-RZ Revision 2: 04/27/2DI5 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. 4 Rhlnoltoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: -Roof Slope > 4:12: 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 Double Laver 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUAuTy AssuRANcE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 certlikote ojAuthorizollon #9503 FL15216-RZ Revision 2: 04/27/201S Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. CertiJlcate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNIT 413OERDOXFORD, CT 06478478 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: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5tt' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59266, Florida DC4ANE1983 tt/s gtlp4,, 1L Ar . 4:! J, s Sj'.%al>L •.<,', The facslmW seal appeaAt{ was authorized by Robert NIOMIMN P.E. on 04/27/20I5. This does net sera as an electronically signed document. Signed, awled hardcopks have been trnnmltted to the Product 1lppnoval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity I ERD Is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. 5. 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. TRINrrYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.95 on Heating 2507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COO-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ•OD6 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 12/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.S Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS UnderlaymentAsphaltShingles Nall -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or at Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.2 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 2507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report I40510.02.12-RZ Cerrificote o/Authorizotlon 09503 FL1S216-RZ Revision 2: 04/Z7/201S Page 2 of 3 QOTRINIWIERD 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. LA RhlnoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver. Roof Slope > 4:12: 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 Double Laver 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASsuRANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate ofAuthorization #9503 FL1S216-R2 Revision 2: 04/27/2015 Page 3 of 3 I 02111/2015 13:41 UD P.0021004 MIAMI-DADE COUNTY MI® PRODUCT CONTROL SECTION 11905 SW 26 sueet, ttoom 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES MR) Miami, Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (7U)313-2590 P(786) 313-2599 NOTICE OF ACCEPTANCE (NOA) www.mismidadn.cov/eennomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other area where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date sated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material falls to perform in the accepted manner, the manufacturer will Incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their Jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. bESCRIOPTION: 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 in the applicable building code negatively affecting the performance of this product. T$RMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materiels, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed. then It shall be done in its entirety. INSPEMON: 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 paw 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: I3-0tt 14.08 Explretion Date: 04/1S/19 Approval Date. 0143/14 Page 1 of 3 0211112015 13:42 ffAln ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: Manufactured by Teat Product Applican Dimensions SpeciAcatiooa Description Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 52" Thickness: 0.0217 inch: _._.. MANUFACTvmG LOCATION 1. Jacksonville, FL EvEnNCE SUBMITTED Test Agency Teat Identifier Test Name/Report M Asphalt Technologies, Inc. TAS 100 SFM-002-02-01 CC -ES AC132 SEPA-027.02-01 APPROVED APPLICATIONS: Deck Type: Wood Deck Description: 1°/n" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs P.0031004 Date 08/14/03 01/07/14 Cutout: Mark a 3%" x 46" opening centered between layout lines and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening Brush away sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/9" thick of an approved ASTM D 4596 asphalt roofing cement. Secure vent to the roof deck with I-Ys" galvenizad ring shank roofing nails spaced approx. 8" o.c. and I" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Data: 04/IS/19 Approval Date: 01/23/14 Page 2 of 3 4. 0211112015 13:43 fflX) P.0041004 LIIVIITATIOw 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's 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 manufacturer's name or logo. city, st" and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0804.08 Expiration Date: 04/15/19 Approval Date: Ot/23114 Page 3 of 3 Florida Building Code Online `^US IC T Page 1 of 3 YQC7 N9'1 Yr four;; D I rl6ipG:, rp7rM4 G3FN Fboa D.*pM=IQ 60S Home Log In User RegiStra of O u rga I • Busines Mfessil Product Approval USER: VuDDc User Regulation p10EUCl Aoaoval Menu > pI0A11tt or AoolKltbn SlOKII > Aoolicatbn US t > Application Detell FL # FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 desert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 RS [Ql Certificate of Independence for Evaluation.ndf Referenced Standard and Year (of Standard) Standard Y= ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL JF Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use M HVHZ: Yes FL2197 RS 11 InstaliatlonESR-1988 ADri12011.DdI Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.01 for the Florida Building Code 2197.2 Mll 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 Installs IonESR-1311 Nov2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESA-1311.0d for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss Connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallatlD'nESR-1988 ADr112011.ndf' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other- Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1986.Ddf for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 11 InstallationESR-1988 ADrII2D11.odf Approved for use outside HVHZ: Yes Verified By: ]CC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.Ddf for the Florida Building Code 2197.5 IMT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 AS It InstallatlonESR-1311 Hov2011.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 RS AE ESR-1311.Ddf for the Florida Building Code. cacti Mast Contact Us :: 1940 North Monrw 5 re.nt. Twltahassee FIL tree PMne: eso•ie7•Sf;24 The State of Florida is an ANEEO employer. Caavrteht 2007-2013 Stale of Fiends::: Pnvad StatemeM .:'AccesSibility Statement :: Refund Statement Under Florida low. email addresses are public records. If you do not want your a -mall address released in response to a Public•records rm%WA, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall, tf you have any questions, pease contact tS0.407.1395. *Pursuant to Section 455.2750 ), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The ernalls provided may be used for ofrwUl communication with the licensee. However email addresses are public record. If you do not wish t0 supply a personal address, please provide the Department with an email address which can be made available 0 the public. To determine if you are a licensee under Chapter 455. F.S.. please dick btp . Product Approval Accepts: WINM® https://www. floridabui Iding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Cre 'S"A E https://www.floridabuilding.org/pr/pr_app_Otl .aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC c P,.MG•-• LISTED, Look for the trusted marks of Conformityl . • ' C 112014 Recipient of Prestigious Western States Seismic Policy Council i iaiu• WSSPQ Award in Excellence" A Subsidiary of Cog"ar ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not w specifically addressed, nor are they to be construed as an endorsement of the .subject of the report or a ' r r impliedrecommendationforitsuse. There is no warranty by /CC Evaluation Service, L/.C, express o as to any finding or other matter in this report, or as to any product covered by the report.,0 Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (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. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.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: 2012, 2009, 2006 International Building Codes' (IBC) 2012. 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the 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 1 t/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTee M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSIO: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334neh-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 representing authetict or any other attributes not specifically addressed, nor are they to be construed as on endorsement of the subject of the report or a recommendation for Its use. There is no warranty by ICC Fraluauon Service. U.C. espress or impded, as to anyfinding or other nuttier to this report, or as to any product covered by the report. 69= Copyright 0 2015 w Page 1 of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. 6.6 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTee connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed °M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTee Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' fib/In'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MI120 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11fNn' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full-embedmerri rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 49 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section -A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 03W o 1w 012r 81 mm I I n1m 10 !t mm I M-161 M1116 0 125' O 25W 0125" 0309, pmm 94mm 32mm 03nun oDDDD00000 0OUDUD0000DO 600000000000 0000000000DOo . 0000006000DO 000000000000 M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 12V 0.2W 0 SW 0 36'Y 32+m}m 64mm 127mm 9`3mn IF DD0 ODD ODD J 1-000 000 000 luDo 000 000 uoa ono aoo M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.rnii.corn EVALUATION SUBJECT: MITek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeko truss connector plates M-16. Mil 16, M-20, MII 20, M-20 HS, MII 20 HS. and M720HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. CC -ES Evaluohon liepwu ore not to be construed as representing aeslhetior or any other attributes nui speclytcally addressed. nor on they to be craulroed as an ctdomemcnt of the subject of the report or a recommendation for Its use. There Is no warrunly by ICC Evaluotion Service.11C. express or tntphcat as 040 IV any finding or other matter ,n this report. or as to any product covered by the report 4I.— ; — _ Copyright 0 2015 Page 1 of 7 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, Mll 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 MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311. have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSrm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the Intemational Building Code® (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•ES Evaluation Reports ore not to be construed us represeming aesthetics or any other attributes not spec f tally addressed nor are (hey to be construed as on endorsement o%the subject oj(he report or a recominendationJor let use. There is no warranty by ICC Evaluation Service. U.C. express or Implied. as to wry finding or other natter in this report. or as to any product covered by the report o. Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM 1CC - . ,. ICC • PRO 'L&ED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" 100i ia G_ A Subsidiary of. ICC-h.'S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a r rrecommendationforitsuse. There is no warranty by lCC Evaluation Service, ll.G, express o implied as to any finding or 'other matter in this report, or as to any product covered by the report. 'M' " Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.[cc-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. 14615 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, Mil 20, M-20 HS, MI120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Codee (IBC) 2012, 2009, 2006 Intemational Residential Codee (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)' The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating (0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 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 (0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, M1120 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 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-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 F.voluatlon Reports are not to be construed as representing aesthetics or any other attributes not spec/yically addressed, nor are they to be construed as on endorsement of the sub/ect ojthe report or u recommendation for Its use. There is no warranty by /CC Elwluution Seri -ice, I.I.C, express or Imp ird, as to any finding or other matter in this report. or as to any product toured by the report m"® Copyright 0 2015 Page ;,of 5 ESR-1311 1 Most Widely Accepted and Trasted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 5.6 5.7 6.8 6.0 fabrication, quality assurance and special inspection, refer to the applicable version of ANSlfrPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/In'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 11b/in' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be Installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses -and hydrautio-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 Poundslinch/Palr of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/InchlPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 01 0.70 2012 0.50 880 0.59 1505 Tension ® 900 0.36 1013 0.47 820 OAS 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 0° 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear ® 600 0.73 1402 0.79 936 0.67 1184 Shear ® 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ® 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm, 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. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Aocepted and Trusted Page 4 of 6 0 3w, 0 lov 0.42r, 84mm 41mm 108mm I 1 fi H o-o-o 0 0 a oo oo oo o a o 0 0 0000 o000 0 0000 0 0_ 0_0_0 M-16, M1116 0125' 0 2w 0.125' 0 365' 3.t nm 0 e +u J tmm 9 II JL_} I jL}I _. 000000900000 000000000000 000000000000 r 000000000000 000000000000 ry 000000000000 M-20, M 1120 FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR4311 I Most Widely Accepted and Trusted Page 6 of 6 0.1 w 0 2W 0.9w 0 30, 3 2{mm 6 4 mm mm 9 33mme 1.i1_—, 12.7 n 1 DOD OOO 00o DOO OOO ODD 0 DOOODD0O J DDD OOD ODD DDD ODD ODD DOD ODD 000 WIDTH M-20 HS1 MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) (Continued) ICC-ES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orn 1 (800) 423.6587 1 (562) 699-0543 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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeV TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS*" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTee truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16. 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. IMES Fvaluation Rcporu are not to be construed as representing aesthetics or any Other attributes not specifically addressed, nor are they to be construed os an endorsement of the subject of the report or a recommendation for its use. There Is no svarronty by ICC F_vuluuton Service. U.C, express or implied as to any finding or other matter In this repo". or as to any product covered by the report s Copyright O 2015 Pogo 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 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. 14615 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, M1120, 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, MII 20, M-20 HS, MII 20 HS, and MT20HS"', recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building. Code—Residentiai, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20. M-20 HS, MII 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 a qualiy assurance entity approved by the Florida Building Commission for the type of inspections being conducted is theresponsibilityofanapprovedvalidationentity (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-a Evaluuaon Reports are nos to be construed as represennag aesthetics or any other oanbures not specifleally oddressed. nor ore they so be construed ar on endorsement of the subject ofthe report or o recommeadatton for Its use. There I., no tvarronry by ICC F,voluaaon Service. U.C. express or implied os so any ftrding or other matter in this report, or as to any product covered by the report._ Copyright 0 2015 Pager 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT201-IS'' CC ICC 1CC iMG; LISTED, _ Look for the trusted marks of Conformitylsill2014RecipientofPrestigious°Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of'cc0911114twMar CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ]CC Evaluation Service, LLC, express or implied, as nw•e.arr,... to any finding or other matter in this report, or as to any product covered by the report. Maw — Copyright m 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code° (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC) tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek° M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS*": Models M-20 HS, MII 20 HS, and MT20HST" metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)]. ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0 125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-r.S Evaluation Reports are not to be construed as representing aesthetics or any other attributes nor spec jcally addressed nor are they to be cansirued as an endorsement of the subject of she report or a recommendasion for its use. There as no warranty by 1CC Evoluodon Service. U.C, express or implied as IM to arty frrrding or other master in this report, or as to any product covered by the report W*a Copyright 0 2015 tC, Page 1 of 6 ESR-1311 j Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI1TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI rPI 1. 6.2 Manufacturer's descnptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed `M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR4311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mill 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem-flr 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For 61: t lb/In' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE - Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into 1he.wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mill 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds inch/Pair of Connector Plates Efficiency I Poundslinch/Pair of Connector Plates Efficiency I Poundslinch/Palr 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 1880 0.59 1505 Tension @ W 0.36 1013 0.47 1 820 0.48 1219 Tension Values in Accordance with TPIA with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 011 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 09 0.54 1041 0.49 574 0.43 761 Shear @ Nr 0.61 1173 0.63 738 0.61 1085 Shear @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 90P 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 1 608 Shear @ 1500 0.35 672 0.46 544 0.3 1 537 For SI: 1 Ib/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Max1mum 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 I Most Widely Accepted and Trusted Page 4 of 5 0.330° 0 16v 6 4 mm 4 1 nrr o-o-o-o 0 0000 0000a o°a°o°o°o 000a o00000000 00000 I wmm ! M- 169 M1116 0 125" 0 250' 0.125` 32mm 6dmm 32mm 00000000000 0000000000 00000000000 00000000000 o0000o0000o 00000000000 I 1MUM I 0 42r 1j088"" 1 I 0 365r 93mm I M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Thisted Page 5 of 6 0.126- 0.290* 0.6W 0 36S 3.2mm 6.4mm 127mm 83am D00 A ODD 000 000 ODD gooD D 0 1:000 00o ODD J 000 000 ODD 00o 000 ODO NADTN M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mil 20. M-20 HS, •MII 20 HS, and MT20HST", described in master report ESR-131I. comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and Installation are In accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be consirued as an endor.ement of the subject of the report or a recommendation for its use. There is no warranty by lCC Cvaluaiiun Serntce. U.C. express or implied, as to any finding or other matter in this report or as to any product covered by the report Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.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. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HST1 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTekeTruss Connector Plates M-16. MII 16. M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the. master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTO has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is, audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess on approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-F.5'Craluatmn Reports are not to be cmntrued as representing oestheilcs or any other attributes not specifically addressed, nor are they u, be cimstrued as an endorsement of the subject ofthe report or a recommendation for its use. There is no warranty by ]CC Evaluation Service. 12C, express or lm#ird us to anyfinding or other natter in this report, or at to any product covered by the report Copynght 0 2015 Page 1 or 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 24515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63027 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC, ,ICC ICC PMG F011AU-1 LISTEDlookforthetrustedmarksofConformityl" 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of o poNai` CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not C&P4. specifically addressed, nor are they to be construed as an endorsement of the subject of lire report or a recommendationfor its use. There is no warranty by !CC Evaluation Service, LI.G express or implied, as to any finding or other matter in this report, or as to any product covered by the report.,;;"o' Copyright © 2015 IMES Evaluation Report ESR4311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009.2006 Intemational Building Code® (IBC) 2012. 2009, 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are 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 04-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, MII 20 HS, and MT20HSTO: Models M-20 HS, MII 20 HS, and MT20HS"4 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.W3 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC•ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specocally addressed, nor are they to be construed as on endorsement of the subJett ojthe report or a recommendation jar its use. There h no warranty by ICC Evaluation Service. UC. express implicit as ' to any finding or other matter in this report or as to any product covered by the report A iota Copyright 0 2015 0 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1. Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, fabrication, quality assurance and special inspection, refer to the applicable version of ANSIfTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. load combination reductions must be in accordance with the applicable code. 5.5 All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed *M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT (Ib/ln=/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 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 Mill 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -Pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 ill 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southem pine 0.55 187 143 138 150 For SI: I lb/in? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. 2AA - Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses. multiple roller presses that use partial embedment followed by full -embedment rollers. or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND MII 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Poundsflnch/Palr of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 00 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Join12 Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 01 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 909 0.55 1055 0.55 645 0.45 792 Shear @ 120D 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted Page 4 of 6 0.330' o 1w o 42r 64mm a IImm toomm 1 1 I I,}H o-o-0 0 0 0000 00000 E 0 0 0 0 D D 0 D D 000a o0 0 0 0 00 00 o a_o_o_o won4 I M- 161 M1116 0125, 0 2w 0 125' 0 39W 32mm 64mm 32mm 93mm tt H tt 1.1DOOOOOD 0 0 n00000000000 1100000000000 . W J000900000000 90090090OOOD 0000000000011 Alm" M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 5 0 12V 0.2W 0.5W 0 36V 32mm E44mm 127mm 9L3`mm DD bud DDD Do DOO A on DOD DOD DOD r DDo DDo DDD I000 On0 000 000 ooa A UTH M-20 HSI MII 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mli.com EVALUATION SUBJECT: MiTekm 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 code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16, 16A, 17. 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. lCC-FC rroluation Reports are not to be construed as representing atsthetics or any other attributes not 3peciflco0y addressed, nor ore they to be construed at on endorsement of the subject of the report or a reconueendotton for as use. There Is no warranty by ICC Bva/uotion Service. I.I.C. express or implied, as Elm to any finding or other molter in this report. or as to any product covered by the report. Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16, M-20, Mil 20. W20 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 MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, W20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codem (IBC) provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, MI120, M-20 HS, MII 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 a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are nor to be cmctrued as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject ofthe report or a recommendation for as use. There is no ,varronry bylCC Evaluation Service, U.C. express or implied as ' to any flnding Or other matter in rhh report. or as to any product covered by the report Copyright 0 2015 Page ;"of 9 I Florida Building Code Online C ( Page l of 2 Regulation 1 J Dpr(r lild eas Morris ( tag to I User Registration i Hot Topics 1 Subrdl Surcharge I Slots & Facts publications FSC Stag BCIS Sko Map Links Search Busines? Pro essi ai Product Approval USER: PutdicUser Regulation Product AoaroyM Menu > Pl9durl of Application 5lh > AoolicaUen Lis l > Application Ratan FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Reglstered Architect or a Licensed Florida Professional Engineer Ili Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida license PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE W Validation Checklist - Hardcopy Received Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida licensed Professional Engineer or Architect FL14239 R3 Eauly Eat liv.odf https://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Surnmaiy of Products FL Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R3 11 Dwo.D'df Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the FL14239 R3 AE Eval.odf- system. The required site -specific design pressure (demand) Created by Independent third Party: Yes shall be calculated by others for use with this design. aaOt Nerd contact Us ;: 190 North Hone Street. Talialiassee Ft. 32392 peon- esa487.1e24 The State of Florida Is an AA/EE0 cnWW&r. QgUMM 2007.261 a State of Florida.:: Privacy Statement :: Accessibility Sulemerit :; Refund $tateme Under Ronda law, email addresses are public records, if you do not want Your a -mall address released In response to a Dublk-records reouest, de not send d1acUonk mall to this entity. Instead, contact the office by phone or by traditional mail. If you Nye any euesbons, please contact $50.407. 1195. 'Pursuant to section 4$.27511), Florida statutes, eMocttyo oaobar 1. 2012, liceniets Ikerised under•ChlDler. 45s, F.S. must provide the Department with an email address If Choy have one. The cmatb Provided may be used for oflktal COmrnuNW Iori with the licensed, However emab addresses are Public record. U you do not wish to supply a personal address; please provide 0* Department with an email address which can be made avaWble to the public. To determine If you are a ikensee under Chapter 455, F.S. Please click hue . Product Approval Accepts: N®10® Creclit,CpAVE https://www.floridabuilding.org/prlpr_ipp_dtl.aspx?param=wGE VXQwtDquDEJErtOSCei ... 7/20/2015 BMP INTERNATIONAL, IN MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS i 751b MIN WEIGHT, 1 MECHANICAL UNIT PER SEPARATE CERTIFICATION. TYP. tCENTeR OF G.RAVTY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE 1 I SFE DESIGN MECHANICAL UNIT. w *CENTER OF SCHEDULE FOR MECHANICAL UNIT MUST BE ( flSQUAREORRERMIG111AR, s K il GRAVITY " MAXIMUM SURFACE NO IRREGULAR SHAPES. _ AREA AND DESIGN PRESSURE, TYP. I: STEEL TIE-OOwN CLIPS. K StE DETAIL 1p • 713 1 1_Z FOR CUP INFORMATION, 3 TYP. 3• MAXTYP. 1 HOST STRUCTURE DESIGN / ' y BY OTHERS. SEE oEs! O ALLOWABLE SUBSTRATEES`\ rrAx TYP. ' OAT.CEN MECHANICAL UNIT 3T"``p 5 1 TIE -DOWN ISOMETRIC TYRE Of CUP U,D NUMBER OF CUPS 1 l• a 1'4• ISOMETRIC FOR CORNER WILL VARY PER CONNECTION TYPES CI {A ON SHOOT 2 TIE -DOWN CLIP DIRECTIVE EXAMPLEMfeMAXIMUMRMINETHE __ I- FOR _ MECHANICAL UNIT THAINGNCONFORMSTOTHEDIMENSIONRRESTRICTIONrUSEDTOSNDDESIGNCRITERIALISTEDHEREIN. EE SHEETSS&S FOR DESIGNTION "EIGHT, (SCHEDULES.) NE7 MECHANICAL UNIT CRITERIA: TMSIOEIE INSTALLATION OF (L) MECHANICAL UXIT WITH THE FOLLOWU+G CRITERIA- R T VuR.170 MR-, EX-OSURE'S AG• TALL A IB' DEEP 1 AE' WIDE. LSO LB (WEIGHT AS VMFIEO BY OTHERS) INSTALLED TO "" PSI NIN ODNOIETE WITH 111 3• CLIP AT EACH DORMER OF UNIT (TOTAL OF (A) CUPS) PaOCEDYRE STEP RESULT 1 DETERMINE THE CONNERICN TYPE LASED ON THE OUWUMS ON SHEET Z 1 COMNECTON 3 THIS INSTALLATION IS INTENDED FOR A VIA.I" NFM, fXPOSURE'S'. THIS OfS:GN Z DETERMINE WHICH 0-19GH SCHEDULE TASUE TO USE CMEILA NARESPONOS TO TABU! S 7 OETER,MINE LARGEST FACE AREA Of KEOUNICAL UNIT TO Be INSTALLED 14B••46'-16FT- THIS UNIT HEIGHT Of 46' IS EQUAL TO TIE MAXIMUM ALLOWABLE HEIGHT Of AB'. NIT&. THIS PROOUCTAPAIROVAL ALLOWS TWO UNIT TO SE I06TAtLED ON TOP A CHECK MAXIMUM UNIT "EIGHT plSTRIC710N OF AN A/C STAND TWAT IS A MAXINUN 30• TALL IFAN AICSrAND IS URl7RD, CNCCA TD BOO THAT TNO STAND amNOT EXCEED 70- DV I/EIGNT S CNEOC MINIP.fIN YNII WI07 R J NR 1N AE'1-fH TER IRAN MIa1MW1 ALLOWABLE WIDTH 1' MIS UNIT NAY OE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS R. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEUWM GREATER 6 OETERMINE THE ALLOWABLE ROOFTOP HEIGHT OF THE INSTALLATION FAR AND LESS THAN 100 Fr. SEE I') ON TAKE S FOIL THE NUMERICALTHANVALUESOFTHISDESIGNEXAMPLE DESIGN NOTES: = 7' THIS PRODUCT HAS SEEN DESIGNED IN ACCORDANCE WITH ASCE -IH AND THE ROR3 A' BUILDING LOCO FOR USE WITHIN AND OUTSIDE THE HIGH VELOCrtI' HUR0.tCANE LONIY 9INDICATEDINTHEACCOMPANYINGOESIGNSCHEDULES. THE DESIGN CRITERIA USED 6 CAI,QIIATF THE aILOWaptE ROOFTO NFIGYIS CWSIDEIlS ASC 7.10 SLCT10T12f.S.t FOR ROOF TOP HEIGHTS (IT) $60 PT AND SECTION 29.5 FOR ROOF TOE MCIGMTS MN 60 1`1 B SECTION 29.4.1 FOR DVSTALLATIOM AT GRAOB (GG,,,r•I.LO WITHIN THE M HZ. Ggla L.900UTSIDE THE MVHZ,(G4 T 3_fOR ALL LOGnol6 (WNCYRRFlrt1. ALL OTHER DESIGN VARIABLES ARE IIJ ACmRDAN V. ASCE 7.10 OIM(ERS 26 A M. THE HEIGHTS LISTED IN THE OEStGH SCHEDULES REPRESENT THC ALLOWABLE HEIGHT OF THE BUILDING THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT T3 BE INSiALLED ON A MAXIMUM 3W TALL AX STAND (CERTIFICATION BY OTHERS) ON TOP Of THE HEIGHTS LISTED IN THE 065IGN SO:EDIRES. GENERAL NOTES: 1. THIS PRODUCT HAS SEIM OtS[GtjfO AND SNAIL BE AGRICATEO IN ACCORDANCE WITH THE REQUIREMENTS Of THE FLORIDA SUILO:NG CODE B ASCE 7-tO THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-U3% INCREASE IN ALLOWASLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3 DESIGN IS BASED ON a (ENT PnDVIOOD PRODUCT AND DIE SHEETS FROM TEST REPORTS . Tg019707f7A M OI070)•76 BY TESTING EVALUATION LABORATORIES, INC. ND 511 WW=oXS WITHOUT WRITTEN APPROVAL BY TH15 ENGINEER SNAU BE PERMITTED. A. MAXIMUM a MINIMUM DIMENSIONS AND MINIMUM WEIGHT Of MECHANICAL UNIT SMALL CONFORM TO SPECIFICATIONS STATED MCRC(N. ALL ME04ANICAL SPECIFICATIONS CLEAR SPACE, TONNP.GF, ETC) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONS161LITY Of THE CONTRACTOR. S. FASTLNHE0.5 TO SE r12 X t'Olt GREATER SAE GRADE S UNLESS NOTED OTNERIL7SE TAPCONS REFERRED TO HEREIN SMALL BE ITW SWIM GRAND, CARSON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHC-OULE FOR ANCHOR R UIPEHETIS. All iAS1ENL7t5 SMALL HAVE AFMOOPRIATE CORROSION PROTECTION TL SITE E CUPS SHALL BEEALLSTEELCUPSSHALLBE ASTM A267 STEEL (GRADE O) VYITN FYe37 KSI OR SERER. ALL STEEL MEMBERS SMALL BE PROTECTED AGAINST CORROSION WITH AN AWROVfD COAT OF PAUIT, EHAMEE OR OTHER APPROVED PROTECTION, G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS 7. ALL CONCItETL SPECIFIED HEREIN IS ACT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SMALL BE STRUCTURAL L'OACREYE A• MIN. TMb( AYO SMALL NAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS MOM OTNEtWISL. S. TILE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSPIRAR MATERIALS TO PREVENT ELECTROLYSIS. f CLEC71UCAL GROUND, LYMBI UEQUIREO, To as OnWrIto a INSTALLED BYOMOLS, 10. THE ADEQUACY OF ANY EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED (GADS TLL]IKE EX!SLAND AD D (NHISCEERTIFICATHDN.(CEFT SEEXPRESSLYPROVIDED NMONAL CCRnrICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAAED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DETAILED HEREIN, a LICEASEO U41HEEK OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC OOCUMENRS FOR USE IN RYRI CONXONWITH THIS DOCUMENT. 12. WATER-TIGHTFIESS OF EXISTING MOST SUBSTRATE SHALL SE THE FULL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTAU AT'.OM OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT Be RESP0. YSIBLEi00. ANY WATE0.PROOFIt#rCR LEAKAGE ISSUES WHICH NAY OCL11R AS WATER- 11GMTMESS SMALL BE ME FULL RESPONSIBILITY Of THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOM JkNY THE VWt WINO SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASR 7• 10. gal yyW ^ Qd w0 J N- zHz log 0 1! p5,; z a W u z 0. L to 11 K 9 Z Z 2 1 zOP 2 v MCI E9'S i 71 MAX •/ 1 ( CUPS I"*' I, a(p5 y 3' NAK , '• • 1 / r NJII( T17. ' •' I i y 1 T r MAX vd ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE OESCRUMON I)-S)16'O CAARO" STEEL ITw BUlt00l TAFCON, CONCRETE. 23:• FULL EMBED TO A- THICK MIN, CONCRETE, 3)6' MIN. 3000 PSI KIN.) EDGE DISTANCE, 3Y.' MIN. SPACING TO ANY AD)ACENT ANCHOR t)-PN SAE GRADES AWM[PNK: ALUP4' SHEET METµSCREW TO 0.13 MSN. ALUMINUM, PROVIDE (5) 7 6o61•T'{ I `M) PITCHES HIM, PAST MIN, A THREAD PLANE STEEL. 1)-P IP SAE GRADES O.l2S' MIN, SHEET METAL SCREW TO THICK, 33 KSI STEEL, pp'"OE (5) MIN, stem PITCHES MIN. LAST TRAM FLU E 2" CLIPS SUBSTIATE u'snsro uRBON sTeM ITN NiNDEX TAPCO.'y ' CONCRETE: ZY- FULL EMBED TO 4' TMIO( MIN, CONCRETE, 3)L' NIA. ! 300D PSI NIA.) EOCE DISTANCE, 3i.' OUR. SPACING TO ANY ADJACENT ANCHOR Z)•PIISAEGRADES ALUMINUM: SHEET ME TAL SCREWS TO UN. 0.125' PUN. ALUMINUM, PROVIDE (5) THICK, 60 HITCHES HIS. r AST Ni. AIUMINUM) THREAD NAME STEEL' 2)•A 14 SAE GRADE 5 0.125- MIN. SHEET METAL SCREWS TO IN CK 33 KSI STEEL, PROVIDE (5) MIN. Si EEU FT(CHES HIM. PASTUTHREADPRE TSP. I. EM.BEONEM APD CODE OLrrAr:LC EXClu06 PTNI51RE5, IT APPLICABLE. 2, ENSURE MINIMUM CDGE DISTANCE AS NOTED IRA ANCNWt SCHEOUIB. CONNECTION TYPE C 1 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO MEOIANIGI UNIT CONNECTION TYPE C2 Cl j t• alp - UnUZE PER UNITAOF (1) AT EACH CORN" FOR A TOTAL () 1- CUP -1lTIlIZE (2) AT EACH GARNER FOR A TOTAL OF (B) PER UNIT Zv iN E_ g H7i J r Ka, f----UNIT wroTH 6' MAXI 6' MAX CUP OFFS_ - _CUP PAIR SPACING- I CEP OFFSET F. 3- TYP N.ECMANICAL SPIINNI p UNIT PEAL ACIG SEPARATE CERTiI TCATI0N r cups j. (.(N(_. TYe r caps ' }• MAX 3' FIAIi '' SIN r MA)(. J\d` t TYp., . TYF. CONNECTION TYPE C3 CONNECTION TYPE C4 C3 r wps • [IflUZE (l) AT EACH CORNER FMZ A TOTAL OF L) IW)T 2• CUPS - UTILIZE (2) AT EACH CUMER FAA A TOTAL OF LI)SUMIF UTILIZE (I) CUPS EA SIDE OF UNIT FOR A TOTAL OF a) PFR UNIT 51 ALTERNATE (8) CLIP DETAIL i'P'.T.S. PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTIUZE (2) CUPS AT EACA CORNER FOR A TOTAL OF (8) CUPS PER UNIT. SBIV~i OJ A pWWoF -- n U i zli. z w G 3 N Z6 W QF C j= zv f z I-d E 0. W G m 15-2378 I FOR ANY CLIP LONGER THAN 10• 0 19• 1'•TYP. UTILIZE IS)-J 12 SAE l GRADE S SHEET METAL SCREWS. TYP. 0.06e• THICK ASTM A283 STEEL TYP. Oo J 12 3)-012 SAE GRADE 5 w o 70V U e g SHEET METAL SCREWS a c FOR CUPS UP TO S H I(.IJI c oo LONG. VITUZE(S)-J 12 SHEET METAL SCREWS i FOR CLIPS LONGER I THANS. TYP. I l WO HOLE, WITH 0 ANCHOR FROM 1• CUP ANCHOR 0. 75• SGICOULE, TYP. OTHER DIMENSIONS SIMILAR) CLIP ISOMETRIC TS. I 0 0. 072' OR 0. AST THICK AST M A2B) I17770 STEEL, TYP. N v vo 0.75 I /' it 3)-J12 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4' LONG. 12 SWEET CUZE IMP. AL SCREWS FOR LONGER THAN 4•, LONGERTYP. Y.• D HOLES, NOT TO BE USED FOR ANCHORS. TYP. y0. S0• FACTORY - MILLED r Y.• 0 HOLES. CHORv` c / UTILIZE ( 1) OR (2) ANCHORS `.• S FROM r CUP ANCHOR SCHEDULE. TYP. O. w 2 2" CLIP ISOMETRIC DETAIL 3 N.T.S ISOMETRIC ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE GO63-T6 MIN, ALUMINUM SHEET WITH Fty-30 KSL 0.12T MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fyc33KSI MIN STEEL, GRADE 33, 22GA MIN. (t-0.02W) 0. 068• THICK A 4263 STEEL CUP, BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, No SPACE PERMITTED. TYP. 1)- J12 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S- LONG. lN1UZF (S)-P L7 SHEET METAL SCREWS FOR CLIPS LONGER THAN 5•. PROVIOE (S) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE ANOSUBSTRATE PER CHP f SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3- - V-0• DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MFCHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH RY-30 KSI. 0.12S' (3).0 12 SAE GRADE 5 SHEET MIN, THICKNESS, STEEL HOUSING UNIT$ METAL SCREWS FOR CLIPS 4' SHALL BE ASTM A653 FY•33KSI MIN. LONG, UTILIZE (4)-F 12 SHEET STEELGRADE33, 226A MIN, (t-0.02" ). METAL SCREWS FOR CJPS j ^ LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0. 072' OR 0.113• // ' /. FOR EACH SMS, TYP. THICK ASTM A283^// STEEL CUP, TyP. BASE OF UNIT SHALL BE FLUSH WITH BASE y _ f i`/ y ni Y' l) OR (2)ANCHORS PER ANCHOR 1/ B' SCHEDULE OF CLIP, NO SPACE S PERMITTED. TYP. SUBSTRATE PER r/• ANCHOR f //' ``/- SCHEDULE VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL Jr"` t` DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF I:ACM MECHANICAL UNIT. TYP. u z c FFg z0A2 O21t= F PIN g w z r O 0. W C TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE III THE HIGH VELOCITY NUMUCANE ZONE-) ALLOWABLE ROOF -TOP HEIGHT (if' TIE-OOWN CONFIGURATION TYKE MAXIMUM I t SURFACE AREA OF UNIT UNIT I Cl C2 C4 UNIT'S LARGEST I HEIGHT \•.'LOTH I C3 FacE 6FP 24-MAN I T2'M,IN I WA AT GRAR ATGMOE . H_3700 FT Fr 32- MAX , IS- MIN I - !! A AYGt? AT GRADE H S I10 FT F:' t-- AfGMDE Ht200 iT H530 FT Nf700R , 6FF AT GRADE` N540R ATGRADE Hf200FT t 9 FT' l 46' MAX 24- WIN ATGRAOE • AT l M. S IEOFI N/A WA AT GGRADEOE IAT GRADE H S 40 FT L6FT' N/ A IATGMOE fJ/A ATGMOE 20FT' --_' N/ A TGN40E N%A AT GMOE ZS FT' N/A AT G! AOC 4/A GPM SD FT' 60' MAX 48' PAIN A%A N/A AT N/ A AI GRADE ' N, rt• I H/ A I 1/ - NfA`_f AI_GM_DE_I THIS TABLE IS PERMISSIBLE TO BE USED WITHIN THE NVHZ WHICH CONTAINS BROWARD AND M(AMFOAO'" COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURLSOICTiON FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUMIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOFTOP HEIGHT Ili) TIE•OOWN CONFIGURATION TYPE MAXIMUM SURFACEAREAOF j UNIT 1 UNIT Cl C7 C3 C4 UNffSLARGEST How ' WIDTH FACE 6FP 24- MAIL • 12'MIN RIA H9200FF FT<H ADC FT HSIOOFF 9 Fr'. 31' MAIL IS' MIN N/A I N 10 FT < S LS T A7 GRADE H S 20O FF H 3 20O FT 4 Ff' AT G E H5200 FT NS 700 FT H5200R , i 60 FT< Fll 6 FT- ATGRAOE I H3200 FT HE40 FT 160 F. STOO FT HSZOO FT 1 N/A HS200FF AT 60R G t T iT N5200FT 9 FT' 43-MAX ; 24'MIN rt L2 ' 1N/A 41 GRADE H/A H S 20D FT ' AFT<HS ZOO FT 16 Fr- NIA AT GRADE N/A H S 200 fF 20 FT: NIA AT GRADE NIA H S T00 FT 75 F^ I NIA N/A N/A H S 30 FF GD FT < H %ZO_o FT 60' MTV( 14W MIN s • • - _ --°•• Ai GRAOf 7LI R' IT/A N/A N/A 160FT<NS LBO FT 35 FF' I N/A NIA N/A AT GRACE AS AN EXAMPLE• THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM 5EACH COUNTY. CHECK WFTH LOCAL AUTHORITY RAVING IURISOICTION FOR THE AFPUCABIUTY OF IHIS TABLE WI THIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vul[=175 MPH, EXPOSURE 0 -4 FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE. HIGH VELOCITY HURRICANE 2CK'JE') r pp ALLOWABLE ROOFTOP HEIGHT (H) 11E•OOIVN CONfMUM110N TYPE q Q MAXLNIMI - ^...__.T i 9O: —A t:•n t(, SURFACE AREA OF UNIT UNIT Cl( C2 C3 G4 4 ii• PFtT • p 3 U.417- S RGEST HEIGHT j LVIOTI/ 8, FACE _ ! n' J ,•F X d 6 FT' 21' MAX F 12 .NMW N/A 1 ` AT GRADE AT GRADE N S T00 FT . lJ W 9 i' F' 37' f4AN !S' MIH ' N/A _AT GRADE N/A N f 70FiEJ Q m = a 4rt' I t AT GRADE H5200fT AT GRADE N5200 FT FZX W- 6 - I N/ A _ H S LS FT ATGRAOEr N S 200 FT w W 33 9FT' - 4rMAX 24' MIN _ N/A 1ATGGRRAOE ATGRAOE HSSOFT, ZF;I i3 U N/A I AT AOF NA rAT GRADE 16 FV $ H/ A AT GRAOE N/A AT GRADE 10WC 20 FT' I N/` - ATGRAOE N/ A ATGRAOE ..lE 2S FT' T'• fJ/A71/A _ N/A AT GRADE GO' MAX . 4a. MIN •— —•^ 30r.. 1 ) N/ A NA M/A _Z---2_ .+ jSR'• WA qA . fi1.4 TGRAOE THIS TAB lF i RMISSIBLE TO BE USED WITHIN THE HVNZ WHICH CONTAINS BROWARD AND V MIAMI-DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING AIFJSDICITW ON FOR THE APPUIUTYz I OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. J 0Z i TABLE 4 : Vult=170 MPH, EXPOSURE 0 O F FOR USE WITH A RISK CATEGORY 11 STRUCTURE'; Q lz 1 p O ALLOWABLE ROOF -TOPHEIGHT ( NJ "-- - _ TIE'DOWN CONFIGURATION TYPE U2 wag v 1 Z n 3 SURFACE AREA OF UNIT ` UNIT I + 5 UNITS LARGEST HEIGHT WIDTH C1 C2 C3 C4 a -I IIIh333 FACE d W ATGRAOE6rt' 24' MAX 12' MIN N/A ( H5200rt i60 FT<H 530 FT NS200 FT m U m 9 FT' 37'MAX 1S'MIN N/A -60 FT<HRAOE fT' N/A HS2DOFT j v. 4R' AT GRACE H1200 fT HS 200 FT HS 200 FT Ealwla •1• 1 60 FT <H STOGFT _ ap_A,a--yA; 6 rt' N/A M S 200 FT H S 15 FT H S 200 FT i9 d k 1E2 60 FT < H s 20O FT HS15 FTAT GRADE H S 200 FT 9 FT- 4v MAX 24 • MIN N/A 6pFi<N57D0 FT. _gg EE 17 FT' . N/ A AT GIH/a - H S 7 FT SOFT 112 120 FTC 1 III Fr' N/A N/ A N/A H S 4O FT Is 60 FC<N 170DFT. H C. 0 20FT' N/A A: GRADE 1 NIA 60 FT<H 5200FT 4TGAADE a' RnA L1faRIF00 A 25FT' N/ A NIA fJ/A 6ort<N320ort 15-2378 fA' MAX 48' MIJJ • - -• AT GRADE 1GALd N lb F`-t FT' N/A N/ A NIA 60Ff<NS IODFT (}6L VKTP_t?itON- FT' - - . - - .- . IY/A r NIA _- —N/ A AT GRADE AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL 5 ALTITIONTY HAVING 1UMSOICIION FOR THE A PLICASILITY Of THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, /Q TABLE 5 : vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWALLER00E-TO HEIGHT (10 TIE-0OWN CONpGURATNIFITYfE MAXIMUM I I SURFACEAREAOF UNIT UNIT CI C2 a CI UNIT'SLAAGFST HEIGHT WIDTH ' FACE i 6FT' 2A'MAX 1 l2-MiN LS 60 FT<HS T FTI H5200 FT i HS200 FT H3200 FT 9 FT' 32-MAX 15'Mill I ATGAADE HS200 FT H5TOO FT Hf200FT i A FT' i N 1200 FT T H S 200 FT H 5 200 FT H S 200 FT 6 FT'r H540 FT I HS 200 FT Nf 200 FT i60FT <HS200 FT NSZOO FT N12FT W 9FT' AB'MAX AT ADE FT 2A'MIN , N22W FT H32W 60R<GRH 560 FT 12 FT' i AT GRADE H52WFT HS40FT 60 FT. Hf2W FT M52W FT j 6FF' ' H5ISFr N/ A I HfiW FF wF<Hf10O FT N52W FT Nf15FT 20 FT' N/A M52WR HSIWR 25 Fr', N/A H540FT ATGKADE I60FT<HS2WF7, M920OFT 160'MAX 6OFT<H 5E0Ff AB'MIN --. •_. .^-' I r 30FT' NS15 iT N/ A 16pFl< H5160R AT GRADE I6 H52WFT 36FT' ATGRADE N/A I ATGRADE H52WFT 60 RsN SlID FT. _-.. TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE') A1tOWABLEA00E-TOPHEIGWT(H) nF43OWN CONFIGURATION TYPE MAXIMUM 2 SURFACE AREA OF UNIT UNIT Cl C2 C3 I CS ' UMT'SLARGEST HEIGHT WIDTH qq FACE 6fT' 124' MAX 12'min 1 ATGRADE H3zoo R I N52W FT I M12WcGy C 9 FT' l32'MAX IS. MINI N/A HS200FT IFA FHIIS Fr 1W FT Hf1W FT AFT' MSiW FT H52WFT Hf 200FT M52WFT 6Fr 1 ATGRADE H5200FT HS200FT I HS200 FT 1 60FT<N5160F7 IHS200FINIAO FT 60FT<NS2WFT HS 200 FT 9 FT' i 46'MAX24'MIN ; AT GRADE 12FP ( WA H5200FT I60 AT GRAOE FT<H 1140 FT H5200 FT 16 FT 1 WA HSIS FT WFT<HS200FT AY - GRADE H52WFT j N/A 60fTH530F1 4HS2WFT GRADE- N920OfT AT ISFP N/A ATGRADE 60 FT <H f 140 FT AT GRADE N31WR 60'MAX AB -MIN i 30 FT' i 1 N/A ATGRADE N/A N52W FT Ir _ __ mi l I - 36 FT' --- N/A ATIGRADE WA - WFT<H12WFT TABLE 7 : vult=140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY 11 STRUCTURE') ALLOWABLL ROOF-IO HLIGHT(H) Tw- OOWN CONFIGURATION TYPE MAXIMUM r SURFACEAREAOF UNIT UNIT Cl C2 C3 CA UNIT'S LARGEST WEIGHT WIDTH FACE 1 - 6FT I. -MAX 12- MIN - WA Wf200 1`7 Hf30 FT HS2WFT 1 6pR<HS 1011 i- 9FT', 132- MAX 15-MIN r N/A HSIWFT ATGRADE 60O FT N52W FT I FT' - H5Fr 2WFT H5200FT HS2WFT I WFT<402W FT6FT' AT GRADE 60FT <N S IW FT HSIW FT HS2W F7 N52W Ff- 9 FT' IB'MAX r 24'MIN ; N/A H52W Ff HSISFT 60 TT<HS2W FT NS2W FT 12FT. N/A 60FT<HS100FT 60FT<HS50FT HS2WFT , J IOFT 1 N/A _ WFT GARDE fi N/A H12WFT S M FT' I N/A - 60 FT GRADE FT ATGRADE N S 2OO FT 25 FF' N/A Al GRAN N/ A H S 2W FT ) 60-MAX A6'MIN - _ ._-. 40FT<HS!OFT NS40R 1 30 fT' N/A N/ A N/ A' 60 R <N S IW Ff , AS AN EXAMPLE, THESE TABLES ARE KRMHSSIBLE TO Of USED WITHIN BREVARO COUNTY.ChECK WITH LOCAL AUTHORITY HAVING Il11AS=nON 36FT' N/A N/A N/A ATGRADE FOIL THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES 60 FT < H 1200 FT 15-2378 ENGINEERING EXPRESS® P • E • R •T•IN-101PRODUCT EVALUATION REPORT ENGINEERING EXPRESS EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with/4STM01.761-88 test rdsstandaper test reports) #TEL 01970387A and #TEL 01970387E by Test 411.1 irDN ratories, Inc.•'•! 99p STRUCTURAL ENGINEERING CALCULATIONS Rfsed Enr's Seal Valid for Pages Structural engineering calculations have been prepared which 23 ?: evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 4 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frankr W v 4. Maximum Allowable Unit Surface Area g11 11iN PE004 ,5 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T11 AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954- 354-0660 FAX: 954-354-0443 WWW.ENGEXP. COM v ENGINEERING r—.f=r SS• 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 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE:954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM 1-7- /8(0 o Florida Building Code Duct Leakage Results j Builder: t Ar((50." Neighborhood: Address: PIxQ_Cbr6-42-- I City: State: _ Square Footage: Lot #: z 7 Permit M Stage of Construction for Test Rough in with Air Handler1:1 Rough in no Air Handler Post Construction Duct Leakage Test Results: Duct Leakage percent requirement: 3' 70 % System CFM25 Square Footage Duct Leakage CFM/ 100s ft. Location Pass or Fail 1 IVA,j 9-00 () TU t J& 2 S . 6 1 kk 3 4 5 Pass F-] Fail Rating Company: Sk a c® Inspection Date: (-7 Rater Name: e(50" Rater Signature: Beg The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.4000 11.866. S KYETEC www.SkyeTec. com 7-/8690 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: TtAq-46 Street: 4-,7 0C'V-'3 G rov City, State, Zip: Sa ft W a/ '( a--77 i Design Location: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: Leakage Characteristics d CFM ( 50): c ACH( 50): FLOW: Builder Name: ( uL vr fu Permit Office: Permit Number: Jurisdiction: R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During Testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. 4ating 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 R402.4ld SIGNATURE: PRINTED NAME: DATE: 1 9-/ Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: DESCRIPTION AS FURNISHED: Lot 87, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages F70 Mru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. THORNBROOKE PHASE 1 PLAT BOOK 79. PAGES 3-7) N 00010' 44" W REC. 112' I.R. I tiry k 68.40' REC I.R. 459G 0.2' OFF P J• I I LOT 87 26.00' 26.00 3.5 W.2' FACPAD 6.0' S 213.36' h '' COV'D. T CONC. W O ^ d 22.0' S.00' 3 I 26.7' 8" RECESS FOR rn y I OM F POCKET SLIDER rr44,, w vJ Q ( z3 3 W 0) U t O co o I C TWO STORY Cp Q I M RESIDENCE OE,l `' 5 F.F.-24.22" I O LOT 88 C\2 I O COV'D. tr) 00 BRICK I 6.0' • in I On 13.3' 73.30' I a 4'3 titioa I IWI. \ V"CYvL BRICK WALK REC. 1/2' I.R. 0.3, I 20.7' 16 5.00' NO I.D. OFF BRICK 25.00' OR' 25.00' D=89'55'49'" R=25,00" o o . 1 0' ,1'l tih 10UTIL. ESMT. 1 O ryti L= 39.24' OFF RL OFF L C= 35.33' CB= S 44.47' 1 0"' W REC, 1/2" I.R. REC. 1/2" I.R. 5' CONE. WALK NO I.D. NO I.D. S 0 0° 1 0' 4 4" E ON LOT AREA CALCULATIONS: 43. 28' LOT = 8,065 SO.FT. LIVING = 1,740 SOFT. ENTRY 34 SO.FT. V$ oIvioloeGARAGE - 347 SO.FT. LANAI = 273 SOFT. BREEZEWAY- N/A SOFT. ROCKY GROVE LANE DRIVEWAY = 400 SO.FT A/ C PAD = 25 SOFT. RI W) WALKWAY = 77 SOFT. 50' IMPERVIOUS = 37. 1 ' R C7 0 UTILITY AND ACCESS R/W 2,996 SO Q0 SOD 5 69 SOFT. QEL T AR CAL ULA I NS: R/ W = 2,048 SOFT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON = 110 SO.FT. SIDEWALK = 907 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: 1 031 SO FT. PROPOSED DRAINAGE FLOW FRONT a 25' 1UIAL LOT GRADING TYPE A : . REAR 15' PROPOSED INFORMATION SHOWN AREA = 10.113 SO.Ff. SIDE 5.0" PROPOSED F.F. PER PLANS = 24.2' ++ BASED ON SUPPLIED PLAN DRIVEWAY = 510 SOFT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK - 984 SOFT PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 6,100 SO.FT. CRUSEMVEYERR- SCOTT LTG ASSOC, INC - LAND SURVEI YORS LEGEND - ' LCGEND - 5400 E. COLONIAL DR. ORI/rNDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PAL. • POINT ON LING F • FIELD TYP. . TYPICAL I. P. • IRON PIPE PRC. • POINT or REVERSE CURVATURC PtL POINT Or LMPOUND CURVATURC NOTES: 1• THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIST BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5l-17 FLORIDA ADMINISTRAITVE CODE PURSUANT TO SECTION 472.027. FLORIN STATUES IN. IRON ROD CH. CONCRETE MOMRWCHI PAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SICNATVRE AND ORIGINAL RAISED SCAL THIS SURVEY LAP OR COPIES ARE NOT VAUD. CT IA. . 1/2' IR /BLS AS96 NR. NM-PADIAL VP. • VITHESS POINT J• DINS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR THERE MAY BE OTHER,RCSTRICTIONS REC RCCOVCRCD P. DD • OINI DF BCGIFNING tALE. • CALCULATED P. D.I. PONNT Dr COMHCftCN[N7 PRA • PERMANENT REFERENCE MONUMENT FINISHCD FLOOR CLEVATIM OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPRWIRENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN D. THIS SURVCY IS PREPARED FOR TI,E SOLE BENEFIT OF THOSE CERTIFIED iD AND SHOULD NOT BE RCUCD UPON BY ANY OTHER LNRTY. _ cENTrFF. N&D • NAIL DIS RTL • BUILDING SETBACK LINC 0. DIMCNSIGNS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES R/ V RIONI-Or-VAr DFL • BENCHMARK ESMT. • CASEMENT B.B. • DASC DEARI NG 7. SEARINM.S. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE SCARING (8.8.) ' 0. LLCVAIKFNS, IF SHOWN. ARE BASED ON /N110NV. OEODEIIC DATUM Of I929. UNLESS OITIERWTSC NOTED. DRAIN. DRAINAGE UTIL UTILITY B. CERTIFICATE Or AVTHORI2ATION No. 4708. CL. rC. CWJN LINK FEN" vast. • vDOD FENCE C/ D • COMCRETC BLOCK SCALE F•--- 1• 20'- DRAWN BY: ,.. P. C. • POINT Or CURVATURE P. T. • POINT OF TANGENCr CERTIFlEU E1Y.• DATE ORDER No. _--- R Si. DESCRIP• RADIUSi1M PLOT PLAN o2-z7-n 654-17 D• ARE LENGTHDCLIREVISED PLOT PLAN OS-31-17 c . CNDRD C. D. - CHORD BLARING NORTH FORMBOARD FOUNDATION/ELEVS. 7-25-17 3021-17 C FMAVELEVS. 11-09-17 4850-17 THIS BUILDING/PROPERTY OOES NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER nRA1' 0 X. GRU EYER, R.L.S. 1 4714 ZONE w MAP / 12117C 0055 F. ES W. SCOTT, R.L.S 1 4801 SUBDIVISION: I .'11 Q=!fi'fr J, j l •- ti1\O,( d7n CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 17— JoLIt';'b Documented Construction Value: S qS$ (, 00 w /u4r'age-S Job Address: '/37 A(xXY C-ZOVELANE Historic District: Yes No Parcel ID: 22*V 6&0 E 21' F7 I<—% 9 /'IXV&S W Residential Sf Commercial Type of Work: New E9 Addition Alteration Rcpair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: T- Property Owner Information Name AYLo `2 /t'ld/4 isow Phon Street: Resid City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (7701941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Fax: ( 770) 941-9522 State License No.: CFC1426562 Architect/ Engineer Information Phone: Street: Fax: City, St, Zip: Bondiug Company: Address: 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. 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 105.3 Shull be inscribed with llte dale or application and the code in effect as of that dale: 5i° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in en'ect 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 clone in compliance with all applicable laws regulating construction and zoning. Signatureo f Owner/A nt Date Signature of rector/Agent Date / gc Print Owner/Agent's Name Signature or Notary -Slate of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 20iS Permit Application r. `' r` A 0 2 2011 :. CITY OF SANFORD gy:_-y' BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Job Address: `4 % i'f Oc: k 64' o'V L 1v L, 7 Historic District: Yes NoX Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of UseEl Move Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name^To-To-I'YtxcPhone:4 d -00'12 Street: Resident "of Property?: 0 City, State Zip: rYk :- -IQgmd, t_ 32-151 Contractor Information: Phone:- Cr'1 $I oZ' 14So10' Name 11.ort-I i --I••2a c r` ' -r •. Street: I t>'_ Q> e.r - Fax: 40-1 ll a -`1111 City; State ZiP:' - Or -I o" d am $ Stale License No.: C 5a9 . Name: Street: City., St, Zip: Architect/Engineer Information- '- .' Phone: Fax: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE T.O RECORD A NOJiC.OR GOMENCEME VT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RE RECOItDEb A1VD POSTED OlV J`Iq$ 70B 'SITE BEFORB. THE FIRST INSPECTION. IF YOU INTEND TO' OBTAIN FINANCING, CONSULTWITHYOURLENDERORANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. Application it 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. FRr 105. 3 Shall be inscribed with the date of application and the code In effect as of that date: 51" Edition (2014) Florida Building Code NOTICE: 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 The City of Sanford requires payment of a plan review feensaidtheed the estimated onermitstruetionalueittal. A copy oof he job at he time: oftsubmittal. jn order to calculate a plan review charge and will be GoA at the time theTableineffec The actual construction value will be figured b at d char esed'on the sf cured off tion the aexecuted contract exceed the: actual pconstruction value, accordance with local ordinance. Should calcul g g 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 willbedonein compliance.with all applicable lawg reglilating•construe on and zoning. Signature, of Owner/Agent Date, isignASWUrto one etor Agent Date mil . ' • . Print actoJfAgcnt's c Print Owncr/Agcnt's Namo fnAt SignaturaofNutary-StateofFlorida KAREN HUGHwwARroNI N450OP41POPUOR iieo"• ENotaryPubtic- Staten Ftorlda' IrOr 9 it 1+dz3•wwo)Aw Commission I GG 888 gem 9 r uolsslwwo ; • ; J• •;', My Comm. Ez fires Mar26,1021 eplwJ-10aless-Mild hVION `.a• J ` 0ondcdl4roug4J41bndNol; ryb+n s3H9nHN3tivx o.r•' Personally Known to Me or Contractor Agent , ,,,a ... Owner/ Agent is Y Produced ID trTieA Produced 1D Type of 1De9e69099a!sswwo eD! pldloa3elS rlgnd 4ete>N • r BELOW IS FOR OFFICE USE ONLY t aired:' Building Electrical Mechanical PltunbingQ Gas Roof Perms s Req ne• construction Type: . Occupancy Use: Flood. Zo - -- Min. Occupancy Load:. # of Stories:-------. Total Sq Ft of Bldg: - Jt ' Li L4-4 - 9 . DD nS Pl>imbing - #t of Futures New Construction: Electric - # of Ampsf2 ^ Fite Alarm Permit: Yes Q No. Fite •Sprinkler; Permit :.'Ye S. No Q _. APPROVALS: ZONING: _ UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COTYMNTS: ' i CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:/-7-260 Documented Construction Value: $ 1444F. o _ Job Address: 424(-f k - CQ IFO Je -O- Parcel ID: Historic District: Yes No ResidentiaQ Commercial L Type of Work: New Addition Description of Work:1,<Agil OomnT Alteration Repair Demo Change of Use Move e- I-I(Az VJ i hlt GJe Plan Review Contact Person: Title: Phone: ` W7-.OOI Fax:pl-3 3-S'RS3 I Email: rLUC C C'.l, 6D,, Property Owner Information Name TA 61 ` Phone: Street: oL G Resident of,property? City, State Zip: .' _ - rJ Cori adior Information c - Hr ... Namel-A1, ` IQ Z- tPhony: Street: rSpGC 7} LQU Fax: - 253 City, State Zip:yc.l.l d P— ZL= State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender. Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code In effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application s 10 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 rcquircd in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done in compliance with all applicable laws regulating construction and zo ' g. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date ofcontractor/Agent Name CHERYL D AKERS MY COMMISSION # FFM962 EXPIRES June 05.2020 7 Owner/Agent is Personally Known to Me or Contractor/Agent is _If..n-Persoitally Known to -Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building - Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yea No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application m Yat:.au.i I.IY ply V.". 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W veltvaaa s:: 1.y Oir c..+<N..oehl..w_.I. w Ia n_ l!" to.la; rY ue ra• 41u R.Iwy •C1t7C1C )e l ice_ sl Y n n,I; c•`..-<.. +v.1e+>.t.:.•.•YIS W Iq t•Ui Rt/ i-__ __.f. 4.r el.,nw.ttl .^•.:xev_ta _ u1`•a 11v_Y.`. m Iwla tm LQIe INa: IIbY. r f(•a:1IIIIr>r W Oi'.iLp6L n: W! f.riY iy aw Im S./•.i Mini MK_ SIM. LL• Mj ..•••VN`C4A>41rN3L 1 6:YN w«....N W oa nv_ YS6V NK !_ taa• trr 6•i IIa1JC .1. f.:'OlJ:tilf{ V AI4Y. O ra C.•:,1 .vY4•,sr IYa I.•Y i fIKA til I•p 1Y I IJIYaIt J Y.\' lil f• DESCRIPTION AS FURNISHED: Lot 87, THO}?NBROOKE PHASE 4, os recorded in Plat Book 81, Pocles 0 t6ilu 71, Public Records of Seminole County, Florida. I--? ^ 1 Q 6 6 BOUNDARY FOR/CERTIFIED TO: Toylor Morrison of Florida, Inc. E U w y W (Z) co C.) Gj ko W C0 o 5 D=89'55' 49" R=25.00' L=39.24' C= 35.33' CB=S 44.47' 10" W THORNBROOKE PHASE I PLAT BOOK 79, PAGES 3-7) N 00D10'44" W 68.4 0' I I LOT 87 26.00' I I 60 ro 2 0' 26.7 8* FOR POCKET RECESSSLIDER I I c FORMBOARD FOUNDATION TOP OF FORMS 24.20' I I I I 6. 0' I Oi 73. J0' 13. 3' I I 20.7' 25. 00' 25.00' 10' UTIL. ESMT. S 00° 10' 44" E 43. 28' ROCKY CROVE LANE 50' R/W) UTILITY AND ACCESS R/W 5. 00' 5. 50' 4' LOT 88 LIVING GARAGE 447 71c7F7. ENIR)' 34 SO !-I LANAI 273 zD.r7, BRCCLEWAY = N,,A I. FT DRIVEWAY 4CD S;'''T A/ C PAD 25 SO F1. WALKWAY c 77 SOFT IMPERVIOUS a ,S.' 1 ' 4 2. 996 S:?.Fr SOD 5 0539 SO F-i. RIW = 2.04E SO Jr7. PROPOSED = F NISHED SPOT GRADE ELEVATION APRON = 1 ; 0 ;(.!. F) PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 907 "G Ii. NP"- = PROPOSED DRAINAGE FLOW FRONT - 25' SOD = A A AS: REAR = I S' LOTGRADINGTYPEAPROPOSED INFORMATION SHOWN AREA = 10, 1 13 QJ_T SIDE = 5.0' BASED ON SUPPLIED PLAN PROPOSEDF.F. PER PLANS = 24.2' /0; F DRIVEWAY = :1() SIDE CORNER •r 10' ANU/OR INSTRUCTIONS PER SIDEWALK - 984 SO °I PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT NOT FIELD VFRIFIED SOU = Li ;00 ::. T CRUSENME' YER-SCOTT & ASSOC., INC. - LAND SURVE'YOR,SF L[ GCND - LEGEND - 5400 E. COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-1436 PPLATPLC. • Powl mi LINE IYP. TYPICAL NOILSI F . FIELD . IP. . IRON PIPE PR.0 • POINT Or REVERS[ CURVATURE 1. THE UNDERSIGNED DOES MEREBY CERTIFY THAT THIS SURVEY MEM THE STANDARDS OF PRACTICE SET FURTH BY THE RORAU BOARD Or IN. . IRON ROD Plt. • POINT OF COMPOUND CURVATURC PROFESSCIM SUR4-, 5 AND MAPPERS W CHAPTER aJ-17 FLORIDA ADMWISTRARVE CODE PURSUANT ID SECTION 472027. FLORIN STAMIr-SC. N. CONCRETE HO4UKCNT PAR. • RADIAL 2. WMM DIVOISSED WIN SVRVLYW'S SIGHNTURE AND ORM44L RAISED SEAL IMS SURVEY LAP OR COPIES ARE NOT VAUD. f.7 IR. . 1/V IR •/OLD 45% NA. NDI-RADUL ROC. RECOVERED VP. • VITRESS POINT J. THIS SVINCY WAS PREPARED /MOM TIRE WFORWTION FWWISHW TO THE SURVEYOR. THERE MAY BC DIM RESTMI]ONS P. O.O. • POINT or OE6ONING CALC • CAL CIMTCD OR EAS67EN75 TINT AFFECT iH6 PROPERTY P. D.C. . DINT Or COMMENCEbOO RN. • ER"ANCH REFERENCE NDNIAQNT 4• NO UNDERGROUND DIPROYEVEIM HAVE BEEN LOG7E'D UNLESS OTHERWISE SHOWN. t CENTERLINE rf. • FINISHED FLOOR CLCVAIION a. THIS SURVEY W PREPARED FOR THE SOLE BENEFIT Or THOSE CERRFICD TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTITY. NOD . NAIL t DISK OSA. WILDING SETOACK LINE RSN . RIGHT-N-vAr DIL • RASE NARKWAR a. OIUMSAONS SHOWN FOR W LOCATION Of WPROVEMEMS NEREON SHOULD NOT BE USED TO RECONSTRUCT BDUN"RY LWEI I CSM7. • EASEMENT OJL RASE OGRING 7. BEARVA :7C 44RD ASSUMED QARW AND ON INE LINE SM ON AS BASE BEARING (B.B.) DRAIN. • DRAINAGE 6 ELEYAROK IF SHOWN, ARE Q4XD ON NATIONAL GCOOCTIC 04TUM Of 1929. UNLESS OTNERWTSE NOTED. UT IL. Ul1LITY O. CERTIFICATE Or AUTHORIZATION N4/ 4300. CL& CHAIN Low rENCE VOFC • VOOD FENCE C/ D • CONCRETE DLOCK SCALE H-- I• . 20' DRAWN BY: ••• Pt • POINT or CURVATURE P. 7. • POINT OF IANGE CY DESC. • DESCRIPTION DATE ORDER NO. CERTIFIEDBY; ——.-----• _ ARC LENGTH PLOT PLAN 02-27-17 654-17 D • DELIA REVISEO PLOT PLAN 05-JI-17 I, C • CHORD BEARING FORMBOARD FOUNDATION/ELEVS. 7-25- I7 3021-17 NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN - -- • -- - THE ESTABLISHED 100 YEAR ROOD PLANE AS PER FIRM' T . GRVSEN EVER, R.L.S. / 4714 ZONE -!- MAP / 12117C 0055 F. JAMES W. SC0,, R.LS / 4801 UNIVERSAL yUEkPro ct No. 0110.1401 08.0000 ENGINEERING SCIENCES Report Date: 8/2/20II Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 i ] 466 In -Place Density Testst Report Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 UESiechnician: Kendric Reddick Maitland, FL 32751 Date Tested: 08/02/2017r Project: Thornbrooke 40s & 50s, SF House Lots ra L Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 87 (437 Rocky Grove In. ) Material: Native Reference Datum: 0 = Bottom of Footing Type 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 pcf) ptimum Moisture toil Field Dry Density pcf) Field Moisture toil Soil Compaction 11%) Native4 r Depth inch). Pass ; or Fail 11 North footing 0-1 ft 105.4 11.8 106.6 12.9 101 N/A Pas: 12 East footing 1-2 ft 105.4 11.8 107.5 14.4 102 N/A Pas: 13 South footing 1-2 ft 105.4 11.8 106.9 12.1 101 N/A Pas: 14 Southwest comer of pad ( TOF) 1-2 ft 105.4 11.8 107.0 15.6 102 N/A Pas: 15 Center of pad ( TOF ) 2-3 ft 1 105.4 1 11.8 1 108.5 1 13.4 1 103 N/A Pas: Remarks: TOF= Top Of Fill Tn on/ahlinh a .w..1..a/ nrnMn inn /n I Inn.nroal n nlinnlw IAn M AU- —4 nn.wnA.nw all innnde — — A.. W-4 — ....nA.Innl:al n.....nA.• n! ^"' nl:nnlw a 4 n. dAnTralinn