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Home My WebLink About428 Red Rose Ln 17-2018 Permit (a)7A CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 0. Application No: V Dcumented Construction Value: Job Address: Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: Newi Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: 'Ift Dlr.,1 1 i,l s Title: Phone: `k-1--1$580NJ Fax:[OZ--333_385.3 Email: kVaC&-,&rI, Name I ,-y Street: 'Aa O City, State Zip: Namele.1_4 Street: (53 City, State Zip: Name: Street: City, St, Zip: Bonding Company: Address: Property Owner Information AA`` Phone: 1 Resident of property? : AD Information / P ' -thone: 0 Z- grJ-J4cJt-f Fax: 1401- State License No.: CAC. p8 QL- 9' Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30.2015 Pennit Application 0 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that ma be found in the public records of this county, and there may be additional permits required from other governmental entities such as later management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at Wwork will be done in compliance with all applicable laws regulating construction and zoJIM2. v' K7SignatureofOwner/Agent Date Ski re of Contractor/Agent bate Print Owner/Agent's Name t Contractor/A ent's Name 16 Signature•of Notary -State of Florida Date Signature of No of gra ry-State of Florida Date CHERYL D AKERS MYEXPII EIS June 962 ne 05, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: t/ of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application 0160` Im0f,f66Uml• (W) (NI) Vs.00;Nims DFL -Alk 1fA Nf. AM MUDIFF11MINGEIfMNL DYL 5/13/1036 tAw L/ WK ngyE u1./r6,avr7 IIp.1;LIn bIUL4NIN4A4 oolAYOt venaDrnpnillNL a01)»:) LL) ISiI30 sl Dua jam Ila. New an L.]IOT•0 en.;. ]M IWLMYL AErb Sgnilur Din pro pue Qu sJfamu AIYL HAtJq AYLprAtlpr O NIII»1 br YNN IA; I—- Al Alm rIIApN+l p.rrtrV Oar. W.~ 13]1!0 WK IIp.1;LIn bIUL4NIN4A4 oolAYOt f.l a01)»:) LW YY•1 b sl lo WK AIYL HAtJq AYLprAtlpr O NIII»1 br YNN ti I0) 21 Ift1fA1 I.a.MLrt»; 1»fkm WLIbNr.n L900ts LW YtL;I Illo WK IIONr\t ILO.OfY bl.1n IQ.L1A4 Ni mrarowgtAN pith)]) rr Y.LN y Ik Y 13)110 IWON DLL uIr4Dn4 N!COMDIWHr A YL U. 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IV[ ILA 1/)Ilo wK Is0•Wfn bL AAM•iW4 NL C4Yb1gV],Ga M[Nif4C ManiCtl Din r41N1 r 01 f/If/All II fOAY COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100004 DATE: July 06, 2017 Z/ BUILDING APPLICATION #: 17-10000420 LpBUILDINGPERMITNUMBER: 17-10000420 UNIT ADDRESS: RED ROSE LN 428 21-19-30-510-0000-0980 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 428 RED ROSE LANE THORNBROOKE PH 4 LOT 98 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing ROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Single Family Housing 00 1.000 dwl unit FIRE RESCUE 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family CO -WIDE Hou7iAng ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 RECEIVESTADTBY- Q 1` 1 SIGNATURE: PLEASE PRINT NAME) e DATE: NOTE TO RECEIVING SIGNATORY&PLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** n I DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT j1J 2 -FINANCE 4 -LAND MANAGEMENT NOTE** O 1 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER L AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. 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. Parcel I D Number:al-19-30- !i1Q -0000- O4Y 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY, SEMINOLE COUNTY C:LEIM OF CIRCUIT COURT & COMPTROLLER Br, 8949 F9 76 QP3s) CLERK'S T 2017069115 RECORDED 07/07/2017 173:24*5 PM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT Ir Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book$l Pages f the public records of Seminole County, Florida. Addresses : Ad&,Iage— Sanford FL General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the L.ienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed z Signature of Owner's Agent : - Jo Asa Wright T ylor Morrison of Florida I Sworn to and subscribed before me this by John Asa Wright wh i rsonally known to me. Notary Public DA Clark My commission expires: 6/27/19 erial No: FF 209108,.,,,, C sC C JO SE Nrr, FLORIDA UL 0 7 2017. By DEPUTY CI.E fl'&- $nature: arI,e 41 t ar 1Ep4M1 131D-q CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION of L OZ If Ir Application N No: ocum"erited Construction Value: $ 3 . to Job Address: 14 edS'L LA k e-- Historic District: Yes No Q Parcel ID: 27-19-30-510-0000-o990 Residential R Commercial Type of Work: NewEl Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: aR 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 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: 407-257-0940 Street: 151 SOUTHHALL LANE#200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 Shall be inscpibed with the date of application and the,code in effect as of that date: 51b Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application c S NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires paymeni 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 bei figured based on the current ]CC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fes 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 coiRpliance with all applicable laws regulating construction and zoning. Owner/Agent is yE& Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID -NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building o Electrical [g Mechanical[D Plumbing© Gas[] Roof Construction Type: 45 Occupancy Use: ES Flood Zone: Total Sq Ft of Bldg: IR 10 Min. Occupancy Load: IS # of Stories: 7 - New New Construction: Electric - # of Amps 1 So Fire Sprinkler Permit: Yes No [a # of Heads Plumbing - # of Fixtures, MR] Fire Alarm Permit: Yes No O APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: !3E %-1W-17 COMMENTS: Revised: June 30, 2015 Permit Application Dak I Signattrf of Contractor/Ageent G, bateSignatureOwner/ gent TAYLOR MORRISCINXIMORIDA INC JOHN ASA WRI Print Owner/Agent's Name Print Contractor/ e I'Wo v Signature of Notary- • {da Date Signature of Notary-StaIRWIorida to CLARKMYCOMMISIONtFF209108o`. • • •.,¢4• D. A. EXPIRES June 27, 2019 a MY COMMISSION t FF 209108 nde Boni a 7hru Bide! ibtary Serlres EXPIRES: June 27, 2019 for l Bonded lhru Meet tlotary Sorvim Owner/Agent is yE& Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID -NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building o Electrical [g Mechanical[D Plumbing© Gas[] Roof Construction Type: 45 Occupancy Use: ES Flood Zone: Total Sq Ft of Bldg: IR 10 Min. Occupancy Load: IS # of Stories: 7 - New New Construction: Electric - # of Amps 1 So Fire Sprinkler Permit: Yes No [a # of Heads Plumbing - # of Fixtures, MR] Fire Alarm Permit: Yes No O APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: !3E %-1W-17 COMMENTS: Revised: June 30, 2015 Permit Application Job Address: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION an 0 iiit 1-„ Application No. rc)() t ` := ' ;: it J 6:3 ocuniented Construction Value: q 018 erld wise, LA k4l Historic District: Yes No X Parcel ID: 27-19-30- 5'/0-0000- 499 0 Residential [5a Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOM THORN BROOK PHASE Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da hhnneDPermit Perm RsPrm its.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-0940 Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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 co pliance with all applicable laws regulating construction and zoning. 7-,(1-7 4SignatureOwner/ gent Da Sign of Contractor/Agent ate TAYLOR MORRISOWWORIDA INC JOHN ASA rint Owner/Agent's Name Print Contractor/ Signature MY COMMISSION II FF 209108 EXPIRES: June 27, 2019 Byd.-I Thru B*et 113:ary Senkes 2 rida D. A. _ _ _ MY COMMISSION I FF 209108 EXPIRES: June 27, 2019 Bated 1Dru U48 Notary Sento Owner/Agent is YF4 Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID -tj1A 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: Min. Occupancy Load: Flood Zone: k' 5 tEr- A"rTACH E t of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: D 7 / UTILITIES: ENGINEERING: 1`-<(— '7'(D'Z°17FIRE: Ok to construct single family home COMMENTS: _ with setbacks and impervious area shown on plan. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: lune 30, 2015 Permit Application P N!'t 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: 428 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0980 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre -2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) Flood Zone: X Base Flood Elevation: N/A Datum: NSA 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#17-2018 Reviewed by: Michael Cash, CFM Date: July 6, 2017 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR -DETACHED Permit # 11- to I BUILDING PERMIT Max Inspection Description Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power (TUG) Slab / Mono Slab Pre our 20 1000 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence REVISED: June 2014 Address: .29 Pk -ho QoSt ELECTRICAL PERMIT Max Inspection Description Min Max Inspection Description 1V Plumbing Tubset 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final rn yMax Ins ection Descri tion Mechanical Rough Mechanical Final Ill D, Application for Right -of -Way Use• 9'for Driveway, Walkway & Landscape F`0R, Department of Planning & Development Services1877 — riford"ev 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 Dearly identifying the size and location oof the existing right–of-way and use shall be provided or application could be delayed. 15- VMJ- n - Callbefmayardip 1. Project Location/Address: 4 / 1 G( 2. Proposed Activity: Driveway ID Walkway El Other: 3. Schedule of Work: Start Date , t e, + v Completion Date Emergency Repairs 4. Brief Description of Work: iWIW AY MIC NoSFA This application is submitted by. / p / p ! HMA Properly Owner rAYaK /7 to iOKI H%/ A JSignature: Print Name: Address: /UE /T /00 / 7S Phone: % -6?40 Fax- olaohneCaP'aca i Gu'WPI&enOW09 Date: Q, Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shah be responsible for perpetual maintenance of the Improvement installed under this Agreement This shaft include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationAmprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate andlor repair as necessary at no cost to the City of Sanford Insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the 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, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against arty 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 right-of-way. I have read and u nd the above statement and by signing this application I agree to its terms. I hereby understand and a all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: 714 ///-7 This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 6401.24 hours in advance to schedule a pre -pour inspection IPre -pour Inspection by: Date: I i,.• .:.. .........,..... yf'. Siffic alai e5 r>I j.y •6 F. Yn . 4. r tiirir.N•' o' AvD pee: • :Da• i:° evlew' '4• R e" rl 7-. ii. Ic• drits :s• h •. .ss •ri rr..• 5Y :•r.. ..t_ > : i:/ vie. :Y. :' +•r. :' ties'. :.'r.. .. 5.. a r ... < ...: .; i ..:. , .. .{. n... .:.. f ,Y':.:.3C: .:5>::: ::i):•:' i'fi %' i.' c ••il fDate,{ S :• 4 ' r: ..).: VV e's `..>: r >;teif Y • .:Y i tnsp ,.: • .. +• X:. r i.{ r+ Dete:.. r5:i S eslal ,P..eimi •i•` P t o3is.i Z ROW Us* Orivaway.pcif 0 a O Application for Right -of -Way Use for Driveway, Walkway & Landscape O R I D,4 Department of Planning & Development Services iinto 300 North Park Avenue, Sanford, Florida 32771www.sanfordn.yov 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. G_ 7NjWBZd4F Zo - U Iia 011111 eftrey . CallUerofararely. 1. Project Location/Address: f F- " 1—C/ " " 2. Proposed Activity: Driveway El Walkway Other: 3. Schedule of Work: StartDateCompletion Date Emergency Repairs 4. Brief Description of Work: ` IWWA7v jQX Nal &FR This application is sub'Ked by: PropeAyOwner pp! / may, Signature: Print Name: YiGO /7/VC/aQ/V JIY/Yi Address: % 44A)E 10/Ax R, ffz-ry Phone: 4V -W-6 74 Q Fax? olQDQ Date: ce' Sr - ff 0 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenanoe of the improvement installed under this Agreement. This shall include maintenanoe of the improvement and unpaved portion of rightof-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future oonsWction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford Insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the RequestDr's property to neoover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councitpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Clys rlghlof-way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. f1 / &,_ - Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours in advance to schedule a pre -pour Inspection. Pre -pour Inspection by: Date: icl Il: Use Ort/ ' : • ::...:::.::::::. S.r::.;.: . rlcaDp e ..,Dow- Date: ' w. x•r.»u: r:3: .:: •.>•{ :: i..:>•sw..:,,..' ;r., :: :>i;'oi>ow:.e:.; 3teWewed•: s>.:'cssaszrc:•a c'CNOr;ics r AI3'.tt'` w QtO." A{i ISOY ed: ate=ry may: :: t• . ins ste0 bD 3 Y: 3':> Y•. ate:>: >.•.'.: 3: S 'e,da .P ` ermft•bridi•iCt oBs:` aepremoer zuiu ROW We Drlveway.pcif taylor morrison MOIn•• In•D.••tl bV YOV June( 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address:. 4 12,761 1116 Se L yl-(. Lot tt: Cl TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 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: /j Owner Signature Brian Brunhofer ag=aasE wExo President, Taylor Morrison of Florida, Inc. Pyi'r}ted Name moi//, 2. A Si nature STATE OF FLORIDA Printed Name COUNTY OF ORANGE The foregoing instrument was acknowledged before me this aday , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally known to me. A. R/00 osslo* .• VOA , k 28,1 ,0 Z No ry Publi tate of Flor' ? o Print Name: Pw _*; o.• _ My Co mission Expires: pyo I}FF42 : _a' CiY fit// 7 y U ' i9/-Aid'. • F::6:••' F RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Namet/.?,?Lot98ThombrookeWesiminsterBGRN Builder Name: TAYLOR MORRI ON Street: "%Lose, t! & -L- Permit Office: ,S 1 j City, State, Zip: FL, Spm %- Permit Number# f / Q 8 U06PAOwner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2773.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1448.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1092.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=130 233.33 ft' 4 Number of Bedrooms 4 d. N/A R= ft: 10. Ceiling Types (1466.0 sqft.) Insulation Area 5. Is this a worst cases No a. Under Attic (Vented) R=30.0 1466.00 ftz 6. Conditioned floor area above grade (ft') 2197 b. N/A R= ft° Conditioned floor area below grade (ft°) 0 c. N/A R= ft° 11. Ducts R ft° 7. Windows(420.1 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 439.4 a. U -Factor: Dbl, U=0.34 292.13 ft' SHGC: SHGC=0.31 b. U -Factor: Dbl, U=0.58 128.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.8 SEER:15.20 c. U -Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor: N/A ft° a. Electric Heat Pump 32.8 HSPF:8.70 SHGC: Area Weighted Average Overhang Depth: 5.337 ft. Area Weighted Average SHGC: 0.313 14. Hot water systems a. Electric Cap: 50 gallons 8 Floor Types (1466.0 sqft.) Insulation Area EF. 0.950 Edge Insulation R=0.0 998.00 ft= a. Slab -On -Grade Ed 9 b. Conservation features b. Floor over Garage R=19.0 468.00 ft° None c. N/A R= ft' 15. Credits Pstat Glass/Floor Area: 0.191 Total Proposed Modified Loads: 70.39 PASSTotalBaselineLoads: 71.18 1 hereby certify that the plans and specifications covered by Review of the plans and 14E S7,gT this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY: Before construction is completed a DATE: ____2/23/_1_7____ - - --__ this building will be inspected for V a compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. COOwiththeFloridaEnergyCode. WE v OWNER/AGENT: BUILDING OFFICIAL: DATE: 'T -- DATE: --- -g t.- Compliance requires certification by the air handier 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. 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot98ThombrookeWeslminste Bedrooms: 4 User Conditioned Area: 2197 Total Stories: 2 1 Worst Case: No TAYLOR MORRISON Rotate Angle: 0 Cross Ventilation: No 691500 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # Block/SubDivision: PlatBook: Street: County: Seminole City, State, Zip: , FL, CLIMATE J Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp 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 2197 186745 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2197 18674.5 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet 1 Floor over Garage Main --- 2 Slab -On -Grade Edge Insulatio Main 117 ft 0 468 ft' 998 ft° 19 0 0 1 0.2 0 0.8 ROOF v # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1640 fl' 368 fl= Medium 0.85 N 0.85 No 0 26.6 ATTIC J # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1466 fl' Y N CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1466 ft' 0.11 Wood 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 2/23/2017 12:44 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Oml_. To- Wall_Type-_____ _SpaCe R=Value-_F_t__ In____Ft__In--Area_____R_Value-Fraction-Absor. Grade%_ 1 N Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft° 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 8 0 9 4 74.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 61 0 8 0 488.0 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul Main 4.1 41 6 9 4 387.3 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 29 6 9 4 275.3 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Main 13 61 0 8 0 488.0 ft' 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul Main 4.1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 Garage Frame - Wood Main 13 25 0 9 4 233.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U -Value Width Height Area Fl In Ft In 1 Wood Main None 25 2 8 6 8 17.8 ftT WINDOWS Orientation shown is the entered. Proposed orientation. J Wall Overhang Ornt ID Frame Panes _ NF_RC U -Factor SHG_C Area Depth Separation Int Shade Screening 1 n 1 Metal Low -E Double Yes 0.34 0.31 15 0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 2 n 1 Metal Low -E Double Yes 0.34 031 30 0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 3 n 1 Metal Low -E Double Yes 0.34 031 9 0 ft' 1 ft 0 in 1 ft 8 in Drapes/blinds None 4 n 2 Vinyl Low -E Double Yes 0.34 0.31 24.0 ft' 7 ft 8 in 0 ft 0 in Drapes/blinds None 5 n 2 Vinyl Low -E Double Yes 0.34 031 9.3 ft' 7 ft 8 in 0 ft 0 in Drapes/blinds None 6 e 3 Metal Low -E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 7 e 3 Metal Low -E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 8 e 4 Vinyl Low -E Double Yes 0.34 0.31 32.7 ft= 1 ft 0 in 10 ft 8 in Drapes/blinds None 9 e 4 Vinyl Low -E Double Yes 0.58 0.32 64.0 ft' 16 ft 0 in 0 ft 0 in Drapes/blinds None 10 s 5 Metal Low -E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 11 s 6 Vinyl Low -E Double Yes 0.34 0.31 32.7 ft2 1 ft 0 in 10 ft 8 in Drapes/blinds None 12 S 6 Vinyl Low -E Double Yes 0.58 0.32 64.0 ft' 11 ft 0 in 0 ft 0 in Drapestblinds None 13 w 7 Metal Low -E Double Yes 0.34 0.31 6.0 ft= 1 ft 0 in 0 ft 6 in Drapes/blinds None 14 w 7 Metal Low -E Double Yes 0.34 0.31 12.0 ft2 1 ft 0 in 0 ft 6 in Drapestblinds None 15 w 7 Metal Low -E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 0 ft 6 in Drapes/blinds None 16 W 8 Vinyl Low -E Double Yes 0.34 0.31 16.4 ft2 1 ft 0 in 10 ft 8 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg Wall Height Exposed Wall Insulation 1 510 ft2 384 ft' 64 ft 8 f 1 2/23/2017 12:44 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 00027 1556.2 85.43 160.67 .2427 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.7 32.8 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15.2 34.8 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None fP DUCTS Supply --- Location R -Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 439.4 ft Main 109.85 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan Feb [[ ]] Mar HeatinHJan HFeb [X] Mar Vantin Jan Feb [X) Mar Ceiling Fans- j ] Apr ] Ma [X] Jun X] Jul [X] AugX] Se j j r ] Apr f ]May [ ] Jun 4 ] Jul [ ]Au[ ] Sep [ ]Oct X] Apr [ ] May [) Jun [) Jul [) Aug [) Se [XJ Oct [ ] Nov X] Nov Oct [X) Nov j ] Dec X] Dec Dec 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 Cooling (WD) AM 80 8 9 PM 88 78 78 Cooling (WEH) AAM 78 7878 80 80 80 80 78 78 Heating (WD) AM 66 66 66 78 PM 68 68 68 Heating (WEH) AM 68 78 6 78 PM 6868 66 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 Hours 4 5 6 7 8 9 10 11 12 78 78 78 78 78 80 80 80 80 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 78 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 68 66 66 66 66 68 68 68 68 68 68 68 68 68 68 68 68 68 6.8 66 66 2/23/2017 12:44 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 99 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 (fta) 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 Single-family a. Frame - Wood, Exterior R=4.1b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A Area 10. Ceiling TypesNoa. Under Attic (Vented) 2197 b. N/A Area c. N/A 292.13 ft' 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 128.00 fta 15. Credits kBtu/hr12. Cooling systems fta a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor over Garage R=19.0 c. N/A R= n7 Area R=13.0 13. Heating systems R=4.1 a. Electric Heat Pump5.337 ft. 233.33 ft' 0.313 ft' Area 14. Hol water systems 998.00 ft, a. Electric 468.00 ft' ft' fta b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: a,-- Date: 1 % Address of New Home: 4//, t Ppc "Qpm t•t, City/FL Zip: S4+tS---4 Insulation Area R=13.0 1448.00 fta R=4.1 1092.00 fta R=13.0 233.33 ft' R= ft' Insulation Area R=30 0 1466.00 ft' R= ft' R= fta R fta 6 439.4 kBtu/hr Efficiency 34.8 SEER:15.20 kBtu/hr Efficiency 32.8 HSPF•8.70 Cap: 50 gallons EF: 0.95 Pstat SOF THE Sr4 J- a op WIE 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. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 1 DEL -AIR Manual S Compliance Report Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.831.2665 For: TAYLOR MORRISON WESTMINISTER Job: Lo196Thombrookewest... Date: 06.04.14 By: BENTLEY Design Conditions Equipment type: Split ASHP Manufacturer: Outdoor design DB: 92.4°F Sensible gain: 25016 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 4698 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 29714 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBX27UH-036-230'++TDR Actual airflow: 1160 cfm Sensible capacity: 27772 Btuh 111% of load Latent capacity: 5335 Btuh 114% of load Total capacity: 33107 Btuh 111% of load SHR: 840/6 Design Conditions Outdoor design DB: 41.9°F Heat loss: 25443 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBX27UH-036-230'++TDR Actual airflow: 1160 cfm Output capacity: 32240 Btuh 127% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.4 kW 99% of load Temp. rise: 20 OF Meets are all requirements of ACCA Manual S. A + wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017 -Feb -23 12:04:57 Page t minsterBGRN\Lot98ThornbrookeWestminsterBGRN.nip Calc = MJ8 House faces: N DELAIR Component Constructions Job: Lot98ThombrookeWest1 ... Date: 06.04.14 13.0 Entire House 465 By: BENTLEY 422 DEL AIR HEATING & AIR CONDITIONING 443 0.091 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 2.56 1133 2.32 1026 Project• 0.091 13.0 For: TAYLOR MORRISON 2.32 442 W 455 WESTMINISTER 13.0 2.56 1163 2.32 Design C• • • 1271 0.091 Location: 2.56 Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 105 ft 232 Design TD (°F) 28 17 Latitude: 280N 0.201 Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 1.3 46.6 Dry bulb (°F) 42 92 Infiltration: 4.29 762 Daily range (°F) 17 ( M) Method Simplified 5.65 Wet bulb (°F) 76 Construction quality Average 845 Wind speed (mph) 15.0 7.5 Fireplaces 0 4.29 Construction descriptions Or Area U -value Insul R Htg HTM Loss Clg HTM Gain M BWhm •F k -F/9Wh BWhAIP 81uh BWh/W BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Irish, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Irish Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, Or ouir, air gas, mil no brk frm mat, Or low -e innr, 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; foreground = asphalt (0.10); 1 ft overhang (5 ft window ht, 0.5 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr outr, air gas, mil no brk frm mat, Or low -e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; foreground = asphalt (0.10); 1 ft overhang (5 It window ht, 1.5 ft sep.); 6.67 ft head ht 2B-2fm: 2 glazing, Or outr, air gas, mtl no brk frm mat, Or low -e innr, 1/4" gap, 1/8" thk, NFRC rated (SH1310=0.31); 50% drapes, medium; foreground = asphalt (0.10); 1 ft overhang (2.7 ft window ht, 1.67 ft sep.); 6.67 ft head ht 10C -v: 2 glazing, Or ouir, air gas, vnl frm mat, Or low -e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 7.67 ft overhang (8 it window ht, 0 ft sep.); 6.67 ft head ht n 182 0.091 13.0 2.56 465 2.32 422 e 443 0.091 13.0 2.56 1133 2.32 1026 s 191 0.091 13.0 2.56 488 2.32 442 W 455 0.091 13.0 2.56 1163 2.32 1054 all 1271 0.091 13.0 2.56 3250 2.32 2944 n 41 0.201 0 5.65 232 4.29 176 e 289 0.201 0 5.65 1634 4.29 1241 s 178 0.201 0 5.65 1003 4.29 762 W 337 0.201 0 5.65 1904 4.29 1446 all 845 0.201 0 5.65 4773 4.29 3626 215 0.091 13.0 2.56 549 1.42 304 n 15 0.340 0 9.55 143 10.5 158 e 30 0.340 0 9.55 287 21.0 631 s 45 0.340 0 9.55 430 2.58 116 W 15 0.340 0 9.55 143 21.0 315 all 105 0.340 0 9.55 1003 11.6 1220 n 30 0.340 0 9.55 287 10.5 316 e 15 0.340 0 9.55 143 22.3 335 all 45 0.340 0 9.55 430 14.5 651 n 9 0.340 0 9.55 86 10.5 95 n 24 0.340 0 9.55 229 7.38 177 n 9 0.340 0 9.55 89 10.5 98 all 33 0.340 0 9.55 318 8.27 276 W rl htsofR` 2017 -Feb -23 12.04 57 A 9 Right-Suile® Universal 2017 17 O.t6 RSU2401t minsterBGRN\Lol98ThombrookeWeslminsterBGRN.rup Calc . M.18 House faces, N Page 1 2A-2ov: 2 glazing, clr ouir, air gas, vni frm mat, clr low -e innr, 1/4" gap, a 33 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 33 0.340 overhang (5.3 ft window ht, 10.67 It sep.); 6.67 ft head ht w 16 0.340 12.1 all 82 0.340 2A-2ovd: 2 glazing, clr outr, air gas, vnl irm mat, clr low -e innr, 1/4" a 64 0.580 gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 16 ft 496 overhang (8 ft window ht, 0 ft sep.); 6.67 ft head hl 781 2A-2ovd: 2 glazing, clr outr, air gas, vnl frm mat, clr low -e innr, 1/4" s 64 0.580 gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 11 ft 1043 overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 952 2A-2om: 2 glazing, clr ouir, air gas, mil no brk frm mat, cir low -e innr, w 6 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 952 foreground = asphalt (0.10); 1 It overhang (3 If window ht, 0.5 ft sep.); 57 6.67 it head ht 121 2A-2om: 2 glazing, cir ouir, air gas, mil no brk frm mat, clr low -e innr, w 12 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 248 foreground = asphalt (0.10); 1 It overhang (4 It window ht, 0.5 it sep.); 6.67 ft head ht Doors 0 9.55 312 30.3 991 0 9.55 312 12.1 396 0 9.55 156 30.3 496 0 9.55 781 23.0 1883 0 16.3 1043 14.9 952 0 16.3 1043 14.9 952 0 9.55 57 20.2 121 0 9.55 115 20.7 248 11 D0: Door, wd sc type n 18 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1467 0.032 30.0 gypsum board int insh Floors 20P-191: Fir floor, frm fir, 6" thkns, r-19 cav ins, gar ovr 468 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 117 0.989 0 A:. . 4L + wrightsoft" Right -Suite® Universal 2017 17.0.16 RSU24011 minsterBGRN\Lol967hornbrooksWesiminsterBGRN.rup Calc - MA House laces: N 11.0 196 11.9 212 0.90 1319 1.73 2533 1.40 658 0.70 327 27.8 3252 0 0 2017 -Feb -23 12:04:57 Page 2 Project Summar Job: LoMlrhombrookeWest... DEL -AIR y Date: 06.04.14 tuarmc-AS olmrr o Entire House By: BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-831-2665 For: TAYLOR MORRISON WESTMINISTER Notes: 12/26/14 GCR 1/6/14 GCR RVSD 3/2116 JA LS 4/30/16 JA Design Information LS w%117 lA eat er: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 % Moisture difference 47 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 23298 Btuh Structure 20952 Btuh Ducts 2146 Btuh Ducts 4065 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 25443 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 25016 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3523 Btuh Ducts 1174 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2) 2197 2197 Equipment latent load 4698 Btuh Volume (W) 21029 21029 Air changes/hour 0.41 0.21 Equipment total load 29714 Btuh Equiv. AVF (cfm) 144 74 Req. total capacity at 0.75 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-036-230-19 Cond 14HPX-036-230-19 AHRI ref 7044407 Coil CBX27UH-036-230'++TDR AH R I ref 7044407 Efficiency 8.7 HSPF Efficiency 12.5 EER, 15.2 SEER Heating input Sensible cooling 26100 Btuh Heating output 32800 Btuh @ 47°F Latent cooling 8700 Btuh Temperature rise 26 OF Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.046 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 35 OF Backup: Input = 7 kW, Output = 25222 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsofl't' 2017 -Feb -2312:04:57 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 minsterBGRN\Lol98ThornbrookeWestminsterBGRN.rup Calc = MJ8 House laces: N 1 DEL -AIR Right -J® Worksheet Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C PhND40 I 1-2665G Job: Lo198ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name Entire House FAMILY RM 2 Exposed wall 298.0 It 40.0 It 3 Room height 85 it 9.3 it heal/cool 4 Room dimensions 14.5 x 15.5 1t 5 Room area 2466.3 fit 224.8 ftt Ty Construction U -value Or HTM Area (it2) Load Area (It2) Load number BluWlt;"F) Btult/It2) or perimeter (It) St h) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cool 6Tz-i 12C-0sw 0.091 n 256 232 236 182 465 422 0 0 0 0 2A-2om 0.340 n 9.55 10.55 15 0 143 158 0 0 0 0 2A-2om 0.340 n 9.55 10.55 30 0 287 316 0 0 0 0 2S -21m 0.340 n 9.55 10.55 9 0 86 95 0 0 0 0 1113A•2ocs 0.201 n 5.65 4 29 74 41 232 176 0 0 0 0 10C -v 0.340 n 9.55 7.38 24 0 229 177 0 0 0 0 2A•2ov 0.340 n 9.55 1055 9 0 89 98 0 0 0 0 12C-0sw 0.091 a 2.56 2.32 488 443 1133 1026 0 0 0 0 2A•2om 0.340 a 9.55 22.33 15 0 143 335 0 0 0 0 2B -21m 0.340 a 9.55 21.02 30 2 287 631 0 0 0 0 Vy 13A-2ocs 0.201 a 5.65 4.29 386 289 1634 1241 93 29 164 124 SCG 2A•2ov 0.340 a 9.55 30.33 33 0 312 991 0 0 0 0 2A•2ovd 0.580 a 16.30 14.87 64 64 1043 952 64 64 1043 952 VU 12C-0sw 0.091 s 2.56 2.32 236 191 488 442 0 0 0 0 L -G 2A-2om 0.340 s 9.55 2.58 45 44 430 116 0 0 0 0 13A-2ocs 0.201 s 5.65 4.29 274 178 1003 762 135 102 577 438 L_(GT= 2A•2ov 0.340 s 9.55 12.12 33 0 312 396 33 0 312 396 2A-2ovd 0.580 s 16.30 14.87 64 64 1043 952 0 0 0 0 V/ 12C-0sw 0.091 W 256 2.32 488 455 1163 1054 0 0 0 0 2A•2om 0.340 w 9.55 20.15 6 1 57 121 0 0 0 0 2A•2om 0.340 w 9.55 20.69 12 1 115 248 0 0 0 0 CC 2A-2om 0.340 w 9.55 21.02 15 1 143 315 0 0 0 0 Y-6 13A-2ocs 0.201 w 5.65 4.29 353 337 1904 1446 144 128 722 548 6 2A•2ov 0.340 w 9.55 30.33 16 0 156 496 16 0 156 496 P 12C-Osw 0.091 2.56 1.42 233 215 549 304 0 0 0 0 LD 11 DO 0.390 n 10.96 11.88 18 18 196 212 0 0 0 0 C 16B•30ad 0.032 090 1.73 1467 1467 1319 2533 0 0 0 0 F 2OP-191 0.050 1.40 0.70 468 468 658 327 0 0 0 0 F 22A•id 0.989 27.79 0.00 999 117 3252 0 225 40 1112 0 6 c) AED excursion 0 176 Envelopeloss/gain 18873 16343 4086 2778 12 a) Infiltration 4425 1403 649 206 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 1825 0 Subtotal (lines 6 to 13) 23298 20952 4735 3904 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 23298 20952 4735 3904 Duct bads 90/0 191/6 2146 4065 01/6 09/6 1 0 0 r Total room bad 25443 25016 4735 3904 Air required (cim) 1160 1160 1216 181 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOfft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017 -Feb -23 12P9B1 minsterBGRN\Lot98ThornbrookeWeslminsierBGRN rup Calc - MJ8 House feces- N 1DEL-AIR Right -J® Worksheet Entire House DEL AIR HEATING & AIR NG 531 CODISCO WAY, SANFORD, FL 3277`1,PhND407-8 -2665 Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name KITCHEN DINING 2 Exposed wall 11.5 1t 25.5 it 3 Room height 9.3 it heat/cool 9.3 it heal/cool 4 Room dimensions 14.5 x 11.5 it 15.0 x 10.5 it 5 Room area 166.8 f12 157.5 112 Ty Comb Uulue Or HTM Area (fI9 Load Area (f12) Loadtion F Bi f12) or perimeter (it) Bt h) or perimeter (ft) 81uh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 VN 12C-Osw 0.091 n 2.56 2.32 0 0 0 0 0 0 0 0 2A -20m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 I- CCC 28-21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 11 V i13A- 2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 1OC-v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 2A•2Dv 0.340 n 9.55 1055 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.56 232 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 2B -21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 a 565 4.29 0 0 0 0 98 98 552 419 C 2A-2ov 0.340 a 955 30.33 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 1630 14.87 0 0 0 0 0 0 0 0 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0t12C-Osw 0 2A-2om 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 140 76 426 324 T= 2A•2ov 0.340 s 9.55 12.12 0 0 0 0 0 0 0 0 2A•2ovd 0.580 s 16.30 14.87 0 0 0 0 64 64 1043 952 12C-Osw 0.091 w 256 2.32 0 0 0 0 0 0 0 0 C 2A-2om 0.340 w 955 20.15 0 0 0 0 0 0 0 0 2A-2om 0.340 w 955 2069 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0 201 w 5.65 4.29 107 107 604 459 0 0 0 0 I a 2A•2ov 0.340 w 9.55 3033 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 L ---D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.90 1.73 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A -td 0.989 2779 0.00 167 12 320 0 158 26 709 0 6 c) AED excursion 74 89 Envelope losstgain 924 385 2730 1606 12 a) IrdiBration 187 59 414 131 b) Room ventilation 0 0 0 0 13 Internal gains. Occupants @ 230 0 0 1 230 Apphances/other 1200 0 Subtotal (lines 6 to 13) 1110 1644 3143 1967 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1110 1644 3143 1967 15 Duct loads I -0°/u 00/0 0 0 0% 0% 0 0 Total room load 1110 16443143 1967 Air required (cim) 51 76 143 91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Q= wrightsoft" 2017 -Feb -2312:04:57 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 2 minsterBGRN\Lot98ThornbrookeWesiminsterBGRN.rup Calc - MJ8 House faces: N DEL-AIR Right -J® Worksheet Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32 C ND401Q1N2665 Job: Lo198ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name LIVING UTILITY 2 Exposed wall 32.5 II 7.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 375.0 11 65 x 7.5 It 5 Room area 375.0 Its 48.8 02 Ty Construction U -value Or HTM Area (it) Load Area (IIS Load number Btuh/02'F) BI 112) or perimeter (It) Stuh) or perimeter (II) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heal Cod 6 Vj/ 12C.Osw 0.091 n 2.56 2.32 0 0 0 0 0 0 0 0 2A•2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 ilk--(CC i 2A•2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2B -21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 1113A-2ocs 0.201 n 5.65 4.29 74 41 232 176 0 0 0 0 10C•v 0.340 n 9.55 7.38 24 0 229 177 0 0 0 0 2A-2ov 0.340 n 9.55 10.55 9 0 89 98 0 0 0 0 V)/ 12C-Osw 0.091 a 2.56 2.32 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 I; G 2B -21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.65 4.29 195 163 918 698 0 0 0 0 2A•2av 0.340 a 9.55 30.33 33 0 312 991 0 0 0 0 2A-2ovd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 V/ 12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 G 2A-2om 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 L 2A-2ov 0.340 s 9.55 12.12 0 0 0 0 0 0 0 0 1G 2A-2Dvd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 Vjl 0.091 w 2.56 2.32 0 0 0 0 0 0 0 0 A-2om2A-2om 0.340 w 9.55 20.15 0 0 0 0 0 0 0 0 2A-2Dm 0.340 w 9.55 20.69 0 0 0 0 0 0 0 0 Ilj----- fCCii 2A-2om 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 1y 13A•2ocs 0.201 w 5.65 4.29 33 33 184 140 70 70 394 299 Y -G 2A•2ov 0.340 w 9.55 30.33 0 0 0 0 0 0 0 0 P 12C-Osw 0 091 2.56 1.42 172 154 394 218 60 60 155 86 LD 11DO 0.390 n 10.96 11.88 18 18 196 212 0 0 0 0 C 168•30ad 0 032 0.90 1.73 0 0 0 0 0 0 0 0 F 2OP•191 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A•10 0.989 27.79 0.00 375 33 903 0 49 8 208 0 6 c) AED excursion 71 44 Envelope loss/gain 3458 2782 757 341 12 a) Infiltration 527 167 122 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 600 Subtotal (lines 6 to 13) 3986 2949 879 979 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3986 2949 879 979 15 Duct bads 0'/. 0% 0 0 0"/e 0% 0 0 Total room load 3986 2949 879 979 Air required (cfm) 182 137 40 45 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017 -Feb -23 12:04:57 AMRight•Suite® Universal 2017 17.0.16 RSU24011 Page 3 minslerBGRN%Lol98ThornbrookeWesiminsterBGRN.rup Calc - MJ8 House faces: N I , DEL -AIR Right -J® Worksheet Entire House DEL AIR HEATING & AIR NG 531 CODISCO WAY, SANFORD, FL 32.1 PhND407.8 2665 Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name POWDER MASTER SUITE 2 Exposed wall 0 It 38.0 It 3 Room height 9.3 it heat/cool 8.0 If heat/cool 4 Room dimensions 7.5 x 3.5 It 1.0 x 230.8 It 5 Room area 26.3 f12 230.8 It= Ty Construction U -value Or HTM Area (I12) Load Area (It2) Load number Btuh(02;'F) BIuFVll or perimeter (ft) Ell h) or perimeter (it) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vjl 12C-0sw 0 091 n 256 2.32 0 0 0 0 0 0 0 0 2A -tom 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 IIS--- GG 2B -21m 0.340 n 955 10.55 0 0 0 0 0 0 0 0 1113A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 t0C•v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 2A -ZDV 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 VLS12C-Osw 0.091 a 2.56 2.32 0 0 0 0 80 80 205 185 2A-2om 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 28•21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0 2A-2Dvd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 s 2.56 2.32 0 0 0 0 116 71 182 164 Y -C 2A -tom 0.340 s 9.55 2.58 0 0 0 0 45 44 430 116 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 2A-2Dv 0.340 s 9.55 12.12 0 0 0 0 0 0 0 0 2A•2ovd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 12C-0sw 0.091 w 2.56 2.32 0 0 0 0 108 108 276 250 2A-2Dm 0.340 w 9.55 20.15 0 0 0 0 0 0 0 0 2A-2Dm 0.340 w 9.55 20.69 0 0 0 0 0 0 0 0 2A•2Dm 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 y/ 13A•2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 w 9.55 30.33 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 D 11D0 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 0 0 0 0 231 231 207 398 F 20P•191 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A -Id 0 989 27.79 0.00 26 0 0 0 0 0 0 0 6 c) AED excursion 1 69 Envelope loss/gon 0 1 1300 1183 12 a) Infiltration 0 0 530 168 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/other 25 0 Subtotal (lines 6 to 13) 0 24 1830 1581 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Sublotal 0 24 1830 1581 Duct bads I -0'/e 1 01/0 0 0 23% 43"/e 1 416 678 r Total room bad 0 24 2246 2259 Air required (elm) 0 1 1 102 105 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOtFt' 2017 -Feb -23 12:04:57 Right -Suite® Universal 2017 17 0 16 RSU24011 e 4 minsterBGRN\Lot98ThornbrookeWesiminslerBGRN rup Cate - MJ8 House laces: N RDEL--AIR Right -J® Worksheet Entire House DEL AIR HEATING & AIR ING 531 CODISCO WAY, SANFORD, FL 327 one: Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name MASTER BATH MASTER W.C. 2 Exposed wall 9.5 If 3.5 It 3 Room height 8.0 It heal/cool 8.0 It heat/cool 4 Room dimensions 9.5 x 9.5 If 6.5 x 3.5 It 5 Room area 90.3 It= 22 8 i12 Ty Construction U -value Or HTM Area (ft2) Load Area (f12) Load number Bluhffl;•F) BI f12) or perimeter (Il) St h) or perimeter (fl) Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heal Cool 6 Vj/ 12C-Osw 0.091 n 2.56 2.32 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2A-2Dm 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 III------GGG 2B -21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 11yl 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 V)/ 12C-Osw 0.091 a 2.56 2.32 0 0 0 0 0 0 0 0 2A-2Dm 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 2B -21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 y! 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 SCG 2A•2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 Y-(' 2A-2om 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.55 12.12 0 0 0 0 0 0 0 0 2A•2Dvd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 VN 12C-Osw 2A-2om 0.091 0.340 w w 2.56 2.32 9.55 20.15 76 0 64 0 164 0 148 0 28 0 28 0 72 0 65 0 2A•2Dm 0.340 w 9.55 20.69 12 1 115 248 0 0 0 0 II(CC 2A-2om 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 V 13A•2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 G 2A•2ov 0.340 w 9.55 30.33 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.90 1.73 90 90 81 156 23 23 20 39 F 20P-191 0.050 1.40 0.70 0 0 0 0 0 0 0 0 F 22A -td 0.989 27.79 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 222 5 Envelope loss/gain 359 774 92 99 12 a) Infiltration 133 42 49 15 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/other 0 0 Subtotal (lines 6 to 13) 492 816 141 114 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal492 816 141 114 15 Duct bads 23% 43% 112 350 23% 43% 32 49 Total room load 1 604 1166 173 163 Air required (cfm) 28 54 1 8 8 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. c wrightsoft- 2017•Feb•2312:04:57 Right•SuileO Universal 2017 17.0.16 RSU24011 Page 5 minsterBGRN\Lol98ThornbrookeWeslminsierBGRN rup Calc = MJ8 House faces: N RDEL-AIR ro~ • aw ar lol o Right -J® Worksheet Entire House DEL AIR HEATING & AIR NG 531 CODISCO WAY, SANFORD, FL 3277CPhND40I QN665 Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name MASTER WIC OTB AND HALLWAY 2 Exposed wall 25.5 It 36.0 It 3 Room height 8.0 II heal/cool 8.0 it heat1cool 4 Room dimensions 15.0 x 10.5 It 1.0 x 485.5 11 5 Room area 157.5 ft2 485.5 11' Ty Construction U -value Or HTM Area (fig Load Area (I11) Load number BtuWl12-'F) BtuW112) or perimeter (fl) BI h) or perimeter (11) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vy 0.091 n 2.56 2.32 0 0 0 0 64 55 141 127 IIS---- 2A-2DMGGG2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2B -21m 0.340 n 9.55 10.55 0 0 0 0 9 0 86 95 11 I 13A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 2 10C•v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 f------fGG 2A-2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 V612C-0sw 0.091 a 2.56 2.32 84 84 215 195 168 138 353 320 2A-2om 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 2B -21m 0.340 a 9.55 21.02 0 0 0 0 30 2 287 631 V/ 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 2A•2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0S2A-2ovd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 s 2.56 2.32 120 120 307 278 0 0 0 0 G 2A-2om 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 t -C 2A-2ov 0.340 s 9.55 12 12 0 0 0 0 0 0 0 0 I--fi 2A-2ovd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 VII 0.091 w 2.56 2.32 0 0 0 0 56 41 105 95 FAL 2A-2DM2A•2om 0.340 w 9.55 20.15 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.55 20.69 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.55 21.02 0 0 0 0 15 1 143 315 Vy 13A-2ocs 0.201 w 565 4.29 0 0 0 0 0 0 0 0 C 2A -2(N 0.340 w 9.55 30.33 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 LD 1/D0 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.90 1.73 158 158 142 272 486 486 437 838 F 2OP-191 0.050 1.40 0.70 0 0 0 0 30 30 42 21 F 22A -td 0.989 27.79 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 37 113 E nvelope loss/gain 663 707 1593 2329 12 a) Intiftralion 356 113 502 159 b) Room ventilation 0 0 0 0 13 1ntemal gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 1 0 Subtotal (lines 610 13) 1019 am 2095 2489 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1019 820 2095 2489 15 Duct loads 1 23% 439/6 232 351 23'/e 43"/e 1 476 1067 Total room bad I 1251 1172 2572 3555 Air required (cfm) 1 1 57 54 117 165 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Off- wrightsoft' 2017 -Feb -2312.04:57 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 6 mmsterBGRN\Lot98ThornbrookeWeslminslerBGRN.rup Calc = MJ8 House laces: N DEL --AIR Right -J® Worksheet mum-MCONO11MOM Entire House DEL AIR HEATING & AIR NING 531 CODISCO WAY, SANFORD, FL 327hone Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY Room name BATH 2 BED 4 2 Exposed wall 10.5 It 25.0 It 3 Room height 8.0 it heat/cool 8.0 1t heat1cool 4 Room dimensions 5.5 x 10 5 it 10.5 x 14.5 It 5 Room area 57.8 fl= 152.3 ft= Ty Construction U -value Or HTM Area (II2) Load Area (II) Load number B1u1Vft;°F) Bt 119 or perimeter (Il) Bt h) I or perimeter (ft) Bluh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 V 12C-Osw 0.091 n 2.56 2.32 0 0 0 0 84 69 176 160 2A•2om 0.340 n 9.55 10.55 0 0 0 0 15 0 143 158 IIL-----((Ca 2A-2om 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2B -21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 1113A-2ocs 0201 n 5.65 4 29 0 0 0 0 0 0 0 0 10C -v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 2A•2ov 0340 n 9.55 10.55 0 0 0 0 0 0 0 0 VS12C-Osw 0.091 a 2.56 2.32 0 0 0 0 0 0 0 0 2A-2Dm 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0G? 2B -21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 13A-2ocs 0.201 a 5.65 4 29 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.55 3033 0 0 0 0 0 0 0 0 2A-2ovd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 IG12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 C 2A-2om 0.340 s 9.55 258 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.65 4 29 0 0 0 0 0 0 0 0 I -G 2A-2ov 0.340 s 955 12.12 0 0 0 0 0 0 0 0 C 2A-2ovd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 w 256 2.32 84 78 199 181 116 116 297 269 2A-2om 0.340 w 9 55 20.15 6 1 57 121 0 0 0 0 2A-2om 0.340 w 955 20.69 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 Vl 13A-2ocs 0.201 w 565 4.29 0 0 0 0 0 0 0 0 L -G 2A-2ov 0.340 w 9.55 30.33 0 0 0 0 0 0 0 0 P 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.90 1.73 58 58 52 100 152 152 137 263 F 20P-191 0.050 140 0.70 33 33 46 23 152 152 214 106 F 22A -td 0.989 2779 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 106 46 Envelope loss/gain 355 530 967 910 12 a) Infiltration 147 46 349 111 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 610 13) 502 576 1316 1020 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 502 576 1316 1020 15 DuCt bads 1239/6 43% 114 247 23'/0 43'/0 299 437 Total room bad 616823 1615 1457 Air required (clm) 28 38 74 68 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C -Ork- wrightsoft' 2017 -Feb -23 12 04 57 ZMA Right -Suite® Universal 2017 17.0.16 RSU24011 Page 7 minsterBGRN\Lot98ThornbrookeWestminsterBGRN.rup Calc = MJ8 House laces: N DEL-AIR Right -J® Worksheet Job: Lot98ThombrookeWeslntln... Muff --M Entire House Date: 06.04.14 By: BENTLEY DEL AIR HEATING 8t AIR 531 CODISCO WAY, SANFORD, FL 327C Phone. 407 8 266655G 1 Room name BED 3 BED 2 2 Exposed wall 27.0 It 6.0 It 3 Room height 8.0 it heaUcool 8.0 It heal/cool 4 Room dimensions 11.0 x 13.5 It 1.0 x 122.0 it 5 Room area 148.5 II= 122.0 02 Ty Construction U•value Or HTM Area (I12) Load Area (I12) Load numbernumber BlutVltt*F) B or perimeter (11) BI h) or perimeter (It) Bluh) Heal Cod Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.56 2.32 88 58 148 134 0 0 0 0 2A-2Dm 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 2A-2Dm 0.340 n 9.55 10.55 30 0 287 316 0 0 0 0 2B -21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 1113A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 0 tOC-v 0.340 n 9.55 7.38 0 0 0 0 0 0 0 0 2A•2Dv 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.56 2.32 108 108 276 250 48 33 84 76 1-C 2A -20m 0.340 e 9 55 22.33 0 0 0 0 15 0 143 335 C 28-21m 0.340 a 9.55 21.02 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 I--fi 2A•2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0S2A-2ovd 0.580 a 16.30 14.87 0 0 0 0 0 0 0 0 T12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 IG 2A•2Dm 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 V 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 s 9.55 12.12 0 0 0 0 0 0 0 0 VCi 2A•2ovd 0.580 s 16.30 14.87 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 w 2.56 2.32 20 20 51 46 0 0 0 0 I--fi 2A•2om 0.340 w 9.55 20.15 0 0 0 0 0 0 0 0 2A-2om 0.340 w 9.55 20.69 0 0 0 0 0 0 0 0 1---fCa 2A-2om 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 y/ LG 13A-2ocs 0.201 w 5.65 4.29 0 0 0 0 0 0 0 0 2A•2ov 0.340 w 9 55 30.33 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.56 1.42 0 0 0 0 0 0 0 0 L -O 11 DO 0.390 n 10.96 11.88 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.90 1.73 149 149 134 256 122 122 110 211 F 2OP-191 0.050 1.40 0.70 149 149 209 104 105 105 147 73 F 22A -td 0.989 27.79 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 53 172 Envelopeloss/gain 1104 1054 484 867 12 a) Infiltration 377 120 84 27 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 610 13) 1481 1174 568 893 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1481 1174 568 893 15 Duct bads 23'/0 439/6 337 503 23'/0 439/6 1 129 383 Total room load 1818 1677 1 697 1276 Air required (cfm) 1 1 83 78 1 32 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoft' 2017 -Feb -2312:0457 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 8 minsterBGRN\Lot98ThombrookeWeslminsterBGRN.rup Calc = MJ8 House faces: N 1Job: L ombrookeWstDELAIRDuctSystemSummaryDate: 06.04.14 ... 1eJT°10-AMC0N01n0mm Entire House By: BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-831-2665 For: TAYLOR MORRISON WESTMINISTER 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 0.183 in/100ft 1160 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.183 in/100ft 1160 cfm 131 ft Name Design 13tuh) Htg cfm) Clg Cf M) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH c 823 28 38 0.218 4.0 Oxo VIFx 25.1 85.0 stl BED 2 c 1276 32 59 0.216 6.0 Ox 0 VIFx 26.1 85.0 SO BED 3 h 1818 83 78 0.204 6.0 Ox 0 VIFx 32.8 85.0 SO BED 4 h 1615 74 68 0.211 6.0 Ox 0 VIFx 28.7 85.0 SO DINING h 3143 143 91 0.201 7.0 Ox 0 VIFx 24.1 95.0 st2 FAMILY RM h 4735 216 181 0.191 8.0 Ox 0 VIFx 30.3 95.0 st2 KITCHEN c 1644 51 76 0.199 6.0 Ox 0 VIFx 25.7 95.0 st2 LIVING h 3986 182 137 0.201 8.0 Ox 0 VIFx 24.4 95.0 st2 MASTER BATH C 1166 28 54 0.308 4.0 Ox 0 VIFx 7.8 70.0 MASTER SUITE c 2259 102 105 0.289 7.0 Ox 0 VIFx 13.0 70.0 MASTER W.0 h 173 8 8 0.321 4.0 Ox 0 VIFx 4.7 70.0 MASTER WIC h 1251 57 54 0.276 5.0 Ox 0 VIFx 16.8 70.0 OTB AND HALLWAY c 3555 117 165 0.285 7.0 Ox 0 VIFx 14.1 70.0 POWDER C 24 0 1 0.193 4.0 Ox 0 VIFx 29.1 95.0 st2 UTILITY C 979 40 45 0.183 4.0 Ox 0 VIFx 36.0 95.0 st2 wri htsoft• 2017 -Feb -2312:04:58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 minslerBGRN\Lol98ThombrookeWestminsterBGRN.rup Calc - M.18 House laces: N Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) Cf m) FR fpm) in) in) Material Trunk st1 Peak AVF 216 243 0.204 445 10.0 0 x 0 VinlFlx st2 Peak AVF 632 532 0.183 591 14.0 0 x 0 VinlFlx wri htsoft• 2017 -Feb -2312:04:58 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 minslerBGRN\Lol98ThombrookeWestminsterBGRN.rup Calc - M.18 House laces: N Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rbi Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx wri htsoft' 2017 -Feb -2312:04:56 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 A..minsterBGRN%Lot98ThornbrookeWesiminsterBGRN.rup Calc - MJ8 House faces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot98ThombrookeWestminsterBGRN Builder Name: TAYLOR MORRISON Street: Permit Office - City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist 0 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). D 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) 2/23/2017 12:44:40 PM EnergyGauge®- USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot98ThombrookeWeslminsterBGRN Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip- FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2197 sq.ft. Cond. Volume: 18675 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Leakage Characteristics CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: Ems' 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: X01 • fiff STgT O 2/23/2017 12:45 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. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402 4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have light -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1 5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMAIWDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heal operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)MI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. D 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 tum off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O 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 healing systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 1007 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 healers 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. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405 4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1 R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric 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. 0 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. 0 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 oilfired 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 tum 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 0 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. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLAB BY BLDR MIN r--- 2' FROM WALLpAD TaK Tat ast - - IL ill aK rin Rmt row eR dryer wall cap aE4Rt7FM NaBLIG WI IMM O 9MGMAI®RM SM RNN®OM CRWfa d dFUCIA09NOW MMMM L NOB AOM RI M MOISOMMOOL, C "dFW=KILLR: ALLOT FAMW CF A A NX 01 01099 R LCCAIM l FN6®RXRF9tFSCR • 6 0=FAL F1VVS=tip GMRRW0®.KRLC" FG35Q? CFANNF2M- GRW 6L Y9tFTRigRlloNtt3t A•NDOK IO.Ar TJnus ueavmveme.a. er RMIOSIV IROT•T RM a&$0Q1GUD1= wOWTOSMMW : MRAMFUN •BBI II—HATCHING LEGMFLwvoleanv - _--_-- IN 6 ®COOROMAsv. rQl NUACUL Yf!M V49t Ol E llf,OtiWC AFF. MAIN FLOOR UPPER FLOOR TOTAL LIVING GARAGE LANAI ENTRY TOTAL $a FT. MAIN FLOOR PLAN Must have a minimum clearance of 4 Inches around the air handler per the St ynergy code. All duct has an r=6 Insulation value. I 3' bath duct to roof cap w/fan Nutone 696RNB Eva 4 NOTE TO BUILDERMUST PROVIDE UNRESTRICTED 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS Transfer ducts/grills sized In compliance with Florlda Residential Building Code -M1602.4 balanced return air. EXCEPTIONS 1-3 UPPER 0 S\ ell c s coN L 016 o ell el\ eta L S g s 01 v I 3" WASTE LINE FROM 2ND FLOOR 77TERMINATINGTOTHEISTFLOOR HI 1, r H P j? U. -L- Lj- I lu I A I f TAYLOR MORRISON HOUSE TYPE: WESTMINSTER THORNBROOKE S.F. LOT 98 IST FLOOR 4-j- -( A w/ optional Lav In bth 2 W/OPTIONAL LAV IN MASTER 17 1 ----F- 0 0 0 I TAYLOR MORRISON HOUSE TYPE: WESTMINSTER THORNBROOKE S.F. LOT 98 2ND FLOOR w/ optional lav In bth 2 W/ OPTIONAL LAV IN MAST ER -4 r - T I TTI I I r- _I 1 1 1 4.0 1_4 I L I I IJ- "WAVE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR IJ - LL RFCORD COPY r ccLG EeEziea c.SFzvirEs,qnc. 2 0 18 NET GENERAL LOAD 19618 VA NET TOTAL HEAT 10504 VA TOTAL LOAD 30122 VA CALCULATED LOAD FOR SERVICE 30122 VA 1240 V= 125.51 AMP ISO AMP SERVICE 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP J DING NEC CODE #D2 0) Sp,NF ORD BUILDER TAYLOR MORRISON It` OFPAR HOUSE PLAN WESTMINSTER 2200 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 6600 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (113 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 34046 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 24046 VA x. 4 9618 VA TOTAL NET GENERAL LOAD 19618 VA 3 TON HEAT PUMP #1 22.1 AMP X 240 VA = 5304 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19618 VA NET TOTAL HEAT 10504 VA TOTAL LOAD 30122 VA CALCULATED LOAD FOR SERVICE 30122 VA 1240 V= 125.51 AMP ISO AMP SERVICE DESCRIPTION AS FURNISHED: Lot 98, THORNBROOKE PHASE..4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. PRM) 120.00' LOT 97 2S vl RECORD COPY NARCISSUS AVENUE (RIW VARIES) N 89058'38" E 40.00' 5.00' 5.00' SI- 1-7- Zol S 5.00' 5.00' ZONIN. DATE Ok to construct single family home with setbacks and impervious area shown on plan. 10' LANDSCAPE, WALL r'\ FENCE A1C UTIL. ESMT. 34.47' 34.47' LOT 98 i 3.0' 0 x3.0' ac-© 1s.o 5.00' LANAI 5' CONC. WALK 3' ON LOT AREA CALCU IIONS. FLARE LOT - 4.800 SO.FI. U LIVING = .998 SOFT. GARAGE - 510 S0.17T. B.B.)N 89°58' 38" E ENTRY - 53 SO.FI'. 1 ANN = 150 SO. rT. 40.00' DREEZEWAY = NIA SO.FT DRIVEWAY = 403 SO FT. oRED ROSE LANE WAL WAD = 71 SO.Fl. 50194 FT50' RIW) TRACT I IMPERVIOUS- - 22 % ' ^ Quo UTILITY NIC ACCESS RIW SOD = 2 606 SD.IT, 0 LOT AREA CALCULATION, PROPOSED FINISHED SPOT GRADE ELEVATION RIW = 440 SO.PT. PER DRAINAGE PLANS APRON = )JO SO.Ff BUILDING SETBACKS: 'PLOT PLAN ONLY' SIDEWALK = 200 SOFT. r— = PROPOSED DRAINAGE FLOW FRONT - 25' SOD = I JO ,,0. FT LOT GRADING TYPE A (NOT A SURVEY) AREAR - 15' PROPOSED F.F. PER PLANS = 25.4' REAR INFORMATION SHOWN AREA = 5,240 SO. FI. SIDE - 5.0' BASED ON SUPPLICD PLAN DRIVEWAY - 513 SO.F7. SIDE CORNER - 10' ANDIOR INSTRUCTIONS PER SIDEWALK - 271 SO.FI. PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT NOT FIELD VERIFIED Soo2,736 SO.rT CR USEYVAfEYER -SCOTT & A SAS'O C. , INC. - ZAND SURVEYORS LEGEND W P PLAT PaL. 5400 E COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-1436 PROPOSED RESIDENCE FIELD TYR C 00MODEL: WESTMINSTER - 8 PRC. POINT Or RCVERSC CURVATURE I. THE UNDOMICNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD Ol GARAGE RIGHT IRON ROD CONCRETE MONUMENT P.C.C. RAR OLOT 99 SCT LR. IR 1391 NR NONVITNRADESSIAL 2. UNIE$$ EMBOSSED WITH SURVEYOR'S SIG44TURE AND ORIGINAL RAZED SEAL THIS SURVEY LEP OR COPIES ARE NOT VAUD. REE• RIMMED O A P.G.R. POINTrCAV. POINT OF IKGDNING CAM CALCULATED CALCLLATCD OR FASILEMS THAT AFFECT THIS PROPERTY. Pa.C. POINT Or CODPRCCHENT PR1L rO vJ 4. NO UNDERGROUND WPROVEMENTS HAVE BEEN LOCATED UNLESS OTHIi"M SHOWN. CENTERLIE Ff. ORFINISHEDFLOW ELEVATION d THIS SURVEY IS PREPARED FOR DIE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE Ra/ED UPON BY ANY OTHER ENTRY. NLDRN ENTRY DSLDN BUILDING SETBACK LINE BENCHMARKM a DIMENSIONS SHOWN EOR THE LOGADON OF 14PROVEWNTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES ESMT. SEMEASEWENT L&BASE X!CAR ING 7. BEARLVLS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE DEiWNG (0.0.) DRAIN DRAINAGE oma, UTIL. UTILITY 9. COW)F'ICATE OF AUTHORIZATION NA. 4"& CLIC. VOFC CHAIN LINK FENCE VOOD FCHCE C/D 22.0' 5.00' P.C. P.T. DESC. POINT Or CURVATURE POINT OF TANGENCY DESCRVl1ON 16' qD GATE ORDER No. CrImnr0 BY: -. ---.. HRNRC Lem DRIVE C Dip 25.20 CL 5.20' 10' UTIL. ESMT. I a 5' CONC. WALK 3' ON LOT AREA CALCU IIONS. FLARE LOT - 4.800 SO.FI. U LIVING = .998 SOFT. GARAGE - 510 S0.17T. B.B.)N 89°58' 38" E ENTRY - 53 SO.FI'. 1 ANN = 150 SO. rT. 40.00' DREEZEWAY = NIA SO.FT DRIVEWAY = 403 SO FT. oRED ROSE LANE WAL WAD = 71 SO.Fl. 50194 FT50' RIW) TRACT I IMPERVIOUS- - 22 % ' ^ Quo UTILITY NIC ACCESS RIW SOD = 2 606 SD.IT, 0 LOT AREA CALCULATION, PROPOSED FINISHED SPOT GRADE ELEVATION RIW = 440 SO.PT. PER DRAINAGE PLANS APRON = )JO SO.Ff BUILDING SETBACKS: 'PLOT PLAN ONLY' SIDEWALK = 200 SOFT. r— = PROPOSED DRAINAGE FLOW FRONT - 25' SOD = I JO ,,0. FT LOT GRADING TYPE A (NOT A SURVEY) AREAR - 15' PROPOSED F.F. PER PLANS = 25.4' REAR INFORMATION SHOWN AREA = 5,240 SO. FI. SIDE - 5.0' BASED ON SUPPLICD PLAN DRIVEWAY - 513 SO.F7. SIDE CORNER - 10' ANDIOR INSTRUCTIONS PER SIDEWALK - 271 SO.FI. PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT NOT FIELD VERIFIED Soo2,736 SO.rT CR USEYVAfEYER -SCOTT & A SAS'O C. , INC. - ZAND SURVEYORS LEGEND LEGEND - P PLAT PaL. 5400 E COLONIAL DR. ORLANDO. FL. 32607 (407)-277-3232 FAX (407)-658-1436 F FIELD TYR POINT ON LINE TYPICAL NOTES: I.P. IRON PIPE PRC. POINT Or RCVERSC CURVATURE I. THE UNDOMICNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD Ol IRC14 IRON ROD CONCRETE MONUMENT P.C.C. RAR POINT W CO POWID CURVATURE RADIAL PROFESSIONAL SURVEMRS AND MAPPERS W CHAPTER 'W-17 FLORIDA ADLONLSRRATVE CODE PURSUANT TO SECTION 172.027, FLORIDA STATUES SCT LR. IR 1391 NR NONVITNRADESSIAL 2. UNIE$$ EMBOSSED WITH SURVEYOR'S SIG44TURE AND ORIGINAL RAZED SEAL THIS SURVEY LEP OR COPIES ARE NOT VAUD. REE• RIMMED POUT J, THIS SURVEY WAS PREPMFD FROM TITLE INFWIWTION FURNISHED 10 THE SURVEYOR. THERE MAY BE OMFR REPWT04 P.G.R. POINTrCAV. POINT OF IKGDNING CAM CALCULATED CALCLLATCD OR FASILEMS THAT AFFECT THIS PROPERTY. Pa.C. POINT Or CODPRCCHENT PR1L PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND WPROVEMENTS HAVE BEEN LOCATED UNLESS OTHIi"M SHOWN. CENTERLIE Ff. ORFINISHEDFLOW ELEVATION d THIS SURVEY IS PREPARED FOR DIE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE Ra/ED UPON BY ANY OTHER ENTRY. NLDRN NAIL L DISK to N-vAr DSLDN BUILDING SETBACK LINE BENCHMARKM a DIMENSIONS SHOWN EOR THE LOGADON OF 14PROVEWNTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES ESMT. SEMEASEWENT L&BASE X!CAR ING 7. BEARLVLS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE DEiWNG (0.0.) DRAIN DRAINAGE 3 ELEVATIONS, IF SHOWN. ARE BASED ON HADD W. GEODETIC U47M OF 1929. UNLESS OTHERWISE NOTED, UTIL. UTILITY 9. COW)F'ICATE OF AUTHORIZATION NA. 4"& CLIC. VOFC CHAIN LINK FENCE VOOD FCHCE C/D CONCRETE BLOCK SCALE 1- 1' 20'-----1DRAWN BY: ••• P.C. P.T. DESC. POINT Or CURVATURE POINT OF TANGENCY DESCRVl1ON qD GATE ORDER No. CrImnr0 BY: -. ---.. HRNRC Lem PLOT PLAN 02-28-17 795-17 C Dip REVISED PLOT PLAN 05-J 1-17 CL rJmRD BEARING NORTH " 4THISBU/LDfNG/PROPERTY DOFS.NOT UE WTIHN THE ESTAGUSHEO 100 YEAR FLOOD PLANE AS PER 'FIRM'M . GRUSE EVER. R.L.S. / 4714 ZONE X. MAP I 12117C 0055 F. W. SCOTT, R.LS 1 4801 30-0-0 15-0-0 15-0-0 F Die II II N II II II II If roll II n I n I m m m m 8-0-0 11-8-0 10-4-0 30-0-0 6 Ic RECORD COPY 30-0-0 15-0-0 15-0-0 m m 11 II 11 N N II N II J0 I J01 m m J029 Im J02 m v' m X26 m I SII II J01 m m II II II 11 Nm Im I N m X28 m m ICD m J02 m m I R29 F01 J039 1rLY 1 EOGER 5 TT. I 9'- R31 R32 EIRNG POST IT a 8- m cp L R33 c(il F12m R34 m I R34 I F02 R33 SRNG POST m I R3210 m TOP 0 9'-4' m . RLI R47 F 13 I BRNG. POST J03 TOP a 8'-8- Im X35 m F03 F0 J01— Im m mII -1 I F04 m C0 F04 II II I i R36 m mm CU NG POST F05 m TOP m R38m m F06 m BRNG POST m m R39 T OP 0 9'-4- w c N FO6 F07 J03 dei F0 m m I c05 R41 F03 m F10 R42cn mm F10 l i JI3 F E'. 80 T e 9'-4 m m m I - - ao I m 0 m I I I N II I I I, FII m N F803 I I I II I 1 II n I n I m m m m 8-0-0 11-8-0 10-4-0 30-0-0 6 Ic RECORD COPY 30-0-0 15-0-0 15-0-0 m m 11 II 11 N N II N II II 11 II II 1 IN 8-0-0 11-8-0 10-4-0 30-0-0 0NVOING 0 SANF R F'AR Beam List FBOt 2 -Ply 1-3/4" x 16" LVL 10'-0" FB02 2 -Ply 1-3/4" x 20" LVL 17'4" FB03 2 -Ply 1-3/4" x 20" LVL 22'-0" 6EARW6 HEIGHT 56HEPULE 9, -4- 19' -3/4 - Hanger 419. -3/4 - Hanger List H1 HTU26 H2 THA422 NOTE5: L) REFER TO HID 91(RECOMAENDATION5 FOR HMALIN6INSTALLATION AMP TEMPORARY GRAGIN6) REFER TO EN61NEECED DRAWWfh FOR PERMANENT DRAM REWRED 1.) ALL TRUSSES (WGLID(N6 TRUSSES UNDER VALLEY FRAMDIG MAT DE COMPLETELY OECKEO OR REFE TO DETAIL YIDS FOR ALTERNATE DRALM REdAREMENTS 3) ALL VALLEYS ARE TO DE G"EMIONALLY FRAMED DY GUILDER 4.) ALL TRUSSES ARE PES16NEO FOR 7 0c MAXIMUM SPAMN6. LKE% OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6.LI&E% 01HERW15E NOTED. 6) 5Y41 TRUSSES MUST DE WALLED WITH THE TOP DEIN6 UP. 7.) ALL ROOF TRU% HANGER5 TO OE SIMP50N HTU26IRLE55 OTHERWISE NOTED. ALL FLOOR TRU% HANGERS TO DE WSON THA422 UFLE% OTHERWISE NOTED 0.) OEAMIHEAOERILIMEL (IDR) TO DE FIURNISHEO DY ftUER. SHOP DRAWING APPROVAL 7105 LAYOUT K THE 50.E S011R6E FOR FADRICATION OF MWS AND VOD$ ALL PREVIM AROITECII M OR ME TOM LAYOUTS REVIEW AND APROVAL OF THS LAYOUT NSF DE RECEWED GEFORE ANY 10%E5 WILL OE CULT. VERIFY ALL OTDIfW* TO MICE AfiWf MKS THAT WILL RESULT w EXTRA CHARGES TO YOU Fq-ta hhal Wu Mea Builders FirstSource Orlando PHONE: 407-651.2100 FAX. 407-051.7111 Plant City PHONE. 013-75Q•5Q51 FAX. 613-752-1532 Taylor Morrison Homes Westminster B Lot xx Fuaer 3-13-17 Rick J0 II Ulm I m m I - — J01 m m J029 Im J02 m v' m X26 m J01 m m II II II 11 Nm Im I N m X28 m ICD m J02 m I R29 J039 R30 R31 R32 L R33 R34 m r` R34 R33 R3210m RLI R47 J03 Im X35 m J02 I ti J01— Im m mII -1 I II II I i R36 m mm R37 R38m m R39 R40 = J03 dei m m IR41 J02 m R42cn mm cu_ m m u= —J01 I II l JI3 m m m II 11 II II 1 IN 8-0-0 11-8-0 10-4-0 30-0-0 0NVOING 0 SANF R F'AR Beam List FBOt 2 -Ply 1-3/4" x 16" LVL 10'-0" FB02 2 -Ply 1-3/4" x 20" LVL 17'4" FB03 2 -Ply 1-3/4" x 20" LVL 22'-0" 6EARW6 HEIGHT 56HEPULE 9, -4- 19' -3/4 - Hanger 419. -3/4 - Hanger List H1 HTU26 H2 THA422 NOTE5: L) REFER TO HID 91(RECOMAENDATION5 FOR HMALIN6INSTALLATION AMP TEMPORARY GRAGIN6) REFER TO EN61NEECED DRAWWfh FOR PERMANENT DRAM REWRED 1.) ALL TRUSSES (WGLID(N6 TRUSSES UNDER VALLEY FRAMDIG MAT DE COMPLETELY OECKEO OR REFE TO DETAIL YIDS FOR ALTERNATE DRALM REdAREMENTS 3) ALL VALLEYS ARE TO DE G"EMIONALLY FRAMED DY GUILDER 4.) ALL TRUSSES ARE PES16NEO FOR 7 0c MAXIMUM SPAMN6. LKE% OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD DEARIN6.LI&E% 01HERW15E NOTED. 6) 5Y41 TRUSSES MUST DE WALLED WITH THE TOP DEIN6 UP. 7.) ALL ROOF TRU% HANGER5 TO OE SIMP50N HTU26IRLE55 OTHERWISE NOTED. ALL FLOOR TRU% HANGERS TO DE WSON THA422 UFLE% OTHERWISE NOTED 0.) OEAMIHEAOERILIMEL (IDR) TO DE FIURNISHEO DY ftUER. SHOP DRAWING APPROVAL 7105 LAYOUT K THE 50.E S011R6E FOR FADRICATION OF MWS AND VOD$ ALL PREVIM AROITECII M OR ME TOM LAYOUTS REVIEW AND APROVAL OF THS LAYOUT NSF DE RECEWED GEFORE ANY 10%E5 WILL OE CULT. VERIFY ALL OTDIfW* TO MICE AfiWf MKS THAT WILL RESULT w EXTRA CHARGES TO YOU Fq-ta hhal Wu Mea Builders FirstSource Orlando PHONE: 407-651.2100 FAX. 407-051.7111 Plant City PHONE. 013-75Q•5Q51 FAX. 613-752-1532 Taylor Morrison Homes Westminster B Lot xx Fuaer 3-13-17 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: TB0098 - MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0098 Model: Westminster B Lot/Block: 98 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014[TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date No. Seal# Truss Name Date 1 1 T10641377 1 C01 3/14/17 118 IT10641394 F13 3/14/17 12 1 T1 0641 378 1 CO2 13/14/17 119 1 T10641395 I HR01 13/14/17 1 13 1 T1 0641379 1 CO3 13/14/17 120 1 T1 0641 396 1 HR03 13/14/17 4 1 T10641380 1 C04 3/14/17 21 IT10641397 HR04 3/14/17 5 1 T10641381 C05 3/14/17 22 IT10641398 J01 3/14/17 6 T10641382 F01 3/14/17 23 IT10641399 J02 3/14/17 7 T10641383 F02 3/14/17 24 IT10641400 J03 3/14/17 18 I T10641384 I F03 13/14/17 125 I T10641401 I J04 3/14/17 1 19 I T1 064 1 385 1 F04 1 3/14/17 126 I T10641402 I J07 13/14/17 1 110 I T10641386 I F05 1 3/14/17 127 I T10641403 I J08 3/14/17 I 111 1 T106413871 F06 1 3/14/17 128 I T10641404 I J09 13/14/17 1 112 I T106413881 F07 1 3/14/17 129 I T10641405 I J10 13/14/17 1 13 T10641389 F08 3/14/17 130 T10641406 J11 3/14/17 114 1710641390 I F09 13/14/17 J31 I T10641407 I J12 13/14/17-1 115 1 T10641391 I F10 3/14/17 32 IT10641408 J13 3/14/17 16 T10641392 1 F11 3/14/17 133 I T10641409 I J14 13/14/17 117 I T10641393 I F12 13/14/17 134 1 T10641410 I R01 13/14/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. J,,LpING SP, NFORO FPAIR 2 1a 00 j ER P. No A2 9 ' 73•' STATE OF :•W T • A. O R 1 O P CNS,. i i•• •. ..... Walter P. Rnn PE No.22639 Mlrek USA. Inc. R Cert 6634 6904 Parke East Blvd. Tampa Ft. 33610 Date: March 14,2017 Finn, Walter I of 2 RE: TB0098 - Site Information: Customer Info: Taylor Morrison Project Name: TB0098 Model: Westminster Lot/Block: 98 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# ITruss Name I Date 35 1 T10641411 R02 3/14/17 136 1 T106414121 R03 13/14/17 1 137 1 T1 0641413 1 R04 13/14/17 1 138 1 T1 0641414 1 R26 13/14/17 J 139 1 T106414151 R27 13/14/17 I 140 1 T1 0641416 1 R28 13/14/17 1 141 1 T1 0641417 1 R29 13/14/17 1 142 1 T1 0641418 1 R30 13/14/17 1 143 1 T1 0641419 1 R31 13114/17 1 144 1 T1 0641420 1 R32 13/14/17 1 145 1 T10641421 1 R33 13/14/17 1 146 1 T1 0641422 1 R34 13/14/17 1 147 1 T106414231 R35 13/14/17 J 148 1 T10641424 1 R36 13/14/17 I 149 1 T10641425 I R37 13/14/17 1 150 1 T106414261 R38 13/14/17 1 151 1 T10641427 1 R39 13/14/17 1 152 1T106414281 R40 13/14/17 1 153 1 T1 0641429 1 R41 13/14/17 1 154 1 T106414301 R42 1 3/14/17 1 155 1 T10641431 1 R46 13/14/17 56 1 T1 0641432 1 R47 13/14/17 157 I T10641433 I V01 13/14/17 J 158 1 T10641434 1 V02 13/14/17 I 2of2 Job russ russ type a In= system. Below uso. the btilding deslgnet mini vedy the c"AlcabllN of design parameters and properly hcorporato lhh design Into the overall btiding design. Brachg Indicated h to pevent budding of Individual truss web and/ot chord members only. Additional lemporary and permanent txcrJng r V ca cv r Y Y 1 Tampa, FL 33610 TB0099 COt GABLE ounuers rnsravurce. —V.. rwm —Y.rvnvu uuwv 01,-8 7 710641377 t t Li Reference (optional) 7 640 s Apr 19 2016 Mirek Indusvies. Inc. Tue Mar 14 09 29:48 2017 Page 1 ID:bOFSSVOJweu2Xt71a4Pv18ZbOUN-Cp7hgZSMxknugEVM1?cJi4fW?BT010C---.----. - 0-,48 Scale = 1.24.4 8 9 10 11 12 13 20 19 18 17 LOADING (psi) SPACING 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa Na 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 14 We rVa BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 74 Ib FT = 204bF, 11%E LUMBER- BRACING TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purtins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(tlal) REACTIONS. All bearings 14-10-8. lb) - Max Grav All reactions 250 Ib or less at joint(s) 26, 14, 20, 21, 22, 23, 24, 25, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)'This manufactured product is designed as an individual building component. The suitability and use 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 - Verly dedgn paranrefam and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE UP -7473 rev. 18932015 BEFORE USE. rrrrrrr w l4 w rt s Deslvt valid for use only with Mllek® connectors. this design Is based only upon Ixaamelers shown. and Is lot an IndNkAal bulding component, not a In= system. Below uso. the btilding deslgnet mini vedy the c"AlcabllN of design parameters and properly hcorporato lhh design Into the overall btiding design. Brachg Indicated h to pevent budding of Individual truss web and/ot chord members only. Additional lemporary and permanent txcrJng r V ca cv r Y Y 1 Tampa, FL 33610 7 710641377 t t Li Reference (optional) 7 640 s Apr 19 2016 Mirek Indusvies. Inc. Tue Mar 14 09 29:48 2017 Page 1 ID:bOFSSVOJweu2Xt71a4Pv18ZbOUN-Cp7hgZSMxknugEVM1?cJi4fW?BT010C---.----. - 0-,48 Scale = 1.24.4 8 9 10 11 12 13 20 19 18 17 LOADING (psi) SPACING 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) rVa Na 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(TL) 0.00 14 We rVa BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 74 Ib FT = 204bF, 11%E LUMBER- BRACING TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purtins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(tlal) REACTIONS. All bearings 14-10-8. lb) - Max Grav All reactions 250 Ib or less at joint(s) 26, 14, 20, 21, 22, 23, 24, 25, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)'This manufactured product is designed as an individual building component. The suitability and use 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 - Verly dedgn paranrefam and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE UP -7473 rev. 18932015 BEFORE USE. Deslvt valid for use only with Mllek® connectors. this design Is based only upon Ixaamelers shown. and Is lot an IndNkAal bulding component, not a In= system. Below uso. the btilding deslgnet mini vedy the c"AlcabllN of design parameters and properly hcorporato lhh design Into the overall btiding design. Brachg Indicated h to pevent budding of Individual truss web and/ot chord members only. Additional lemporary and permanent txcrJng MiTek' Is always rogrdred for stalAilly and to prevent collgxe wllh possible lorsonal Initay and poperly damage. rot genial guidance regadlng the fabticallom slaage. delivery. erection and bracing of misses and buss systems, seeANSI/iPll QWIy Cdtetla, DSB-89 and IICSI Mating Cotnponenl 6904 Parka East Blvd. Safety Information ovallable from (russ Rate institute. 218 N. lee Sheet, Supe 312. Alexa dFlo. VA 22314. Tampa, FL 33610 Job russ Truss Type IY Fly 710641376 M iTek' TB0098 CO2 GABLE t 1 Job Reference (optional) e.:_ «< 7 AAO s Anr le 2016 MTek Industries. Ine. Tue May 14 09.29:48 2017 Pace 1 D -W. rus.ouumv, ,mrya, r.a... ...p. rrv..w vw..,. ID:bOF6SVOJwew2Xf71 a4Pv18zbOUN•Cp7hgZSMxknugEVMt?cJi41 W 3BTz10DeC14eCazb44n 0}7,(e Scale = 1:19.6 1 2 3 4 5 6 7 8 9 10 1 I 22 i I 21 i r 20 19 18 17 16 15 14 13 12 11 LOADING(psQ SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) rVa n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n1a n1a BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 58 lb FT = 20%F, 11016E 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 2x4 SP No.3(flal) BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(llat) REACTIONS. All bearings 11-11.4. Ib) - Max Grav All reactions 250 Ib or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (Ib) - Max. CompJMax. 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 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.' WARNWG • Verify dodpn panmaron end READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MII.7473 rov. 140MI S BEFORE USE Design valid for use only VAth WOO connectors. IM design Is basad only upon parameters shown. and Is for an individual bxAtltrng component. rat o huss system. Before tae. the tx&cbV desdgnoi must vorily the applicc"ity of design parameters and Ixopedy Incorporate title dosign Into IM overall txAding design. Bracing Indicated 1s to prevent b uclifing of Individual truss web aril/or chard members only Additional lemporary and permanent txachng M iTek' is always ie"od for stal78lly and to prevent collarm wllh poslAe personal k"y and properly damage. For general guidance regarding the lalxkatbn. storage. delivery. eiecllon and Ixaehng of tnaws and Inns syslems. seeAN$U`IPl1 Quality Criteria, DSB-89 and 11CS1 BuBdhng Component 6804 Parke East Blvd. Safety Information avallahle from truss Plate Institute. 218 N. lee Street. Srdte 312, Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type Ury Ply o Inns system. Before use, the 1ANding designer must verity the opplicabllty of design paramelers and properly Incotpaote this design Into the overall IxBding design. ®acing Indicated Is to rxevenl lxtckting of Individual inns web anti/a chord members only. Additional temporary and ponnanent bracing WOW B always required for stab611y and to prevenl cdkpse with possible personal tryrry and property damage. Fon general guidance regoting fine lobrkall m, slotogu. delivery. etectlon and bracing of 111tss05 and Intl systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallable from truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tonga. FL 33610 710641379 700096 CO3 GABLE 1 Y Y Y Job Reference o tonal Y Y 7 can s A-! to 7ntc MT.k Ind,m,i•. lee T.. Mer 14 02-29 49 2017 Paoe 1 omoms rasiavwce. Kenya, rwm vv7.rw.wv vwvv _.__. . .___._._.... ID:bOF6SVOJwew2X171 a4PvlezbOUN-g7h42vS_i2vlRO.4YD17YE IChmbpDmTRnR PgBkOzb44m 0M Scale = 1:19.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.08 Vert(LL) n1a n1a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.OD BC 0.01 Vert( L) We Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 We n1a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 57 Ib FT = 2046F, 1140E LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlat) 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 11-6.8. Qb) - Max Grav All reactions 250 Ib or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (Ib) - Max. CompJMax. 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 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 100.0 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.' 0 WARNING - Verify de0irn penmefon end READ NOTES ON TMS AND INCLUDED M/IEK REFERANCE PAGE 49F7473 rov. ffYD W I S BEFORE USE. Design vdkl lot use only vAlh MllekS corvxictois. Itis design Is based only upon rwtameters shown. and Is fa an individual building component. nor o Inns system. Before use, the 1ANding designer must verity the opplicabllty of design paramelers and properly Incotpaote this design Into the overall IxBding design. ®acing Indicated Is to rxevenl lxtckting of Individual inns web anti/a chord members only. Additional temporary and ponnanent bracing WOW B always required for stab611y and to prevenl cdkpse with possible personal tryrry and property damage. Fon general guidance regoting fine lobrkall m, slotogu. delivery. etectlon and bracing of 111tss05 and Intl systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallable from truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tonga. FL 33610 Y Y 11 Y Y Y Y Y YY I w w w w w w wmin LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 1.00 TC 0.08 Vert(LL) n1a n1a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.OD BC 0.01 Vert( L) We Na 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 We n1a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 57 Ib FT = 2046F, 1140E LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlat) 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 11-6.8. Qb) - Max Grav All reactions 250 Ib or less at joint(s) 20, 11, 19, 18, 17, 16, 15, 14, 13, 12 FORCES. (Ib) - Max. CompJMax. 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 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 100.0 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.' 0 WARNING - Verify de0irn penmefon end READ NOTES ON TMS AND INCLUDED M/IEK REFERANCE PAGE 49F7473 rov. ffYD W I S BEFORE USE. Design vdkl lot use only vAlh MllekS corvxictois. Itis design Is based only upon rwtameters shown. and Is fa an individual building component. nor o Inns system. Before use, the 1ANding designer must verity the opplicabllty of design paramelers and properly Incotpaote this design Into the overall IxBding design. ®acing Indicated Is to rxevenl lxtckting of Individual inns web anti/a chord members only. Additional temporary and ponnanent bracing WOW B always required for stab611y and to prevenl cdkpse with possible personal tryrry and property damage. Fon general guidance regoting fine lobrkall m, slotogu. delivery. etectlon and bracing of 111tss05 and Intl systems, seeANSI/TPI l Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ovallable from truss Plate Institute. 218 N. Lee Street. Sulle 312, Alexandria. VA 22314. Tonga. FL 33610 Job Truss Truss Type Oty Fly a Miss system. Before use. bho bubding designer must verily the applicability of design pcaainelers and ptoloily Incorporale this design Into the overall bt6dktg design. Bracing 6ldlcaled Is to prevent b ucklIng of WKWA dal In= web aril/on chord members orgy. Additional temporary and permanent braCing WOW Is always iegt4red loo stalllllty and to piovent collapse vAlh pomble personal k*wy and property damage poi general 9tldance regaidInQ the Ic"Ica110n. storage. delfvery. eneCllon and brochtg of musses and Utrss syslenns sec-ANSVIPI I Cuatity CAlerlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalic"o from Muss Plate Institute. 218 N. Lee Sheet, State 312. Alexandria. VA 22314. Tampa. FL 3%10 710641380 780098 C04 GABLE t t Job Reference(optional) ID:bOF6SVOJwew2Xf71a4Pv18zbOUN-g9h42vS_12vlRO4YD17YEIChmbpDmTRnRPgBk, zb44m 0148 Scale = 1:23.3 1 2 3 4 5 6 7 6 9 10 11 12 26 25 24 23 22 21 20 19 18 17 16 15 14 13 IW LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate GOP 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 n/a 999 BCLL 0.0 Rep Stresslncr YES WB 0.03 Horz(TL) 0.00 13 Na Na BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 69 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(tlat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlat) 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(tlal) REACTIONS. All bearings 14-2.8. Ob) - Max Grav All reactions 250 Ib or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 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 face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 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. Vadty dedgn pararriefon and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rov. IGS MIS BEFORE USE Deskm valid lot use ordy W ih Mllek®conneclois. Ibtls despn 6 based only upon parameters shown. and Is loo an tldMdtxi buldfrtg component, not a Miss system. Before use. bho bubding designer must verily the applicability of design pcaainelers and ptoloily Incorporale this design Into the overall bt6dktg design. Bracing 6ldlcaled Is to prevent b ucklIng of WKWA dal In= web aril/on chord members orgy. Additional temporary and permanent braCing WOW Is always iegt4red loo stalllllty and to piovent collapse vAlh pomble personal k*wy and property damage poi general 9tldance regaidInQ the Ic"Ica110n. storage. delfvery. eneCllon and brochtg of musses and Utrss syslenns sec-ANSVIPI I Cuatity CAlerlo, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalic"o from Muss Plate Institute. 218 N. Lee Sheet, State 312. Alexandria. VA 22314. Tampa. FL 3%10 ob Truss Truss TypeNT10641381 CSI. ply PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 780098 COs Floor Supported Gable1 16 1 11 Rep Stresslncr YES WB 0.03 Horc(rL) 0.00 5 n/a n1a BCDL 5.0 Code FBC2014lrP12007 Job Relerence trona! vBuildersFostSource. Tompa. Plsra Cry. Florida 33566 7 640 s Apr 19 2016 MTek Induslrres. the Tue Mel 14 09 29 49 2017 age 1 I D:bOF6SVOJwew2Xf71 a4 Pv18zbOUN-g?h42vS_i2vlRO4YDj7YEIChnbpAmTRnRPgBkOzb44m Scale - 1:11.3 4-0.0 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n1a 999 BCLL 0.0 Rep Stresslncr YES WB 0.03 Horc(rL) 0.00 5 n/a n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 20 Ib FT = 20%F, 11%6E LUMBER- BRACING - TOP CHORD 20 SP N0.2(flat) TOP CHORD BOT CHORD 20 SP No.2(llat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 4-0-0. lb) - Max Grav All reactions 250 Ib or less at joint(s) 8, 5, 7.6 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)'This manufactured product is designed as an individual building component. The suitability and use 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 - Verily design parameters and READ NOTES ON r-Nls ANOWCLUDED M MK REFERANCE PAGE M67473 rov. 10032015 BEFORE USE valid la use orgy with Mllek®conneclois. lhls design Is based only W -,n Parameters stdxwn, and h rot an 6xllvkhgl building eomporxmt. not wtafrussyslern. Belore trw, the Ixdlding designer must verity the appllca1Alty of deslo n poramelers and properly hcorporole 8114 design into the overall building design. Bracing Indicated is to ptevenl buckling or Individual Inns web and/or chord members orgy. Additional temporary and permanenl btacing WOW 6 always re%dred for skilAlty and to prevenl collapse with possible personal hW and property, damage. For general guidance iega ding ane fabk:atkxn, storage. dollvery, erection and txact ng of Inrses and Intl systems. seuANSVFPI l Quality Criteria, DSB-89 and I1CSI Building Component 6904 Parke East Blvd. Safety Intormatlon avallaMe from Utas Rale 9 ilkile. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 omroere rnsraowce. rerrya, rram wy, r,v„oa o.oo 0.1.8 H114-0 17 16 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 ID:bOF6SVOJwew2Xf7184Pvl8zbOUN-SCESFFTcTM1c3XfknOennVlh? 12Vrmxg3ZkHTzb441 1.5x3 II 5 6 I. brS • 1:25.7 1.5x3 II 1.5x3 = 1 5x3 = 7 8 19 aT 18 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 ruse ruse We tY Ply BRACING - TOP CHORD 2x4 SP No.l (llaq TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(tlat) 710641362 ob BW98 F01 Floor 5 1 BOT CHORD 14-15=0/675, 13-14=0/1554, 12-13=0/1874, 11-12=0/1714, 10-11=0/1714, 9-10=0/651 WEBS 2-15=-1005/0, 2.14=0/681, 3-14. 664/0, 3-13=0/304, 4-12= 354/145, 7-9=-970/0, 7-10=0!729, 6.10=-872/0, 6-11=0/306 Job Reference (optional) omroere rnsraowce. rerrya, rram wy, r,v„oa o.oo 0.1.8 H114-0 17 16 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 ID:bOF6SVOJwew2Xf7184Pvl8zbOUN-SCESFFTcTM1c3XfknOennVlh? 12Vrmxg3ZkHTzb441 1.5x3 II 5 6 I. brS • 1:25.7 1.5x3 II 1.5x3 = 1 5x3 = 7 8 19 aT 18 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 CSI. TC 0.75 BC 0.61 WB 0.35 Matrix) DEFL. in (loc) Wall Ud Vert(LL) -0.22 12-13 >799 360 Vert(TL) -0.32 12.13 >537 240 Horz(TL) 0.03 9 n/a We PLATES GRIP MT20 244/190 Weight: 81 Ib FT = 200,16F, 110,16E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (llaq TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP M 31 (flat) end verticals. WEBS 2x4 SP No.3(tlat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 15=79810-7-4,9=798/0-74 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---112010,3-4=-175310.4-5=-171410,5-6=-1714/0,6-7=-1128/0 BOT CHORD 14-15=0/675, 13-14=0/1554, 12-13=0/1874, 11-12=0/1714, 10-11=0/1714, 9-10=0/651 WEBS 2-15=-1005/0, 2.14=0/681, 3-14. 664/0, 3-13=0/304, 4-12= 354/145, 7-9=-970/0, 7-10=0!729, 6.10=-872/0, 6-11=0/306 NOTES- (5) 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 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vwq dedyn pwanwtem and READ NOTES ON THIS AND INCLUDED UREK REFERANCE PAGE MF7473 rev. 100.32015 BEFORE USE. Design valid fa use orgy with Milelc0 conneclors Ihls design Is boson only upon parameters shown. and K for an hndlvkkral building component, nal a htm system. Before tae. the bxildlnp designer mtrsl verity the aprllk:obllty of design paanelersand properly hncorloroto Ih6 doslgn Into the overall btAdhlg doslgn. bracing Irxlicated Is to prevenl brckling or Individual In= web aril/or chord members orgy. Acldlkmd lemloraryaxl pormanenl Lvacing MiTek' Is always rec tuied for slablilty and to prevent collapse with possible personal 1Wy and property damage. For general gUkIC ce regarding the lubrication. storage. delivery. erection and bracing of trusses anti Inas systems. sm-ANSIMI I Quality Cdlerlo, DSB-89 and SCSI Bulidtng Component 6904 Parke Eost Blvd. Safety IMormation available hom Inns Plate Institute. 218 N. Lee Sttuel. Suite 312. Alexandria. VA 22314. Tarnpa. FL 33610 0.1.8 H1I 4-0 1.5x3 11 1.5x3 = 1.5x3 = 1 2 20 t9 3 ID:bOF6SVOJwew2Xf71 a4PvI8zbOUN-dOogSbUEEf9ThhExK8AWjHrMOH l EGz4ujJlpvzb44k Scale - 1:2e.2 3x6 = 3x6 11 6x8 = 7 8 9 10 1.5x3 11 06 = 1.5x3 II LOADING (psi) SPACING- rUSS Iruss type oty ply 710641363lob TB0098 F02 Floor 5 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Veri(TL) -0.28 15-16 >667 240 Job Reference Mthp2.. 0.1.8 H1I 4-0 1.5x3 11 1.5x3 = 1.5x3 = 1 2 20 t9 3 ID:bOF6SVOJwew2Xf71 a4PvI8zbOUN-dOogSbUEEf9ThhExK8AWjHrMOH l EGz4ujJlpvzb44k Scale - 1:2e.2 3x6 = 3x6 11 6x8 = 7 8 9 10 1.5x3 11 06 = 1.5x3 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Ven(LL) -0.19 15-16 >987 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Veri(TL) -0.28 15-16 >667 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.04 22 n/a Na BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 93 lb FT = 20916F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 20 SP No. 1(flat) end verticals. 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. (lb/slze) 18=85510-7-4.22=83210-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-122410,3-4=-1 942/0, 4.5=-2076/0, 5-6---207610,6-7=-1637/0, 7-8=-699/0, 8-9=-702/0, 9-10=-699/0 BOT CHORD 17-18=0!727, 16-17-0/1703, 15-16=0/2130, 14-15=0/2076, 13.1 4=012 07 6, 12-13-0/1256 WEBS 10.12-0/1005, 2-18— 1083/0, 2-1 7=01760, 3.17=-732/0, 3-16--0/366,4-16=-287/0, 4-15=-256t255,7-12=-830/0.7-13--0/582,6-13---708/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Bearing at jolnl(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 - Verfly doOirn psrem wv and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE UP -74173 rev. IW&2016 BEFORE USE. Design valk7 for use orgy vAth Mllek®conrxrctors. Ihls design Is baud orgy upon paranelors stvowx aid Is lot an k1dINW ial "ding component. not a htis system. Below use. the lxlldng doslgncH mini verily the appilcabllty, of design parainelors and ptorerly 6lcorpotato this dosign Into tho overall Addlibnd lomporary, and potrnanenl Ixactrlg WOWbtlldingdesign. Bracing Indicated Is to prevent budding of Individual iniss web and/a chord members oNy. Is always iecl lied lot stablilly and to prevent collapse wllh posse, personal b*zy and Ixoperty, damage. For general guklalce iegardltlg me Iatxlcallm storage. dellvery. etectlon and lxaclng of Inrses and finis system& seeANSI/1PI I Quality criteria. DSB-89 and BC51 Building Component 6904 Parke East Blvd. Safety Inlormatlon avaOalJle horn htm Plate Institute. 218 N. lee Street. Stile 312, Alexandria. VA 22314. Tmnpa. FL 33610 Job Truss Truss Type oty TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.26 14-15 >799 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(%) -0.39 14.15 >530 240 MT20HS 770647384 780068 F03 Floor 4 t Matrix) Weight: 98 Ib FT = 2MV, 11"bE LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except Job Reference(optional) Duma's nrarovurca. arrya. rww wy, nvnuu ouvvv 0.1.8 H 1 1-4-0 1.Sx3 II 1.5x3 = 1 5x3 = 1 21 20 4x6 = 3x4 = 1.5x3 II 30 = 2 3 4 5 ID:bOF6SVOJwew2X171 a4 Pvl8zbOUN-dOogSbUEEf9ThhExKSAWjHpAOJFEHk4uIJlpvzb44k 2-0.12 Scale . 1:30.3 3x4 = 1.5x3 II 4x6 = 4x6 = 30 II 6 7 a 9 10 30 = 4x6 = 3x8 MT20HS FP = 3x4 = 1 5x3 II 4x6 = 4x6 = 3x6 = 3x6 = LOADING (psf) SPACING- 2.0-0 Q CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.26 14-15 >799 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(%) -0.39 14.15 >530 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(fL) 0.05 11 We n1a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 98 Ib FT = 2MV, 11"bE LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2(flal) 'Except' end verticals. 11-16: 2x4 SP M 31 (flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 SP No.3(flal) REACTIONS. (lb(size) 19=951/0.7.4, 11=951/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1395/0, 3-4=-2292/0, 4-5=-2292/0, 5-6=-2626/0, 6.7=-2496/0, 7-8=-2496/0, 8-9=-1394/0 BOT CHORD 18.19-0/818, 17-18-0/1943, 16-17=(/2607, 15.16=0/2607, 14-15=02496, 13.14=02496, 12-13=0/1975,11-12--0/846 WEBS 2-19-1219/0, 2-18=0/882, 3-18=-837/0, 3-17=0/520, 5-17=-469/0, 6-15-192/362, 6-14-32313, 9-11-1231/0, 9-12=0/838, 8.12-1388/0, 8-13=0/902, 7-13=-402/0 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 3-10d (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 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.' WARNING. Verily dodyn porrmofas snd READ NOTES ON THIS AND WCLUDED M?EK REFERANCE GAGE M07473 rov. 1OWWIS BEFORE USE. Design valid for use only vAth Mllek®conneclas. IDLs design Is based only upon rrrameters shown. and Isla an individual blldtrsg component, not a bras system. Before rise. the building designer mint verity the cipplk;abllty of design parameters and propedy Incorporate this design Into the overall building design Bracing Indicated Is to prevent baucl4kig of Individual In= web and/or choral members only. Addllbnal temporary and permanent bactng WOW K always rewired for stability and to prevent collapse wllh possible personal Ill ry and property damage. For general guidance ieWdIng the k1Mk:allm storage, delivery, erection and bracing or hussos and tnrss systems. "ANSI/IPI l Quality Cdderlo. DSB-89 and SCSI Building Component 6604 Parke East Blvd. Safety Information ovallable from Trus Plale Institute. 218 N. lee Street. Sulte 312, Alexandria. VA 22314. Tonvo. FL 33610 o Builders F4biSource. Tempo, Piero Coy. Florida 33566 7.640 s Apr 19 2016 MTek Induslrres, ruse ruse Type Nply loc) Udell Ud PLATES GRIP 710641365 780098 F04 Floor 2 1 1.00 BC 0.14 Ven( L) -0.01 8 >999 240 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) I T Mo 4 09 29 51 2017 Poolnc. ue r 1 age ID:bOF6SVOJwevt2Xf7la4PvlBzbOUN-dOogSbUEEfeThhExKSAWIH EOSdEL84ujJlpvzb44k 04-0 1.4.0 , r i 2-0-0 r Scale _ 3x611 3x611 1.12.6 2 3 4 3x4 = 5 30 II 1.5x3 II 71. SX3 II 698 3x4 = 3x6 = 4Qp LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 Ven(LL) -0.01 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Ven( L) -0.01 8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horc(TL) -0.01 6 We n1a BCDL 5.0 Code FBC20141TPI2007 Matrix) Weight: 35 Ib FT = 20%, F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flaq TOP CHORD Structural wood sheathing directly applied or 5.7-8 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(11at) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 6=281/Meehanical, 1=281/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 11-8=00111,41-15=-311/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi-ngid 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) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily dodpn pammolom and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE UP -7473 »v. 18=201S BEFORE USE D&OW valid for use only vAlh MI lek0 con neelors. IhLt cieslgrl Is based orgy upon paamelers Shown. and Is for an Indlvkdual briding Component, not a Was system. Belpre use, the btillalng designer must verity the applicability of design parameters and property taaporale Ihh cleslgn Into the overall bt/dfrng design. Bracing Indk:olod IS to prevent bucking of IrKJWL S in= web and/or chard members orgy. Addillonal temporary and permanent tracJng WOW is always ret *ed for stability and to prevent collapse wllh possible personal "and property damage. For general guidance regadkng tine faMlcatlon. storogo. Oe very. erection and bracing of musses and Inrss systems. seeANSI/TPI I Quality Criteria, D58.89 and SCSI flulldi ng Component 6904 Parke East Blvd. Safely Information avallable from truss Rote InsllNte. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Torrpa. FL 33610 Job ruse Truss Typebly DEFL. in loc) Well Ud 710641386 780098 FOS Floor 1 t MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Veri(TL) -0.01 9 >999 240 Job Reference o tional 1 ....... - ,-- DY„YOg r„SIJVY/c0. uVu. rw.0 vnr. rv..v.awvv - - ID:bOF6SVOJwev 2Xt71 a4 PvIBzbOUN•SaMCgwVs_zHIW ro7urhFswgAcopdzoSE7N2rLLzb44t 0.4-0 14.0 , 1.11.8 , 0-4-0 II3x6II3x6II3x6II3x6 Scale: t'.1' 1 2 3 4 5 6 30 = 1.593 II 10 9 a 7 1.5x3 11 30 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Veri(LL) -0.01 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Veri(TL) -0.01 9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) -0.00 6 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 35 lb FT = 20°5F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llal) TOP CHORD Structural wood sheathing directly applied or 5.9.8 OC purlins, except BOT CHORD 2x4 SP No.2(Ilal) end verticals. WEBS 20 SP No.3(11at) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 1=276/0-3-8,6=27610-4-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. WEBS 1-9=0/301, 6.8=0/301 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1 Od (0.131' X 3•) nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between Inside of lop chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verfry dWpn perametora and READ NOTES ON THIS AND WCLUDED NREK REFERANCE CAGE UP -7073 rov. IM3201S BEFORE USE Design valid for use only with Mtlek® connectors. Irgs design Is based orgy upon geometers shown, and Is for a1 Individual holding component, not 0 0us system. Before use, the bxllding designer must verity We applicability of design peamelers and properly Incorlwrate this design Into the overall bxBdi ng design. Bracing Indicated h to prevent bttcldkng of In dMdual truss web and/or chard members only. Additional temporary and permanent bi Ing WOW Is always ieci lred for stalslllly and to prevent collapse with Ix SSQ`Ae personal injury and property damage. For general guidance regardlng the fabrication, n, storage. deflvwy. erection and tx0cing of tnrssos and Inas systems, seeAN51/M1 Quality Criteria. DSB-89 and SCSI Building Component 6904 Pmke East Blvd. Safety Information available train truss Plate institute. 218 N lee Street. Stile 312, Alexandria. VA 22314. Tampo. FL 33610 omrosrs nrsiwwce, arrya, rm.0 vol, r,vovv vuavv 04-0 1.4-0 11-1 3x6 II 34 it 30 = t 23 4 ID:bOF6SVOJwew2Xf71 a4 P'vl8zbOUN-SaMCgwV6_zHKJro7urhF6wg01obmzlhE7N2rLLzb441 2-0.8 3x4 = 5 1 5x3 II 30 = 6 7 Scale - 1:19.1 14 13 12 11 8 1.5x3 11 3x6 = 30 = 1.54 11 3x6 = I LOADING (psi) SPACING- 2-0.0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress; Incr YES BCDL 5.0 Code FBC2014/TP12007 Truss rubs Type N710641387 PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20%6F, 11%E LUMBER- BRACING - Is always tequlied for stability and to prevent collapse wllh posWe persond kr*wy and poperly damage. For general guldance regarding the fabrication storage. delivery, eiocflon and baelng of losses and Inst systems, seeANSIfFPI l Quality Criteria, DSB-89 and SCSI Sulld rig Component TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No 2(flat) ob B0098 F06 Floor 2 t REACTIONS. (lb(size) 9=583/Mechanical, 1=584/0-3.8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Job Reference (optional) omrosrs nrsiwwce, arrya, rm.0 vol, r,vovv vuavv 04-0 1.4-0 11-1 3x6 II 34 it 30 = t 23 4 ID:bOF6SVOJwew2Xf71 a4 P'vl8zbOUN-SaMCgwV6_zHKJro7urhF6wg01obmzlhE7N2rLLzb441 2-0.8 3x4 = 5 1 5x3 II 30 = 6 7 Scale - 1:19.1 14 13 12 11 8 1.5x3 11 3x6 = 30 = 1.54 11 3x6 = I LOADING (psi) SPACING- 2-0.0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress; Incr YES BCDL 5.0 Code FBC2014/TP12007 CSI. TC 0.83 BC 0.98 WB 0.32 Matrix) De*p vaikl for use only with Mllek® connectoes 11* design Is bMOd orgy urns paameten shown. arid Is lot an hdVkM d brAding component. not DEFL. in (loc) Well Ud Vert(LL) -0.14 11-12 >907 360 Vert(R) -0.20 11-12 >632 240 HOfz(TL) -0.04 9 rVa We PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20%6F, 11%E LUMBER- BRACING - Is always tequlied for stability and to prevent collapse wllh posWe persond kr*wy and poperly damage. For general guldance regarding the fabrication storage. delivery, eiocflon and baelng of losses and Inst systems, seeANSIfFPI l Quality Criteria, DSB-89 and SCSI Sulld rig Component TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No 2(flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb(size) 9=583/Mechanical, 1=584/0-3.8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-472/0, 2.3=-439/0, 3-4=-472/0, 4-5=-929/0, 5-6=-919/0, 6-7=-919/0 BOT CHORD 12-13=0/839,11-12=0/919,10-11=01919.9-10--0/492 WEBS 1-13-0/672, 4-13=-546/0, 7-9=-715/0, 7-10=0/649, 6-10=-338/0 NOTES- (7) 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 lastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING. Vorlfy dedgn pantnWrirs and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MV -7473 row. IM2015 BEFORE USE De*p vaikl for use only with Mllek® connectoes 11* design Is bMOd orgy urns paameten shown. arid Is lot an hdVkM d brAding component. not a Suss systern. Berm use, One building designer must verity the mAlcab11N of design parameters and properly I ncorporato alis design Into the overcill building design. ®acing OWk:oled Is to provont buckling of Individual tris web and/a chord members only. Addlibnal temporary and permanent bracing WOW Is always tequlied for stability and to prevent collapse wllh posWe persond kr*wy and poperly damage. For general guldance regarding the fabrication storage. delivery, eiocflon and baelng of losses and Inst systems, seeANSIfFPI l Quality Criteria, DSB-89 and SCSI Sulld rig Component 6904 Parke East Blvd. Safely Information available from buss Plate Institute. 218 N. lee Slreel. Suite 312. AlexancLlo. VA 22314. Tampe. FL 33610 Job Truss Truss TWOy710641369 CSI. TC 0.39 BC 0.27 WB 0.22 Matrix) DEFL. in Vert(LL) -0.03 Vert(I.) -0.05 Horz(TL) 0.02 loc) I/dell Ud 9-10 >999 360 9-10 >999 240 6 rVa We PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20%F, 11%E LUMBER- 6904 Parke East Blvd. BRACING - IJ:Reference TOP CHORD 20 SP N0.2(flat) T80098 F07 Floor t t end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. option at vv,nn,a rue.avm..o. .rnyu, r,mn—Y. —...-- 12 Ill 0-t-8 I -i 1.4.0 ID:bOF6SVOJwew2xf71 a4 Pv18zbOUN-ZnwatG W UIHPAw?NJSYCU P8NHuC60fEYNM t oPtnzb44i 1.9-12 0I4-0ir 1.5x3 II 1.50 II 230 = 3 36 II 3x6 II 4 5 6 30 = Scale . 1:13.9 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 FBC2014ITP12007 Design valid for use only vAth MllekO connectors. ani design Is based only upon parameters shown. and Is lot an Individual twldkng component, not CSI. TC 0.39 BC 0.27 WB 0.22 Matrix) DEFL. in Vert(LL) -0.03 Vert(I.) -0.05 Horz(TL) 0.02 loc) I/dell Ud 9-10 >999 360 9-10 >999 240 6 rVa We PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20%F, 11%E LUMBER- 6904 Parke East Blvd. BRACING - Tampa. FL 33610 TOP CHORD 20 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 6=341/0.4.0, 10=341/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-321/0,3-4=-321/0,4-5=-355/0,5-6---321/0 BOT CHORD 8-9=0/321 WEBS 5-8---27310,6-e=0/458,2-10=-36610 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Serol -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Ver11y design parameters and READ NOTES ON THIS AND WCLUDED UITEN REFERANCE PAGE 4167473 rev. 1410MI5 BEFORE USE. Design valid for use only vAth MllekO connectors. ani design Is based only upon parameters shown. and Is lot an Individual twldkng component, not a hues system. Before use, the building designer must verily the a1:INkablity of design paaneters and properly Incofporale this design Into the overall IxRding doslgn. Bracing bxlkaled Is to prevent bucklingng of Individual Russ web and/of chord members only. Addllkxwl lemporary and permanent brachV WOW is always rest lied for stability and to prevent collapse with possible personal enhiy and Iroperty damage. Fa general guidance regarding the kAxkallon. slaage, delivery, erection and bracing of misses and In= sysloms. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI BuBGing Component 6904 Parke East Blvd. Satiety Information avallabte Dom Truss Role institute. 218 N. tee Sheol. Stile 312, Alexarxfrlo. VA 22314. Tampa. FL 33610 Job Budden FiratSource, Tonga. Plant Cdy. Flondo 33566 7.640 a.q...e W..o m.. On 1110. — ' ..o "..' " --"" Truss Truss Type Qty Ply Tt064t389 TB0098 FOB Floor Girder 1 1 Lumber DOL 1.00 BC 0.22 BCLL 0.0 Rep Stress Incr Job Reference o tional Po v ID:bOF6SVOJwew2Xf71 a4 PvlBzbOUN-ZnwatGW UIHPAW?NJSYCUP8NKhC7giGeNM1 oPtnzb44i 1.4.0 30 = 0.7.3 i - i 1 30 II 2 3 30 = 4 30 II Scale - 1:10.0 3x6 = 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 TCDL 100 Lumber DOL 1.00 BC 0.22 BCLL 0.0 Rep Stress Incr NO WB 0.08 BCDL 5.0 Code FBC2014/rP12007 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.01 5-6 >999 360 Vert( L) -0.01 5.6 >999 240 Horz(TL) 0.00 5 We n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2(ilal) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP N0.3(flat) BOT CHORD REACTIONS. (Ib/size) 8=498/0-3.8, 5=315/0.3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-276/0,2-3=-265/0 BOT CHORD 7-8=0/265,6-7=0/265,5-6=0/265 WEBS 2-8=-348/0, 3-5=-348/0 PLATES GRIP MT20 244/190 Weight: 28 lb FT = 20%, F, 11%E Structural wood sheathing directly applied or 4.0.3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 3.1 Od (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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pill Vert: 5-a=-10, 1-4=-100 Concentrated Loads (Ib) Vert: 1=-218 3=-181 Q WARNING- Vertry ded9n pararrWov and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE UP -7473 m•. 180MIS BEFORE USE Design vaikf for use orgy wen MllekO connectors. Ibis design E based only upon pwamelers shown, and Is for an Individualividual bdiclknp component not a lura system. Belore use. the lx/Idkng deslgnel must vedty the aWIcul lily of design paamelers and prOPorly lncogwrate lhis design Into Iho overall Additional lemporary and permanent bracing MOWlxBdngdcr4nBracingIndicatedKtopreventbucklingofIndWudtrisweband/or chord members only. is always iecaired to stability and to prevent collapse wllh possible personal kYray and property damage. For general guidance regarding the folAcollon, storage. delivery. erection and bracnng of trusses and Inra systems. seeANSIMI l Quality Criteria. DSB-89 and SCSI Building Component 6904 Pork* East Blvd. Solely Information availoble nom buss Plato Institute. 218 N. lee Sneer. Suite 312, Alexoncido. VA 22314. Tempo. FL 33610 Job IncT rBuildersFostSource. Tompo. Plant Coy, Florida 33566 7.640 s Apr 19 2016 MRek Industries. ue Truss Truss TmbT10641390 a bus system. Before tiso. the Ixtdlng designer must verity the alxpilcab111y of design paameters and properly trncorpor0b title design Into the overall Ixiding design. ®acing indkated Is to prevent budding of bndNkAral truss web and/ot chord members only. Addlllaxi temporary and permanent bracing 780098 F09 Floor Girder t 1 Job Reference (optional) PaMa140929542017P 1 ID:bOF6SVOJwew2Xf71 a4Pvl8zbOUN-1 zUz5cW 7W aY 1 YByW OGjlxLvLrcTpRrjW ahXyOEzb44h 1.4.0 3x4 = 0.4.8 1 30 Ir 9 2 3 30 = 10 4 30 II Scale. 1:10.0 3x6 = 3x6 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.01 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.24 Vert(TL) -0.01 5.6 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 27 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 3.9-8 Oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 8=760/0-3-8, 5=619/0.3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-33310,2-3=-502/0 BOT CHORD 7-8=0/502,6-7=0/502,5-6=0/502 WEBS 2-8=658/0, 3-5=-65810 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1Od (0.131' X 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.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5.8=-10, 1-4=-100 Concentrated Loads (Ib) Vert: 9=-506 10=-483 Q WARNING. Verily design par4rnstere and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M67473 rev, H UMPIS BEFORE USE Design valkl lot use orgy wllh Mllek® connectors. This design Is based only upon prvamefors shown. and Is lot an txlNkkal building component, not a bus system. Before tiso. the Ixtdlng designer must verity the alxpilcab111y of design paameters and properly trncorpor0b title design Into the overall Ixiding design. ®acing indkated Is to prevent budding of bndNkAral truss web and/ot chord members only. Addlllaxi temporary and permanent bracing WOW is always regtUed lot sk*Ally and to prevent collapse wllh possible personal hpry and property damage. Far general gtidanco tegasdbng 9ne IabrIcallm storage. delivery, erection and bracing of fnisses and Intl systems. seeANSI/TPI I Quality C4terta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avaltable from bus Mate Institute. 218 N. Loo Skeet. Sulte 312, Alexandria. VA 22314. Tarrtpa. FL 33610 o...w.e r u e.vvv.— .—V.. rw... v..r. I ---- 0.1.8 HI 1.4-0 I 4x6 = 1 2 2 2 ID:bOF6SVOJwew2Xf71 a4Pv18z6OUN-1 zUzSc W7W aY I Y9yWOGjjxLvMAcHxReMW ahXyOEzb44h f 2.2.12 i 4x6 = 30 = 30 = 3x4 = 3 4 5 6 7 oi.8 Scale'. 1:36.9 30 = 3x6 FP = 4x6 = 4x6 = 8 9 10 11 12 13 30 = 4x6 = 3x8 MT20HS FP = 3x4 = 30 = 4x6 = 4x6 = 3x4 = 4x6 = 1 5x3 SP = 28 9 27 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 puss rUSb ype N LUMBER- BRACING - 770641391 Job 780098 F10 Flow 2 1 14.21: 20 SP M 31 (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: 20-22. Reference bona) o...w.e r u e.vvv.— .—V.. rw... v..r. I ---- 0.1.8 HI 1.4-0 I 4x6 = 1 2 2 2 ID:bOF6SVOJwew2Xf71 a4Pv18z6OUN-1 zUzSc W7W aY I Y9yWOGjjxLvMAcHxReMW ahXyOEzb44h f 2.2.12 i 4x6 = 30 = 30 = 3x4 = 3 4 5 6 7 oi.8 Scale'. 1:36.9 30 = 3x6 FP = 4x6 = 4x6 = 8 9 10 11 12 13 30 = 4x6 = 3x8 MT20HS FP = 3x4 = 30 = 4x6 = 4x6 = 3x4 = 4x6 = 1 5x3 SP = 28 9 27 LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2014/TP12007 CSI. TC 0.80 BC 1.00 WB 0.57 Matrix) DEFL. in (loc) Well Ud PLATES Vert(LL) -0.30 19-20 >866 360 MT20 Ven(TL) -0.46 18.19 >558 240 MT20HS Horz(TL) 0.09 14 Na rVa Weight: 121 Ib GRIP 244/190 187/143 FT = 20%F, 11S*E LUMBER- BRACING - a $run system. Before use. The biding designer must verify The applicability of design polanelers and rxololly Incorporole 0th design Into The ovwdl building design. ®acing Indicated Is to prevent buckltrtg of Individual Truss web and/or chord members only. Addibnd lemporary and permanent bracing M iTek' TOP CHORD 2x4 SP No.2(I131) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No.2(flat) *Except* end verticals. 14.21: 20 SP M 31 (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: 20-22. REACTIONS. (Ib/size) 14=1184/0-7-4,24=1184/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1805/0, 3-4=-3124/0, 4.5=-3124/0, 5-6=-3862/0, 6-7=-4110/0,7-8=-386210, 8-9=-312310,9-10=.3123/0, 10-11=-3123(0,11-12=-1805t0 BOT CHORD 2324=0/1028, 22-23=0/2555, 21-22=0/3609, 20-21=0/3609, 19-20=0/4110, 18-19=0/4110, 17-18-0/4110, 16-17=0/3609, 15-16_=0/2556, 14-15=0/1028 WEBS 2-24=-1 532/0, 2-23=0/1187, 3-23=-1147/0, 3-22=0/847, 5-22=-723/0, 5-20=0/511, 6-20=-672t68, 6-19=-223f260,12-14=-1 53210.12.15=0/1187,11-15_1148/0, 11-16=0/845,8-16=-725/0,8-17--0/511, 7-17=-672169,7-18=-224/260 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 21 = 11 % 5)'Semi-rigid pltchbreaks 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 3-10d (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.' Q WARNING. Va ly deOgn puunoton and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD -7473 ray. 140MI S BEFORE USE. Design valid for use only with Wlek® conneclors. This design Is based orgy up:xn roramelers shown, and is for an Individual building component. not a $run system. Before use. The biding designer must verify The applicability of design polanelers and rxololly Incorporole 0th design Into The ovwdl building design. ®acing Indicated Is to prevent buckltrtg of Individual Truss web and/or chord members only. Addibnd lemporary and permanent bracing M iTek' h always recluUed for slalbUlly and to prevent cdlatxse vAth IossM personal k1My and property damage For general guidance regadng tho fabrkatlon storage. delivery, erecllon and bracing of TnAses and Truss systam& seeAN$lflPl t Quality Criteria, DSB-89 and SCSI Building Component 6904 Pak& East Blvd. saf9ty IMormatlon avdlobte from Truss Rate Inslitule. 218 N. lee Street. Sulle 312. Alexandria. VA 22314. Tor po. FL 33610 Job russ Truss Type Qty Ply a fitrss system. Defeo uso, the rxdldlng dosigm-i mtrsl vedly the apptiGabllty of design parameters and properly Ineapbrale thk design Into the overall Ixyding design. Bracing Indicated is to prevent bucldtng of Indlvldtai Iruss web and/or chord members only. Additional temporary and permanent brocing MiTek' b always required los sidllllly and to prevent collapse with possible personal InKry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of lnlsses and inns systems, smANSI/TPI I Ouallly Criteria, DSR -89 and SCSI IWBdMg Component 6904 Parke East Blvd. Plate Offsets (X,Y)-- 16.0-1-8 Edged 17.0.1-8 Edciel 71061/392 7130098 Fit Floor 8 1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Job Reference Lona ounvms rnwwmw..—W.. 1-11. vnr, rvovu vwvv 0.1-6 H 1H4-0—I 1 2 2 4x6 = 2 ID:bOF6SVOJweN2Xf71a4Pv18zbOUN-V92LIyXIHuguAJXiZzEyUZSXz?dCA3dgpLHVygzb44g 2I— -8 4x6 = 30 = 3x4 = 30 = 3 4 5 6 7 0-.8 SIU4:11 36.9 3x4 = 34 FP= 4x6 = 4x6 = 8 9 10 11 12 13 30 = 4x6 = 34 MT20HS FP = 3x4 = 30 = 4x6 = 4x6 = 3x4 = 06 =1.5x3 SP= 28 q9 27 LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD BOT CHORD 2x4 SP No.2(llal) *Except' 14-21: 2x4 SP M 31(Ilal) BOT CHORD WEBS 20 SP N0.3(tlal) REACTIONS. (lb/size) 14=1183/0.7.4, 24=1183/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-180310. 3-4=-3120/0,4-5=-3120/0.5-6---3856/0, 6-7=-4102/0,7-8=-3856(0, B-9=-311810, 9-10=-31 18/0, 10.11=-3118/0,11-12=- 1803(0 BOT CHORD 23-24=0/1027, 22-23=0/2552, 21-22=0/3604, 20-21=0/3604, 19-20=014102,18-19=0/4102, 17-18=0/4102,16-17--0/3604,15-16=0/2553,14-15--0/1027 WEBS 2-24=-1 531/0, 2.23=0/1186, 3-23=-1146/0, 3-22=0/845, 5-22=-721/0, 5-20=0/509, 6-20=-669/69, 6.19= 223/259, 12-14_ 1530/0, 12-15=0/1186, 11-15=-1146/0, 11-16=0/843, 8.16=-723/0, 8.17=0/509, 7-17=-669/70, 7-18=-224/259 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2.2-0 oc bracing: 20.22. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at Joint 21 = 11% 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 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) 'This manufactured product is designed as an Individual building component. The suitability and use 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 dodyn paromaton and READ NOTES ON THIS AND INCLUDED NIFEK REFERANCE PAGE 11,11167,173 rev 109MIS BEFORE USE Design valid lot use only with Wlek9 connectors Ins design Is based only upon poanelers shown, and Is for an Individual folding cornponenl. not 21.10.8 a fitrss system. Defeo uso, the rxdldlng dosigm-i mtrsl vedly the apptiGabllty of design parameters and properly Ineapbrale thk design Into the overall Ixyding design. Bracing Indicated is to prevent bucldtng of Indlvldtai Iruss web and/or chord members only. Additional temporary and permanent brocing MiTek' b always required los sidllllly and to prevent collapse with possible personal InKry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of lnlsses and inns systems, smANSI/TPI I Ouallly Criteria, DSR -89 and SCSI IWBdMg Component 6904 Parke East Blvd. Plate Offsets (X,Y)-- 16.0-1-8 Edged 17.0.1-8 Edciel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Verl(LL) 0.30 19-20 873 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Verl(TL) 0.46 18-19 559 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.09 14 n/a n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 121 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilal) TOP CHORD BOT CHORD 2x4 SP No.2(llal) *Except' 14-21: 2x4 SP M 31(Ilal) BOT CHORD WEBS 20 SP N0.3(tlal) REACTIONS. (lb/size) 14=1183/0.7.4, 24=1183/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-180310. 3-4=-3120/0,4-5=-3120/0.5-6---3856/0, 6-7=-4102/0,7-8=-3856(0, B-9=-311810, 9-10=-31 18/0, 10.11=-3118/0,11-12=- 1803(0 BOT CHORD 23-24=0/1027, 22-23=0/2552, 21-22=0/3604, 20-21=0/3604, 19-20=014102,18-19=0/4102, 17-18=0/4102,16-17--0/3604,15-16=0/2553,14-15--0/1027 WEBS 2-24=-1 531/0, 2.23=0/1186, 3-23=-1146/0, 3-22=0/845, 5-22=-721/0, 5-20=0/509, 6-20=-669/69, 6.19= 223/259, 12-14_ 1530/0, 12-15=0/1186, 11-15=-1146/0, 11-16=0/843, 8.16=-723/0, 8.17=0/509, 7-17=-669/70, 7-18=-224/259 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2.2-0 oc bracing: 20.22. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 1.5x3 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at Joint 21 = 11% 5) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 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) 'This manufactured product is designed as an Individual building component. The suitability and use 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 dodyn paromaton and READ NOTES ON THIS AND INCLUDED NIFEK REFERANCE PAGE 11,11167,173 rev 109MIS BEFORE USE Design valid lot use only with Wlek9 connectors Ins design Is based only upon poanelers shown, and Is for an Individual folding cornponenl. not a fitrss system. Defeo uso, the rxdldlng dosigm-i mtrsl vedly the apptiGabllty of design parameters and properly Ineapbrale thk design Into the overall Ixyding design. Bracing Indicated is to prevent bucldtng of Indlvldtai Iruss web and/or chord members only. Additional temporary and permanent brocing MiTek' b always required los sidllllly and to prevent collapse with possible personal InKry and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of lnlsses and inns systems, smANSI/TPI I Ouallly Criteria, DSR -89 and SCSI IWBdMg Component 6904 Parke East Blvd. safely Information Ovallable from Inns Rate institute. 218 N. lee Sneel. Sulle 312. Alexandit VA 22314. Tompa. FL 33610 Job rUS3 Truss Type fy 710641393 700098 F12 Floor 5 1 REACTIONS. (lb/size) 17=758/0-7-4, 21=736/0-3-8 FORCES. (Ib) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1049/0,3-4=-1667/0,4-22=-1667/0, 5-22=-1667/0, 5-6=-1667/0,6-7=-1 317/0, Job Reference (optional) ounus b 111SrAvu,l:v, ru„yu. rw,n ver, rw,wv a-- 0.1.8 H ' 1—I t.5x3 11 1 5x3 = 1 5x3 = 1 2 1.9.0 1.5x3 11 1.5x3 II 3 4 22 5 ID:bOF6SVOJwew2Xf71 a4 Pvl8zbOUN-zMc1 W IYN2CoinS6u7hIBOm'II?P1 BvXbp2_03U6zb441 Scale .1:25.0 3x6 = 3x6 II 5x8 = 6 7 8 9 10 4x6 = 1.5x3 II LOADING (psi) SPACING- 2.0-0 CSI. DEFL. TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) TCDL 10.0 Lumber DOL 1.00 BC 0.69 Ven(TL) BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) BCDL 5.0 Code FBC20141TP12007 (Matrix) In (loc) Well Ud 0.11 13-14 >999 360 0.16 13.14 >999 240 0.03 21 n/a n/a PLATES GRIP MT20 244/190 Weight: 85 Ib FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(flal) Teresa. FL 33610 REACTIONS. (lb/size) 17=758/0-7-4, 21=736/0-3-8 FORCES. (Ib) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1049/0,3-4=-1667/0,4-22=-1667/0, 5-22=-1667/0, 5-6=-1667/0,6-7=-1 317/0, 7-8---46310,8-9=465/0, 9.10=-463/0 BOT CHORD 16.17=0/645, 15-16=0/1435, 14-15=0/1667, 13.14=0/1599, 12.13=0/1000 WEBS 10.12=0/817, 2-17. 961/0, 2-16=0/617, 3-16=-591/0, 3.15=0/500, 4-15=-269/0, 7-12=-800/0,7-13--0/485,6-13---430/0.6-14=-91/334 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Bearing at joint(s) 21 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should venly capacity of bearing surface. 4)'Semi-rigld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this (russ. 5) 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. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vwlfy dedpn paramolera and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW473 rov. I&OMIS BEFORE USE Design valid for use only vAm Wlek®conrwctors. this design Is based only ur»n parameters shown. and Is for an Mlvidral building component, not a litm system. Beloro use. the biking designer must verify the apllksobltly of design paametors and poperly Incorlxralo this daslpn Into the overall building design. Bating Indicated Is to pevent buckllrtg of IndlMual truss web and/a chord members only. Additional temporary and permanent bracing MiT®k' h always required lot stab011y and to prevent collapse vAlh possible personal "and properly damage For general pukdance regadng the labrlcallo n. storage. delivery. erection and bracing of Kisses and IRM systems, seeANSI/TPll Quality Criteria, DSO -69 and 8CSI Building Component 6904 Parke East Blvd. Safety Information avallabie nom bus Rate enslllule. 218 N. lee Slreet. Sulle 312. Alexandria. VA 22314. Teresa. FL 33610 Job russ Truss Typety CSI. P in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 710641394 TB0098 F13 Floor 1 1 BC 0.61 Verl(IL) 0.14 11.12 >999 240 BCLL 0.0 Rep Stress Incr Job Reference(optional) Builders FaslSource. Tampa, PWM Cay. Florrdo 33566 0.1.6 H 1I4-o 1.5x3 II 1.6x3 = 7.610 s Apt lw 20la MI I ek i.d sins. ie. YO M&! ,• 09:. iO CV, V-961 I D:bOF6SVOJwew2Xf71 a4 PvlSzbOUN-zMcjW IYN2CoinS6u7hlBOm7I?P2RvYRp2_03U6zb44f Scale . 1:20.3 1,5x3 = 1.5x3 11 1.6x3 II 3x6 = 41P LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.10 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Verl(IL) 0.14 11.12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 We n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 68 Ib FT = 20%F, 11%6E 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 2x4 SP No.2(flal) end verticals. WEBS 20 SP No.3(11al) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 8=642/Mechanical, 13=642/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 7-8=-630/0, 2-3=-85310, 3.4. 1177/0, 4-5=-1177/0, 5-6=-1177/0, 6-7= 485/0 BOT CHORD 12-13--0/541,11-12=0/1125,10-11=0/1177,9-10--0/926 WEBS 2-13=-806/0,2.12=0/478,3-12=-415/0,3-11=-58/274,7-9=0!705, 6.9=-674/0,6-10=0/495,5-10=-264/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) -This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vwrry dedyn parameters and READ NOTES ON THIS AND MCLUDED WTEK REFERANCE PAGE 619.7473 mv. 16MMIS BEFORE USE Design valid lot use only with I09106 conneclors. this deogn Is based only upon parameters shown, and Is for art WIVldudl buYdN component, not a hua system. Before too. the building designer rntal verify the applicability of design parameters and Iropedy haotporote Ihk ck--4n Into the ovordl btAcMV doslgn. Bracing OxAcoled Is to prevent Ixrcldklg of Individual Inas web and/or chard members orgy. Addllbnal temporary and permanent bracing MiTek' Is always incl lredd Ion slablllty an d to pevenl collapse with possible personal burry and property damage Rx genotal gu da ce regarding ale labilcollon. storage, delivery, election aril bracing of IrLmos and Inas syslerns, seeANS1/IPIi Quality Criteria. D$6-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormallon avallalxe born truss Plate Institute, 218 N. Lee Street. Salto 312, Alexandria. VA 22314. Tompa. FL 33610 Job russ Truss Typey7106413950ply a hiss system. Before use, tho Ix&9ng designer must verily the applled"Ity, of design paw peters and properly Incaf»rate this design Into the overall building doslgn. Brockng kxHcated h to proven) buckling of kx*Addxd Inns wel> aril/dtr chord members only. Add illonal temporary and permananl bracing TOOD98 HRO1 Diagonal HipGader 3 t CSI. DEFL. in loc) Well Ud Job Reference loptionall uWWerarnelJOurce, range. namt,ny.nvnoaaaaoo.,.-....,...___._.._._....'---"-_-•..__. .__..._.. -------. -- _o_ ID:bOFSSVOJwew2xf7la4Pvl8zbOUN-RY95feZ?pVwcPch4hOGOZ xyJpO0e?ezHemc0Zzb44e t-5.0 5.1.9 9.10.1 1.5-0 5.1.9 4.8.7 car rr 3x4 = 3x4 = Scale . 1:22.4 LUMBER - TOP CHORD 20 SP NO.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=146/Mechanical, 2=480/0-10-15, 5=31SIMechanical Max Horz 2=181(LC 22) Max Upkft4=-116(LC 4), 2= 138(LC 4), 5=-85(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-8---737/202.8-9=-673/221, 3-9=-664/199 BOT CHORD 2-11= 279/661, 11.12=-279/661, 7.12=-279/661, 7-13=-279/661, 6-13= 279/661 WEBS 3-7=0/290,3-6=-718/303 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; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 116 Ib uplift at joint 4,138 Ib uplift at joint 2 and 85 Ib 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) 71 Ib down and 89 Ib up at 1-4-15, 71 Ib down and 89 Ib up at 1.4-15, 32 Ib down and 52 Ib up at 4-2-15, 32 Ib down and 52 Ib up at 4-2.15, and 62 lb down and 111 Ib up at 7-0-14, and 62 lb down and 111 Ib up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 11 Ib down at 4-2-15, 11 Ib down at 4-2-15 and 39 Ib down at 7.0-14, and 39 Ib down at 7-0.14 on bottom chord. The designtselectlon 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: 1.4=-60, 2-5=-20 Concentrated Loads (lb) Vert. 8=60(F=30, B=30) 10=-101(F=-51, B=-51) 13=-39(F=-20, B=-20) Q WARNING. Verily design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO -7473 rov. 10 0MIS BEFORE USE 5.1-9 a hiss system. Before use, tho Ix&9ng designer must verily the applled"Ity, of design paw peters and properly Incaf»rate this design Into the overall building doslgn. Brockng kxHcated h to proven) buckling of kx*Addxd Inns wel> aril/dtr chord members only. Add illonal temporary and permananl bracing WOW 4.8.7 6904 Parke East Blvd. 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 Ven(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Ven(TL) 0.11 6.7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a rl/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 20 SP NO.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 4=146/Mechanical, 2=480/0-10-15, 5=31SIMechanical Max Horz 2=181(LC 22) Max Upkft4=-116(LC 4), 2= 138(LC 4), 5=-85(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-8---737/202.8-9=-673/221, 3-9=-664/199 BOT CHORD 2-11= 279/661, 11.12=-279/661, 7.12=-279/661, 7-13=-279/661, 6-13= 279/661 WEBS 3-7=0/290,3-6=-718/303 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; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 116 Ib uplift at joint 4,138 Ib uplift at joint 2 and 85 Ib 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) 71 Ib down and 89 Ib up at 1-4-15, 71 Ib down and 89 Ib up at 1.4-15, 32 Ib down and 52 Ib up at 4-2-15, 32 Ib down and 52 Ib up at 4-2.15, and 62 lb down and 111 Ib up at 7-0-14, and 62 lb down and 111 Ib up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 11 Ib down at 4-2-15, 11 Ib down at 4-2-15 and 39 Ib down at 7.0-14, and 39 Ib down at 7-0.14 on bottom chord. The designtselectlon 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: 1.4=-60, 2-5=-20 Concentrated Loads (lb) Vert. 8=60(F=30, B=30) 10=-101(F=-51, B=-51) 13=-39(F=-20, B=-20) Q WARNING. Verily design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO -7473 rov. 10 0MIS BEFORE USE Design valkl for use only wl0n Mllek®conneclors this deslpn Is based only upon poaneters shown, and Is far an btdlvldral buldhV component. not a hiss system. Before use, tho Ix&9ng designer must verily the applled"Ity, of design paw peters and properly Incaf»rate this design Into the overall building doslgn. Brockng kxHcated h to proven) buckling of kx*Addxd Inns wel> aril/dtr chord members only. Add illonal temporary and permananl bracing WOW Is alwoys required for slatAlly and to provent collcrAe wllh possUe personal injury and proporly damage. For general guidance regadIng the rabrk:alkxn, storage, delivery. erection and braeing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd. Safety information Ovall0tA0 from In8 Wale Institute. 218 N. Lee Street. Sulle 312. Alexonddo. VA 22314. Tempo. FL 33610 Job Truss Truss Type Ply SPACING- 2.0.0 WOW CSI. DEFL. in loc) Udell Ud PLATES GRIP T706 t306 TB00e8 HR03 Diagonal Hip Gutter 10ty 2 1I MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Ven(TL) -0.24 Job Reference(optional) Builders FsslSomce. lampa. cram vay. 1-101100&zob,.v+..a^r^. •- --. .------'--.. ._o_. ID:bOF6SVOJwew2Xf7la4Pvl8zbOUN-RY95jeZ7pVwcPeh4hOGOZ_XuhpPye4wzHemcOZzb44e 1.5-0 3.8.10 7-0.2 1-5-0 3.8.10 3.3.6 30 = Scale . 1:16.9 FORCES. (lb) - 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=4.2pst; BCDL=6.0psf; 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 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 113 Ib uplift at joint 3 and 87 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided suflicfent to support concentrated load(s) 70 Ib down and 89 Ib up at 1-4.15, 70 lb down and 89 Ib up at 1.4-15, and 32 Ib down and 52 Ib up at 4-2.15, and 32 Ib down and 52 Ib up at 4-2.15 on top chord, and at 1-4-15, at 1-4-15, and 11 Ib down at 4.2-15, and 11 Ib down at 4.2-15 on bottom chord. The desigrl/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=60(F=30, 8=30) Q WARNING . Verily design peremotes and READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE NIP -7473 rev. rOD302015 BEFORE USE. 7-0-2 LOADING (psi) SPACING- 2.0.0 WOW CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.09 2-4 >911 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Ven(TL) -0.24 2-4 >338 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n1a Ida BCDL 10.0 Code FBC2014fTP12007 Matnx) Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=173/Mechanical, 2=329/0.4-9, 4=75/Mechanical Max Horz2=137(LC 4) Max Uplift3=-113(LC 8), 2=-87(LC 4) Max Grav3=173(LC 1), 2=329(LC 1), 4=121 (LC 3) FORCES. (lb) - 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=4.2pst; BCDL=6.0psf; 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 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 113 Ib uplift at joint 3 and 87 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided suflicfent to support concentrated load(s) 70 Ib down and 89 Ib up at 1-4.15, 70 lb down and 89 Ib up at 1.4-15, and 32 Ib down and 52 Ib up at 4-2.15, and 32 Ib down and 52 Ib up at 4-2.15 on top chord, and at 1-4-15, at 1-4-15, and 11 Ib down at 4.2-15, and 11 Ib down at 4.2-15 on bottom chord. The desigrl/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=60(F=30, 8=30) Q WARNING . Verily design peremotes and READ NOTES ON THIS AND INCLUDED AU EK REFERANCE PAGE NIP -7473 rev. rOD302015 BEFORE USE. Design valld for use only with Mflek® connectas lids cknIgn Is based only upon poramelers shown, and Is la di individual building componenl, not a buss system. Before rue, the btAding designer must verify the appllcabllty, of design pcnamelers and poperly hcorpo ate th6 design Into the overall building design. ®asci ng lndlcaled Is to prevent txrckling of trxovkW mus web and/a chord members orgy. Additional temporary and permanent bracing WOW Is always required for slob611y and to prevent collapse with possible persorxe Inlury and property danage. For general guidance regarding he lablcallon. storago. delivery. orocllon and bracing of tnrsses and Irus systems sec-ANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trus Pole Institute. 218 N. Lee Sheet, Sulle 312. Alexandrlo. VA 22314. Tompa. FL 33610 ob Truss Truss Typety 4.1.7 710641397 780099 HR04 Diagonal Hip Grrder 2 1 CSI. DEFL. In Ioc) Well Ud PLATES GRIP Job Reference (optional) awrdere ruetsource. Tempe. nam L'ny. .., ...r... _-.,, .....-., ...---...__. ..._. .__ .. .. --._-.-- __ . --- ID:bOF6SVOJwew2X171e4Pv18zbOUN-vkfT%_Zdap2TImGHF6of6B4 AdDr5NXA6VIVAZ4zb44d 1.5.11 4.1.7 1-57 I 4.1.7 Seale • 1:17.4 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 5=220/0-3.14, 3=80/Mechanical, 4=32/Mechanical Max Horz 5=83(LC 5) Max Upllit5=-169(LC 4), 3=-87(LC 8), 4=-6(LC 8) Max Grav5=220(LC 1), 3=80(LC 1), 4=68(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4.1.7 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 5, 87 Ib uplift at joint 3 and 6 Ib uplift at joint 4. 6) 'Semi-rigid pitchbreaks wilh fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 49 Ib down and 105 Ib up at 1-4-4, and 49 Ib down and 105 Ib up at 1-4.4 on top chord, and 23 lb up at 1-4-4, and 23 Ib up at 1-4.4 on bottom chord. The deslgri/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-60, 2-3=-60,4-5=-20 Concentrated Loads (lb) Vert: 6=69(F=35, B=35) 7=9(F=4, B=4) Q WARNING. Vwffy dedgn paramafon and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE MD -7473 rov. IDT302015 BEFORE USE. DmIgiri valid lot use only v4m Mllek®conneclors. Ms deslgn Is based only upon "ameters shown. and Is for an hdlvkAKd building component. not 4.1.7 a htn3 syslotn. Before trse, the bt0di lg designer must verity the a)IAIcabilly of design parametors and properly Incorporate tints doslgn Into the overall Ixdldng design. ®acing Indicated Is to Ixevenl b ucklhlg of Individwl Inm web aril/or chord members orgy. Addltforlal lemporary and permanent bracing WOW is always recabed for slablllly and to prevent collapse wllh IwssUe personal httay and properly darnoge. ror general oulick ice regarding the fabilcollm slara(gia, delivery. election aril Ixaclrlg of fnrssos and truss systarns. seeANSI/TPI I Quality Crlleda, DSB-89 and BCSI Building Component LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.15 Verl(TL) -0.02 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.03 3 We n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.2 BOT CHORD REACTIONS. (Ib/size) 5=220/0-3.14, 3=80/Mechanical, 4=32/Mechanical Max Horz 5=83(LC 5) Max Upllit5=-169(LC 4), 3=-87(LC 8), 4=-6(LC 8) Max Grav5=220(LC 1), 3=80(LC 1), 4=68(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4.1.7 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 5, 87 Ib uplift at joint 3 and 6 Ib uplift at joint 4. 6) 'Semi-rigid pitchbreaks wilh fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 49 Ib down and 105 Ib up at 1-4-4, and 49 Ib down and 105 Ib up at 1-4.4 on top chord, and 23 lb up at 1-4-4, and 23 Ib up at 1-4.4 on bottom chord. The deslgri/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-60, 2-3=-60,4-5=-20 Concentrated Loads (lb) Vert: 6=69(F=35, B=35) 7=9(F=4, B=4) Q WARNING. Vwffy dedgn paramafon and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE MD -7473 rov. IDT302015 BEFORE USE. DmIgiri valid lot use only v4m Mllek®conneclors. Ms deslgn Is based only upon "ameters shown. and Is for an hdlvkAKd building component. not a htn3 syslotn. Before trse, the bt0di lg designer must verity the a)IAIcabilly of design parametors and properly Incorporate tints doslgn Into the overall Ixdldng design. ®acing Indicated Is to Ixevenl b ucklhlg of Individwl Inm web aril/or chord members orgy. Addltforlal lemporary and permanent bracing WOW is always recabed for slablllly and to prevent collapse wllh IwssUe personal httay and properly darnoge. ror general oulick ice regarding the fabilcollm slara(gia, delivery. election aril Ixaclrlg of fnrssos and truss systarns. seeANSI/TPI I Quality Crlleda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallabte from Inns Rale Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempa. FL 33610 Job Truss truss type oty Fly CSI. WOW DEFL. in hoc) I/dell Ud PLATES GRIP TCLL 20.0 7106/1388 T80098 J01 Jack -Open 10 1 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 Job Reference lienal IMAMS FeSibource. Iorrpo. Von] kny, Agnea asaoo o^ . ••• ID:bOF6SVOJwew2xf7la4PvlBzbOUN-vkfTw Zdap2TlmGHF6of6B4DgDtKNXA6VIVAZ')zb44d t•0-0 I I-0-0 1-0-0 1-0-0 2x4 = Scale . 1:7.1 NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exiedor(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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at Joint 3 and 56 Ib uplift at point 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manulactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify design parernalws and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE W7473 rov. 100302016 BEFORE USE. 1-0.0 t-0-0 LOADING(psf) SPACING- 2-0-0 CSI. WOW DEFL. in hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 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 We We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5 Ib FT = 20°/. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/stze) 3=-4/Mechanical, 2=133/0-3-8, 4=10/Mechanical Max Horz 2=41 (LC 12) Max Uplift3— 4(LC 1), 2= 56(LC 12) Max Grav3=1O(LC 8), 2=133(LC 1), 4=19(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exiedor(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 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 4 Ib uplift at Joint 3 and 56 Ib uplift at point 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manulactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verify design parernalws and READ NOTES ON THIS AND INCLUDED MlTEK REFERANCE PAGE W7473 rov. 100302016 BEFORE USE. Design valld for use only with Mllek®conneclois. lids deslQt Is based only upon "amelets shown, and b for an Individual building component. not a Irtm system. Before use, the LARdIng designer meal verily the oWIcabllty of design, parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to rxevenl buckling of hldMdual Iruss web aril/or chord members only. Additional temporary and perntanenl bracing WOW Is always re lu ked for stability and to rxevenl collarm wtlh possible 1>wsorat Ink" and Ixoperty damage. For general guidance regarding the fatxksatlon, slorctge. dotivery. erection and bracing of Ines and Inrss systems so(-ANSI/TPI I Quality Crlferta, DS9-89 and SCSI funding Component 6904 Parke East Blvd Safety Information available non (russ Plate Institute, 218 N. lee sheet. State 312. Alexandria. VA 22314. Tampa. FL 33610 Job cuss Truss Type oty Ply 7106/1389 780098 J02 Jack -Open 10 1 BC 0.09 BCLL 0.0 ' Rep Stress Incr YES 2-4 WB 0.00 BCDL 10.0 Job Reference (optional) BUddeta FirslSowcs, larnpD, rant uny, Fronaa aabae — w• ^•V T. • ••• •• ID:bOF6SV OJwew2Xl71 a4 PvlBzbOUN-OxHs8Ka FL7AKewrTopJuePdOydCK6_OGkyFi5Rzb44c 1.0-0 3-0-0 20 = LOADING (psi) SPACING- 2.0.0 toc) CSI. TCLL 20.0 Plate Grip DOL 1.25 Ven(LL) TC 0.10 TCDL 10.0 Lumber DOL 1.25 240 BC 0.09 BCLL 0.0 ' Rep Stress Incr YES 2-4 WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Horz(TL) Matrix) LUMBER - rVa TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=70/Mechanical, 2=195/0.3.8, 4=28/Mechanical Max HOIZ2=84(LC 12) Max Upllit3=-60(LC 12), 2=-57(LC 12) Max Grav3=70(LC 1), 2=195(LC 1), 4=56(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:12.3 DEFL. In toc) Well Ud PLATES GRIP Ven(LL) 0.00 2-4 999 240 MT20 244/190 Ven(TL) 0.01 2-4 999 180 Horz(TL) 0.00 3 rVa We Weight: 11 Ib FT = 204L BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; 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 20.0psf 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 60 Ib uplift at joint 3 and 57 Ib uplift at Joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Verily dadpn parameters and READ NOTES ON THIS AND INCLUDED NfrEK REFERANCE PAGE NO -7473 rev. 100mlS BEFORE USE Design valid lar use only with Mllek® connectors. Ihls design Is based oNy upon parameters shown. and K for an Individual building component, nor a hiss system. Below use. the building designer must verity the aplxkabllly of design mamerors and properly heorporale N* design Into the overall tuOding design. @oche Indicated Is to Ixevent bttcatng of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always roquited for stablllty and to prevent cdkryse with posslkAe personal Injury and property damogo. For general gulckme iegardng 11w falxIcatlon, slofc*e. delivery, eiedlon and txachg of inmws and Irtm systorns. seeAN$lfTPl I Quality Cdterio, DSB-89 and SCSI Building Component 6901 Parke East Blvd. Safety Information ava9alN0 from buss Plate institute. 218 N. lee Street. Sutle 312. AloxarKido. VA 22314. Tompo, FL 33610 Job russ ruseype y in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 7/0641400 TB0096 J03 Jock-Opsn 6 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 Job Reference (optional) Bunldela FastSourCe. Tampa. vtom city. FIN08 a3sw, , —r, w, n.• wi, ar. ID:bOF6SVOJwew2xf7la4PVIBzbOUN-OxHs$KaFL7AKewrTopJuePdKYd9H6.. OIgGFi5Rzb44c 1-0-0 5.0-0 _ 1.0.0 5.0-0 20 = Scale - 1:17.3 LOADING (psi) SPACING 2.0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Verl(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 rVa Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=136/Mechanical, 2=269/0-3-8, 4=48/Mechanical Max Harz 2=128(LC 12) Max Upiil13= 11 O(LC 12), 2_ 67(LC 12) Max Grav3=136(LC 1), 2=269(LC 1), 4=96(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 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. Il; 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) 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 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 Ib uplift at Joint 3 and 67 Ib uplift at Joint 2. 6) 'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vadly dedgn parameters and READ NOTES ON THIS ANDWCLUDEO NrrEK REFERANCE PAGE N/11-7173 rev. IM3=5 BEFORE USE Deslgn valkl tot use only vAth b91ek® connectors. lids design Isbased only upon pntametersshown, and h for an hdNkAld building Component. not a nuns system. Before trse, One Ixt9dlq designer must verify the applIcabllty of dunAp paanelers and property Incorporate Iles design Into the overall btgdrq design. ®oche hx9cated Is to prevent buclding of individual Inns web and/or chord members only. Addlllorxd temporary and petmonent brachg M iTe k' K always required for stability and to prevent collapse wBh possible personal hyury and property damage. For pencHal guidance regarding the kdrkallon, storage, delivery, erection and baClrq of Misses and intss systems, seeANSI/IPI I Quail ly Criteria. DSB-89 and SCSI Building Component 6904 Pmke East Blvd Safety Information Ovallabto from Inas Wale Institute. 218 N. Lee Street. Stripe 312, Alexandria. VA 22314 Tempo. FL 33610 Job rusS Truss Type oty in 710641401 T80088 J04 Jack -Open 7 im 1 TC 0.71 Veri(LL) 0.11 2.4 768 240 Job Reference (optional) n Mf 7A ] Dnn. 1 Builders FaslSornce. I ornya, pore t:ay, 1-101100 sssbb ,..,-,. w..-.-.-.....-••...---...__. ID:bOF6SVOJwew2Xf7la4PvlBzbOUN-s7rELfbu6QlBG4QfMXg7Bc9PBORarRgPzc Gdtzb44b 1.0.0 7-0.0 - 1 00 i 700 Scale . 1:22.2 30 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Veri(LL) 0.11 2.4 768 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.28 2-4 288 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP N0.2 REACTIONS. (lb/size) 3=182/Mechanical, 2=346/0-3.8, 4=84/Mechanical Max Horz2=172(LC 12) Max Uplift3=-134(LC 12), 2— 78(LC 12) Max Grav3=182(LC 1), 2=346(LC 1), 4=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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=4.2ps1; BCDL=6.Opsl; h=25f1; 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 --1.6D plate gnp 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 134 Ib uplift at joint 3 and 78 Ib uplift at joint 2. 6) 'Seml- rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG - VaBy dodpn pararmfero and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 rov. IOW,2015 BEFORE USE. Design valkl for use only wllh MllekS con noclas. lnls design Is based only upon paarreters shown. and Is for an Indivk8ual building component. not a alas system. Before use, the bsrldng designer must verltv the applkabltty of ck-Jgn Diameters and popretiy hcorprate this design Into the overallAdtBbkmaltemporaryandpermanentbracing WOWbuildingdesign. Bracing Indicated Is to prevent budding of Indlvldual IR=web and/or chord members only. Is always required Ion stability and to prevent collapse vAlh possitle personal lr*xy and property damage. For general guidance negaFc&V the Building Componentsystems, seeANSI/TPI I Quality Criteria, DSO -69 and 8CSI Buildk:allm storage. delivery, erectlon and bracing of trusses d analmfabaa rk6804Parke East Blvd. Sooty Information ovalk"o from buss Plate tnstlNle. 218 N lee Street, Sullo 312. Alexanddo. VA 22314, Tampa.rkFL 33610 Job rus5 Truss TypeNT10641402 DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 Nr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 TBDD98 J07 Monopilch Supported Goble 1 1 WB 0.00 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Job Reference (optional) aurrpers h118lJource, rorrpo. pram V.Y. rronaa a.aaoo ..y...-_._..... ...__-...__. ..._ .__..._... __ __ __ __ _ _ ID:bOFSSVOJwew2Xf71a4Pvl8zbOUN-s7rELibu60IBG, OlMXg78e9ZD0ZPrRgPzc_Gdtzb44b t•0-0 t•tt•e Scale . 1:9.6 20 = 20 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 1 Nr 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.00 1 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 l FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (lb/size) 4=56t2-0-12,2=149/2-0-12 Max Horz 2=59(LC 12) Max Uplifl4=-22(LC 12), 2=-50(LC 12) FORCES. (lb) - 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.Opsl; 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 & MWFRS for reactions shown; Lumber DOL --1.60 plate grip D01-=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 requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 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 20.0psf 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 22 Ib uplift at joint 4 and 50 Ib uplift at joint 2. 8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Verify dedpn parametors and READ NOTES ON THIS AND INCLUDEO MITEK REFERANCE PAGE 01,111-7473 rev. IGV30201 S BEFORE USE Design valki for use only w101 MltelM conneclas. INs deslpn Is based orgy upon pmarnelers shown. and Is for an individual txNtling component. pal a buss system. Before me. lho loading designer must vedfy the awIcablity of design p famelors and poperly Incorporate this design Into the over,, building design. Bracing Indicated Is to pevent brcklhtg of IndMdual Inas web anti/or chard momben orgy. Addlllonal lempotary and permanent bracing MITek' Is always recµdred for slatAlly and to peveni collapse wllh possible personal h1My and poperty damage. For general guidance regacilng the rablcatlon, storage. delivery. erection and bracing of 1ruses and frtrss systems. mANSI/rPI I Cuallly Cdtalo. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaltablo from hus Plate institute. 218 N. Lap Sheet. Sulo 312. Alexandria. VA 22314 Tanpo. FL 33610 Job ruse truss typeNT10641403 20 II ply MiTek' 2-0.12 Safety Information available from Trus Plate Institule, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314 Tompa. FL 33610 2-0.12 780099 JOBI Moncpsch1 10 5 1 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 Job Reference (optional) eurwersisstsource.Iampa, MGM wry.rwrwsaaaoo ID.bOFSSVOJwew2X171 a4 PvlSzbOUN-67rEL1bu6OlBG4O1MXg7Bc9Z60ZGrRgPzc_Gdtzb44b t-0-0 1.11.8 1.0•o F 1-11.9 Scale . 1.9.6 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; 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 20.0ps1 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 55 lb uplift at joint 2 and 15 Ib 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.' Q wARNWG . vemy detiyn Geremwers and READ N07ES ON MIS AND WCLUDED MIIEK REFERANCE GAGE M11.7473 rev. 109MIS BEFORE USE. 20 = Design valid for use only vAth Iv91ekO conrleclors. this desIgn Is based only upon paarneters shown, and Is la an individualbulding componeni, nol 20 II a truss system. Belae tree. the 1:49ding designer must verity the aWlcobllly of design pavaeneters aid property kncaporate tits design into the overall building design. ®ocing Indicated Is to preveni buckling of Individual In= web and/or chord members only. Additional temporary and permaneni bracing MiTek' 2-0.12 Safety Information available from Trus Plate Institule, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314 Tompa. FL 33610 2-0.12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Ven( L) -0.00 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11.8 oc purlins, except BOT CHORD 20 SP No.2 end venicals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 2=160/0-8-0,4=49/Mechanical Max Horz 2=59(LC 12) Max Upli112=-55(LC 12), 4=-15(LC 12) Max Grav2=160(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; 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 20.0ps1 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 55 lb uplift at joint 2 and 15 Ib 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.' Q wARNWG . vemy detiyn Geremwers and READ N07ES ON MIS AND WCLUDED MIIEK REFERANCE GAGE M11.7473 rev. 109MIS BEFORE USE. Design valid for use only vAth Iv91ekO conrleclors. this desIgn Is based only upon paarneters shown, and Is la an individualbulding componeni, nol a truss system. Belae tree. the 1:49ding designer must verity the aWlcobllly of design pavaeneters aid property kncaporate tits design into the overall building design. ®ocing Indicated Is to preveni buckling of Individual In= web and/or chord members only. Additional temporary and permaneni bracing MiTek' is always recitAred la slablllly and to prevenl calk;ne with posiblo persorwt klhay and IRoperty damage• rot general guidance regrndng the labflCatton slorarge. dellvory, ereCllon anal Ixachp of 111=05 and Irtm syslems, seeANSI/1P11 Quality Cdledo. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trus Plate Institule, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314 Tompa. FL 33610 Job Truss Truss TypeT10641404 DEFL. in P7 PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) -0.03 2.4 >999 240 MT20 244/190 780099 Jog Jack -Open 4 2.4 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a We Job Reference lienal OU110916 inp5Owcs. Ibrrga. tram 6ny. milan JOOOO ID ObOF6SVOJwew2Xl7la4 Pvl8zbOUN-KJPcZ?c W tkO2uE_swELMtgig2GrlauwYBGkg9Kzb44a 1 1•d- 0-0 -0 r 0 5.0-0 2X4 = 5-0-0 5-0-0 N Scale - 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) -0.03 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Ven(TL) -0.08 2.4 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 n/a We BCDL 10.0 Code FBC2014rrPI2007 Matrix) Weight: 18 Ib FT = 20% LUMBER- BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 OC bracing. REACTIONS. (Ib/size) 3=136/Mechanical, 2=269/0-3-8, 4=48/Mechanical Max Horz2=128(LC 12) Max Uplift3=-11O(LC 12), 2= 67(LC 12) Max Grav3=136(LC 1), 2=269(LC 1), 4=96(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 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 DOL0.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 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 67 Ib uplift at joint 2. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verity design pamnetaa and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MO -7473 ray. fW"OIS BEFORE USE Design valid for use only with Mllek®connectors. Inls deslM Is Ixtsed only upon pxaaneters awwm. and Is nor an Individual tAdding component no a Inas system. Belae use, the building designer must verity the atpplicaLAIty, of design parameters and properly Incatorale Drift design Into the overall building design. Bracing Indicated Is to prevent buckling of lndWLKA truss web aW/a chord members only. Additional lemtorary and permanent bracing MiT®k' Is always ioclu ked for stability and to prevent collapse with possUe personal tnh>ry and property damage. For general guidance regading the labrlcallon, slorage. delivery, erection and bracing of trusses and puss systems sooANSI/1PI1 OuaBty Crilerb. OSS -89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallabbo hom sus Plate Institute. 218 N. lee Sheet. Suite 512. Alexandria VA 22314. Tampa. FL 33610 Job Hiss Truss Type oty Ply in loc) Well Ud TCLL 20.0 Plate Grip DOL 710641405 780098I J10 MONO TRUSS l 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) Job Reference (optional) Bulldvis FlrslSWrce. Tampe. Rem Glty, F OFI0e,3060 ,v+va.q.„•••,•,••••^^^`mow•^W^'• __.. ID:bOF6SVOJwew2Xf71a4PvlBzbOUN•KJPCZ?cWiZi2 E_swELMjgIhWOlXengYBGkcPKzb44a 3.11- I 7.” I 3.11- 3-0-12 30 = " 3x6 II 4x6 = 4 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.03 1-5 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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. (Ib/size) 1=1231/0.3.0, 4=1015/Mechanical Max Horz 1=149(LC 23) Max Uplihl=-284(LC 8), 4=-305(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1427/296 BOT CHORD 1-6=-36711247,6-7=-367/1247, 5-7=-367/1247, 5-8=-367/1247,4-8---367/1247 WEBS 2-5---24311193,2-4=-1481/435 Scale. 1:22.8 PLATES GRIP MT20 244/190 Weight: 40 Ib FT = 20% Structural wood sheathing directly applied or 4-7.6 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=4.2psi; BCDL=6.Opsf; h=251t; Cat. II; 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 psl bottom chord live load nonconcurrent with any other live toads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 Ib uplift at joint 1 and 305 Ib uplift at joint 4. 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) 570 Ib down and 151 Ib up at 1-0.12, and 569 Ib down and 151 Ib up at 3-0-12, and 569 Ib down and 151 Ib up at 5-0-12 on bottom chord. The desigrllselection 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=-20,1-3---60 Concentrated Loads (Ib) Vert:6=•570(8)7=-569(B)8=•569(8) Q WARNING • Verity dsdgn peremsfaro end READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE Mg -7473 rov. 1QWW 1S BEFORE USE Design valid lot use only with Mllek® conneclors. this design Is based only upon prranelers shown. and Is lot an trldlMdtal buidlrvj component, nor a truss system. Before toe. the building designer mtat verify tho applicability of design parameters cold properly WOFPOrale N* design Into the ovetdl bolding design. Ikochp Indtcoted Is to prevent budding of Irldlvktrrcd Inas web and/of chard members only. Addltonal temporary and pernx"nl bwacing MiTek' is always IecRlred low stability and to prevent collapse with possible personal k*uy and properly damage. For general guidance regadtrnp the falrkbatkrt. stooge. deliveryy, esectlon and bracing o1 frtmes and Inas systems seeANSI/FPI I Quality Criteria, DSB-89 and 9CSI Wilding Component 6904 Parke East Blvd. Safety Information avallable from truss Plale tralltufe, 218 N. Lee Street, Sulle 312. Mexartdrlo. VA 22314. Tema,. FL 33610 job russ Truss Type V ply LUMBER- WOW BRACING - 6904 Parke East Blvd TOP CHORD 2x4 SP No.2 Terrpa. FL 33610 710641408 780098 J11 MONO TRUSS t 1 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=133610-3-0,4=1739/Mechanical Job Reference(optional) eurroersrsersource.Iampa, rraml.rry.rr0nooa4aou,y,....„.,,.......,...,,-_....-...... .__.._..__- .__. ID:bOF6SVOJwew2Xf71a4PvlBZbOUN-oWz_mLd8elYvVNZ2UxsbG1Fraq?kJM6rO Ntmzb44Z 3.11.4 F 7-” 3.11.4 3-0.12 Scale . 1.22.9 3x4 = 4xn rr 4x6 _4 LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. TC 0.33 BC 1.00 WB 0.66 Matrix) Design vaild for use orgy with Klek®conneclors. Ms design Is lamed only upon marnelers showrt and is for an IndNkkxD building component, nor DEFL. in Verl(LL) -0.03 Ven(TL) -0.08 Horz( L) 0.01 loc) Well Ud PLATES GRIP 1-5 >999 240 MT20 244/190 1.5 >995 180 4 Na rl/a Weight: 40 Ib FT = 20%. LUMBER- WOW BRACING - 6904 Parke East Blvd TOP CHORD 2x4 SP No.2 Terrpa. FL 33610 TOP CHORD Structural wood sheathing directly applied or 3-10.15 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 1=133610-3-0,4=1739/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-285(LC 8), 4=-450(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1946/388 BOT CHORD 1-6=-449/1710,5-6=-449/1710,5-7=-449/1710,4-7=-449/1710 WEBS 2-5---338/1728,2-4=-20261531 NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cal. 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 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint 1 and 450 lb uplilt at joint 4. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 Ib down and 200 Ib up at 2-0-12, and 845 Ib down and 200 Ib up at 4-0-12, and 847 Ib down and 198 Ib up at 6.0.12 on bottom chord. The designtselection 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) Ven: 1-4=-20,I-3=-60 Concentrated Loads (lb) Ven: 5=-845(F) 6=-845(F) 7=-847(F) Q WARKWO - VwW dedyn panimeras and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1907173 my. 1003 OIS BEFORE USE Design vaild for use orgy with Klek®conneclors. Ms design Is lamed only upon marnelers showrt and is for an IndNkkxD building component, nor a buss system. Below rise. the bxOding designer must verify the applIcalAily, of design paranelers and property hcogwrate this design Into the overall LxlydBng design. Bachg Indicated is to prevent Ixrckllrlg of IndNkival in= web ad/or chord members only. Additional temporary and permanent biacblg WOW Is always iogrdred for stalHllly and to Ixevenr collapse wllh Ixnsmle personal Ir*ry and Ixopedy damage. For general guidance iegading the storage, delivery, erection and Ixocing of tnrsos and Inca syslerns. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information ava9ah:le ban buss Plate tnslltute. 218 N. leo Street. Suite 312. Nexadrla. VA 22314. Terrpa. FL 33610 Job ruse Iruss type oty Ply T10641407 780098 J12 MONO TRUSS 1 1 Vert(LL) 0.03 1-5 999 240 MT20 244/190 TCDL 10.0 Job Reference Genal Builders Festbource, teflon. Front My. Flanoa Js*oo . v..y... ..,, .,. ........ ...._....__. ..._ .__ .._... __ __.__ __.. _e_ . ID:bOF6SVOJwew2Xf71 a4Pvl8zbOUN-oWz_mLd8el YV VNZ2UxsbGl Ftsg6YJGciOwTNrmzb44Z r 3.11.4 7-" r 3.11.4 i 3-0.12 Scale . 1:22.9 30 = fxB I l 4x6 =4 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.03 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.05 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 Horz(rL) 0.01 4 n1a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40 lb FT = 204b LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP NO -2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1027/0.3.0, 4=835/Mechanical Max Horz 1=149(LC 8) Max Upliftl=-373(LC 8), 4=-280(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 5.1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1173/284 BOT CHORD 1.6=-358/1019, 6-7= •358/1019, 5-7= 358/1019, 5.8=-358/1019. 4.8=-358/1019 WEBS 2-5=-227/932,2.4=-1209/425 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; 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 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 373 lb uplift at joint 1 and 280 Ib uplift at joint 4. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 468 Ib down and 292 lb up at 1-0.12, and 428 Ib down and 109 Ib up at 3-0-12, and 428 lb down and 115 Ib 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) Vert: 1-4=-20,1-3=-60 Concentrated Loads (Ib) Vert: 6=468(B) 7=428(B) 8=-428(B) Q WARNING - Varity dedyn parameters and READ NOTES ON THIS AND INCLUDED NREM REFERANCE PAGE MD -7473 rev, IQN3/101S BEFORE USE. Desli gl valid for use only vAlh MllekO conneClas. this design Is based only upon "ameters shovel, and is log on IndNkAu l buldhV component. not a buss system. Before uso, tho IxNdlnp designer must verily the aplxlcabllN of design parameters and properly hicorpogale 916 design Into the overall building design. Bracing Indicated Is to prevent prickling of Individual buss web and/or chord members only. Additional lempaxary and permanent 1:4 ling M iTek' Is always iegtJred log slabllty and to Ixevenl collapse vAlh posslAe personal Infry and ptoperty damage. For general guidance regarding the labilcallm storage. delivery, erection and bracing of tnmes and tris systems. seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaliaMo horn truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tempa. FL 33610 Job russ Truss Type otyly 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 710641408 TB0098 J13 Jack•Opan 1 1 Code FBC20141TP12007 Job Reference(optional) Buildels Fnalsoi ice, Tampa. Vier" uny. V .T....,..... ..... ..._...,..._ __ .^.-- _-.. . _ - ID:bOF6SVOJwew2Xf71 a4 PVIBzbOUN-GiXM_hdm PLgm7XBE 11 NppFn3yEZT2oPrtaDwECzb44Y 011.8 1.0.8 0.118 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 5 20 11 CSI.DEFL. in (loc) TC 0.16 Veri(LL) 0.00 5 BC 0.08 Vert( I-) 0.00 5 WB 0.00 Horz(TL) -0.00 3 Matrix) Soley Information ovallarAe from Truss Rate Institute. 218 N. Lee Street. Su110 312. Ale:undrW. VA 22314. LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=156/0-3-0, 3=-20/Mechanical, 4. 1/Mechanical Max Harz 5=50(LC 9) Max Uplift5=-29(LC 12), 3=-21 (LC 9), 4. 22(LC 9) Max Grav5=156(LC 1), 3=6(LC 8), 4=19(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:12.6 WefI L/d PLATES GRIP 999 240 MT20 244/190 999 ISO n/a n/a Weight: 6 Ib FT = 20% Structural wood sheathing directly applied or 0-11-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Exterlor(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 Ib uplift at joint 5, 21 Ib uplift at joint 3 and 22 lb uplilt 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.' rA WARNING. Vsrlry design paramotas and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7173 rev. IW31016 BEFORE USE. Design valkl tow use only with Mitek® conneClors Trgs design is based orgy upon parameters shown. and Is lot an Individual Wilding component. not a Was system. Before use. the Wilding designer must verily the ap iAl abily of design paameters and pwopetly k,.cor orate tills design Into the overall building doslgn. Brackrg indicated Is to proven) buclding of Individual lnrss web and/or chord memims only. Additional lemporary and popmanont Wocing WOW Is always wogwdred for stability and to prevent collapse with possible personal lnjtay and propoft damage. For general guidance ieWdIng the labwlcalbn stowage, delivery. erection and btaci ng or trusses and truss systems seeANSI/TPI I Quality CrlNwld, D48.89 and BCSI Building Component 6904 Parke East Blvd. Soley Information ovallarAe from Truss Rate Institute. 218 N. Lee Street. Su110 312. Ale:undrW. VA 22314. Tompa. FL 33610 Job rush Truss Type oty ly loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Tampa. FL 33610 710641409 T80098 J14 Jack -Open 4 t Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES Job Reference(optional) Builders FaslSoulce. Tamps, Plant City, Florida 33566 I D:bOF6SVOJwew2Xf71 a4 Pvl8zbOUN-GiXM_hdm PLgm7XSE 1 fNgpFn1 hEYm2oPrfaDwECzb44Y 1-0.8 2.11.6 1 1 2.11-8 3x4 11 Scale . 1:17.7 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Tampa. FL 33610 Vert(LL) 0.01 4.5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(Q -0.02 3 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 13 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.11-8 oc purlins, except BOT CHORD 20 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=197/0-3-0, 3=67/Mechanical, 4=27/Mechanical Max Horz 5=77(LC 9) Max Uplifts=-31(LC 12), 3=-67(LC 12), 4=-3(LC 12) Max Grav5=197(LC 1), 3=67(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; 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 Exledor(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable o1 withstanding 31 Ib uplift at joint 5, 67 Ib uplift at Joint 3 and 3 Ib 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.' Q WARNING. Verify design peremsrers and READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAOE MR -7473 rev. 140MIS BEFORE USE Design valid for use orgy vAm Mllek® connectors. 0th design S based orgy upon rynrameters shown, and Is for an trldlvIdual building component. n01 a etrss system Below trso, the brUding designer must verily the applicability of dwilgn parameters arx7 property incorporate this design Into the overall bidding design. Bating bndlcated Is to prevent buckling of IndMdual truss web aril/or chord members orgy. Additional temporary and permanent bracing MiTek' Is always regaled for stal-A ty and to prevent collapse wllh possVe personal it*" and property damage. For general guidance rogardhlg the fabk:atkrl, storage, delivery. erection aril brctaing of IRAWS and IRrss SWIMS. seeANSI/IPI I CuaO y Criteria. DSO -89 and BCS1 Wilding Component 6904 Pmke East Blvd. Safety Information available horn buss Plate Institute. 218 N. Lee Street. Sidle 312, Atexandlo. VA 22314. Tampa. FL 33610 Job Tcuss Truss Type DEFL. ply loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 T106414t0 780098 ROt Monopitch Supported Gable 1ty 1 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Ven(TL) 0.01 Job Reference(optional) nwroere rnsusowce. rarrpa. rwm "ay. rWroa a oo o w• • -•- ••••• • •..---.. • .. _-.. -- -' -- , ID:bOFSSVOJwew2X171 a4PvlBzbOUN•ku51B1 eOAfodih)RbMu3LSKE7evinFr?uEyUmfzb44X 1.0.0 0.10-e 1-0-0 a-10.8 Scale . 1:20.4 30 = LOADING(psi)SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) 0.00 1 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Ven(TL) 0.01 1 rill" 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 Na Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40 Ib FT = 20%, 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. All beatings 9-10.8. Ib) - Max Horz 2=122(LC 8) Max Uplift All upllll 100 Ib or less at joint(s) 7, 2, 8, 9, 10 Max Grav All reactions 250 Ib or less at Jolnt(s) 7, 2, 8, 9 except 10=300(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Extertor(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 lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) All plates are 20 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 7) ' 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. 8) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10. 9) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design o1 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.' wARNWG • Verity dedgn paremnan and READ NOTES ON rNIS AND INCLUDED MfrEK REFERANCE PAGE M/h7473 rev. IMMI5 BEFORE USE. Desion valid for use orgy with Mllok®conneclas. Ihls deslpn Is based only upon parameters shown. and Is loo an Individual bulding componenl, not a Muss system. Belo a use, the bullcOW designer must verify the cWicatAlly of design parameters and properly Idcorporale hK design Into the overall building design. Brachg Indkaled Is to prevent txrekling or Individual truss web and/or chord members only. Additional temporary and permanent bcring WOW Is always reclulred for stablIlty and to prevent collapse with Irnsldle personal kW and property damage. For general guidance regmdkng he labrk:atkxu, storage. delivery. erection and bracing of trusses and Inm systems. seeANSI/TPI I Qualify Cdledo. D511-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety IMormatlon available horn buss Rate knslllule. 218 N. lee Streel. Suile 312. Alexandria, VA 22314. Tampa. FL 33610 Job russ Truss Type 0ty N loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 710641411 780098 R02 monwrich 7 1 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.56 2.5 201 Job Reference(optional) uraraers rratsource. iamps. nem Lay, noaoa aaaoo I D:bOF6SVOJwew2Xf 71 a4PvlBzbOUN-ku51B1 eOAfodlhlRbMu3LSK73ekpnBB?uEyUmfzb44X 54-0 9.10.8 1-0-0 5.4-0 4.6.8 Scale . 1:20.4 2x4 11 3x6 = 3X6 = LOADING (pst) SPACING- 20 0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.22 2-5 515 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.56 2.5 201 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 HOfz(TL) 0.01 5 n1a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=370/Mechanical, 2=462/0-8-0 Max Horz2=122(LC 8) Max Uplitt5=-123(LC 12), 2=-170(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-719/374 BOT CHORD 2-5=-457/675 WEBS 3-5=-649/474 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5.9 oc bracing NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C -C 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 nonconcurreni 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 Ib uplift at joint(s) except (It=1b) 5=123, 2=170. 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' rD WARNING- Verify deslpn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7I73 rev. I M"015 BEFORE USE. Design valid for use only with Mllek®connectors this design Is based only upon paametets shown. and Is lot an IndiviWwt Wilding component. not a Inns system. Before use, the LxAldlnp designer must vetlN the apVllcalAlN of design parameters and properly Incorporate this design Into the overall building design &aetrtg Indicated Is to prevent trrctding of Indlvldlral Inrss web and/or chord members only. Additional temporary and permanent Ixoctng MiTek_ Is always iecititred lot slatAlly and to prevent collapse with possllle personal Injury and property damage For general guidance regading the labrkatbn. storage, delivery. erection curl bating of Ir sses and truss system& seeANSI/IPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd Safety Information available from (russ Plate Ilstitulo. 218 N Lee Sleet. Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job puss Truss Type oty PN710641412 In (loc) Well Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.06 TB0098I A03 Monopitch Supported Gable t t Lumber DOL 1.25 BC 0.05 Vert( L) 0.00 1 r1/r Job Reference (optional) PBurtdereFirslSource. Tempa. Plant City. Ftorrda 33566 7 640 s Apr 19 2016 MiTek Industries. Inc. rue Mar 14 09 30.05 2017 age 1 I D:bOF6SVOJwew2X171 a4 PVI8zbOUN-C4e7PNfOxywUMrid940lugtOyl GMW i6B6ur115zb44 W 1-0-0 6-" i 1-0-0 1 6.6.8 20 2.4 I I 2x4 11 20 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Gnp DOL 1.25 TC 0.06 Verl(LL) 0.00 1 Nr 120 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert( L) 0.00 1 r1/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n1a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. All bearings 6-6-8. lb) - Max Horz2=160(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 Ib or less at joint(s) 6, 2, 7, 8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Scale . 1:21.6 PLATES GRIP MT20 244/190 Weight: 32 Ib FT = 20% Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., 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) 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 requires continuous bottom chord bearing. 4) Gable studs spaced at 2.0.0 oc. 5) This truss has been designed for a 10.0 ps1 bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 6, 2, 7, 8. 8) 'Semi-rigid pitchbreaks with laxed 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 - Verify design parenwIers and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MIF7473 rev. Ia`NWI6 BEFORE USE. Design vdkl for use only with Mllek® connectors lids design Is Iced only upon parameters shown, and Is for an Indivkkial building component. rel a tniss syslern. Before use. the building designer must verily the aplAcabitty of design paramelers and properly Incorporate this design Into the overall building design. Brachg In ilcated Is to prevent buckling of IndlMud Inns web and/or chord members only Addillonal temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal "and property damage. For general guidance regarding the k lbricallon, storage• delivery. erection aril bracing of Ines and fess systems. seeANSI/TPI l Quality Criteda. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intannallon avdiabie nom Trus Plate institute. 218 N. Lee Street. Suile 312. Alexandria, VA 22314 Tampa. FL 33610 nueaers re81xurce. compo. morn t.wy, rrwroe avoir _..r.._ . N _.....___...__...._ . __ -iOlug _ _- _- -- _-- I D:bOF6SVOJweW2x171 a4 Pv18zbOUN•C4e7PN10xywUMrld9401ug11919kW iv86ui115zb44 W 1-0-0 6.6-8 1-0-0 6_6-8 Scale . 1:21.2 2x4 = 2x4 1 f FUSS TFuss Typeoty 6.6A 710641413 TB0098 R04 Monopelch 3 1 CSI. DEFL. in (loc) Well Ud PLATES GRIP Job Reference (optional) nueaers re81xurce. compo. morn t.wy, rrwroe avoir _..r.._ . N _.....___...__...._ . __ -iOlug _ _- _- -- _-- I D:bOF6SVOJweW2x171 a4 Pv18zbOUN•C4e7PN10xywUMrld9401ug11919kW iv86ui115zb44 W 1-0-0 6.6-8 1-0-0 6_6-8 Scale . 1:21.2 2x4 = 2x4 1 f LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/Size) 4=234/Mechanical, 2=331/0-8-0 Max Horz2=160(LC 12) Max Uplilt4=-105(LC 12), 2=-78(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; End., GCpi=0.18; MW FRS (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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except 01=1b) 4=105. 6) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verfty design peramefors and READ NOTES ON THIS AND tNCLUDED MrTEN REFERANCE PAGE A07473 rev. I 15 BEFORE USE Design, valk l for use orgy with lvO 09 conneclers. R* design 6 based only uPDn Mtometets shown. and Is lot an Individual buYtllny component. rot 6.6A a utra system. Before use, the IxAking designer must verify the aWicoblly of design paameters and properly hcorpomle ft design Into the overall IxNding design. Bating IrxAcated Is to prevent buckling of Individual IRra web and/or chord members only. Additional lemlofory and peimanenl bracing MiTek' Is always regtAred Ier stability and to rxevent collcme vAth poss"o personal thirty and Ixoperty damage. For general gtAdatce regarding the labxk;atkxt, stoiogo. delivery. eieclion and booting of inmes aryl IRra systems. seeANSI/1PI I Dually Criteria. DSII -89 and SCSI Building Component LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.08 2-4 898 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Ven(TL) 0.20 2.4 359 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Na Na BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 27 Ib 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 REACTIONS. (Ib/Size) 4=234/Mechanical, 2=331/0-8-0 Max Horz2=160(LC 12) Max Uplilt4=-105(LC 12), 2=-78(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; End., GCpi=0.18; MW FRS (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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except 01=1b) 4=105. 6) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verfty design peramefors and READ NOTES ON THIS AND tNCLUDED MrTEN REFERANCE PAGE A07473 rev. I 15 BEFORE USE Design, valk l for use orgy with lvO 09 conneclers. R* design 6 based only uPDn Mtometets shown. and Is lot an Individual buYtllny component. rot a utra system. Before use, the IxAking designer must verify the aWicoblly of design paameters and properly hcorpomle ft design Into the overall IxNding design. Bating IrxAcated Is to prevent buckling of Individual IRra web and/or chord members only. Additional lemlofory and peimanenl bracing MiTek' Is always regtAred Ier stability and to rxevent collcme vAth poss"o personal thirty and Ixoperty damage. For general gtAdatce regarding the labxk;atkxt, stoiogo. delivery. eieclion and booting of inmes aryl IRra systems. seeANSI/1PI I Dually Criteria. DSII -89 and SCSI Building Component 6904 Parke East Blvd. SWey Information ovdlable tion Imus Plate Institute. 218 N. lee Street. Sulte 312. Alexar ddo. VA 22314. Tornpo. FL 33610 Job Truss Truss Type ty DEFL. In 7106414/4 780096 R26 Hip Girder 1 1 LbRi.f.rence(optional) 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Builders Fnstsomcs. 7arrpa. vrom crry. 1-101100 rued ID:bOF6SVOJwew2Xf71a4PVIBzbOUN-gHCVejgehG2K 7tpjnxXOtPONRUIF7PHLYRbrXzb44V 1.0 0 5-0-0 10-0-0 15.0.0 t 6-0-0 5.0.0 5-" 5.0.011 1-0-0 5x6 = 4x6 = Scale . 1:26.4 3x4 = 20 II 30 = 30 = LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) 0.06 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(R) -0.14 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.18 Horz(TL) 0.05 5 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 64 Ib FT = 20°0 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-1.5 oc bracing. WEBS 20 SP No.3 REACTIONS. (INsize) 2=1099/0-3-8,5=1099/0-3-8 Max Horz2=57(LC 12) Max Uplih2=-453(LC 8), 5=-453(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1911!798, 3-9=-1660!758, 9.10=-1660!758, 4-10-1660/758, 4-5=-1912(798 BOT CHORD 2-8=-682/1636, 8-11— 686/1659, 11-12=-686/1659, 7.12= 686/1659, 5-7=-642/1637 WEBS 3-8=-77/462, 4-7=-87/462 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; 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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) except 01=1b) 2=453, 5=453. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this buss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 ib down and 116 Ib up at 5-0-0, 76 Ib down and 116 Ib up at 7-0-12, and 76 Ib down and 1161b up at 7-11-4, and 94 Ib down and 116 Ib up at 10-0-0 on top chord, and 263 Ib down and 167 Ib up at 5-0-0, 561b down al 7.0-12, and 561b down at 7.11-4, and 2631b down and 167 Ib up at 9-11-4 on bottom chord. The design(selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the budding 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=-60,4-6=-60, 2-5=-20 Concentrated Loads (lb) Vert: 3= -76(F)4= -76(F)8— 263(F) 7= -263(F)9= -76(F) 10=-76(F) 11=-28(F) 12=-28(F) 0 WARNING - Verify de090 pwamsrers and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE N67473 rov. 149MI S BEFORE USE Design valid for use onlv vAth MlleWCO nnectors. lhisdesign Is based only ur»n Parametersshown. and Is for an indh4d al bidding component. not a bass system. Below use, the b lldtrng designer Must verify the apr>Ikablity of design Ixnasnelors and Ixolr'rly Incorporate IMs design Into the overall building design. Bracing Indicated is to prevent budding of Individual Inrss web and/or chord members only. A "llonal lemporary, and r o-mmaaent Ixacing WOW is always iecp/red tot stability and to Ixevenl collapse vAlh po>yble, personal "and properly damage. For general guidance regarding We krixlcallon, storage, delNery. election and tracing of trusses and huss systems, seeANSVWI l Quality Criteria, 1>56.69 and SCSI Building Component 6904 Porte East Blvd Safety Information avalic"o tom buss Plate Institute, 218 N. Lee Sheet. State 312. Alexandria. VA 22314. Tamps. FL 33610 Job T rubs Truss ype710641415 tly of dcslgn Mcnelccowl propoily Incorporalo 1116 design Into the overallotrusssystem. Beforo use. the Lxdi9ng deslgnei must verify the applk:aMnrs building design. Racing indicated Is to prevent buckling of Individual Inns web and/or chord members only. Additional temporary and permanent Misting 780088 R27 Hip 1 1 DEFL. In loc) Well Ud PLATES GRIP Job Reference tional BUllders FU6150Uite. lenge. From Bury. 1-10600 is*00 ...-..ow• •••••••• .__... .. __.__.____.. _o_ ID:bOF6SVOJwew2X17la4Pv18zbOUN-gHCVggehG2K 9tpjnxXOtPReRVNF61HLYRbrXzb44V 1 0 0 7-0-0 8-0-0 15-0-0 t 6-0-0 1-0-0 7-0-0 1-0-0 7-" Scale . 1:28.4 4x6 = 4x6 = 30 = 2x4 11 20 11 3x4 = LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=657/0-3-8,5=657/0-3-8 Max Horc 2=77(LC 12) Max Uplif12=-161(LC 12), 5=-161(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-849/302,3-4=.674/340,4-5=-849/302 BOT CHORD 2-8=-140/670,7-8=-139/674,5-7=-140/670 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc pudIns. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=161, 5=161. 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 - Vertly dedyn p4r~ws and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MP7473 rsv. 160.31015 BEFORE USE Design vcdkf for use only vAe1 Mllek® conneclers. lids design Is based only upon parameters slwwn. and Is for an Individual Ixtldlrg component, not tly of dcslgn Mcnelccowl propoily Incorporalo 1116 design Into the overallotrusssystem. Beforo use. the Lxdi9ng deslgnei must verify the applk:aMnrs building design. Racing indicated Is to prevent buckling of Individual Inns web and/or chord members only. Additional temporary and permanent Misting WOW Is always required for sbblllty, on d to prevent catlarxe with Iwss811e persorxtl hinny aril property damage. For genrnal guidance reWdIng the fcmdcolkxl slorago, delivery, erection and bxoci g of trusses and Inrss systerns, ser-ANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.09 5-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Ven(TL) 0.22 5-7 819 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz( L) 0.02 5 We We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 61 Ib FT = 200/. LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=657/0-3-8,5=657/0-3-8 Max Horc 2=77(LC 12) Max Uplif12=-161(LC 12), 5=-161(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-849/302,3-4=.674/340,4-5=-849/302 BOT CHORD 2-8=-140/670,7-8=-139/674,5-7=-140/670 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc pudIns. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=161, 5=161. 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 - Vertly dedyn p4r~ws and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MP7473 rsv. 160.31015 BEFORE USE Design vcdkf for use only vAe1 Mllek® conneclers. lids design Is based only upon parameters slwwn. and Is for an Individual Ixtldlrg component, not tly of dcslgn Mcnelccowl propoily Incorporalo 1116 design Into the overallotrusssystem. Beforo use. the Lxdi9ng deslgnei must verify the applk:aMnrs building design. Racing indicated Is to prevent buckling of Individual Inns web and/or chord members only. Additional temporary and permanent Misting WOW Is always required for sbblllty, on d to prevent catlarxe with Iwss811e persorxtl hinny aril property damage. For genrnal guidance reWdIng the fcmdcolkxl slorago, delivery, erection and bxoci g of trusses and Inrss systerns, ser-ANSVTPI I Quality Criteria, DSB-89 and SCSI Building Component 6804 Parke East Blvd. Safety Information avdlable nom truss Plate InstlMe. 218 N. Lee Street, Salto 312. AlexandFlo. VA 22314. Tempa. FL 33610 Buuders FsslSource. Tempo. dram u:ny, rarroa a;uee ID:bOF6SVOJwew2X(7Ia4PvlBzbOUN-9Tm"HSW cBS?GVSmz5ybhrp6_alRaCBBN_zb44U t.p p 7{.p 1615-" 1 - 0.0 1-0-0 7.6.0 7.6.0 Scale - 1:28.2 4x6 = 3x4 i 2x4 II 30 la 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 rush Truss Type ty loc) Udell Ud PLATES GRIP 2.6 >999 240 MT20 244/190 4.6 >806 180 4 n1a Na Weight: 56 Ib FT = 20% LUMBER- MiTek' BRACING - 6904 Perks East Blvd. TOP CHORD 2x4 SP No.2 Tampa, FL 33610 710641416 TB0098 R26 Common t 1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=657/0-3-8,4=657/0-3-8 Job Reference (optional) Buuders FsslSource. Tempo. dram u:ny, rarroa a;uee ID:bOF6SVOJwew2X(7Ia4PvlBzbOUN-9Tm"HSW cBS?GVSmz5ybhrp6_alRaCBBN_zb44U t.p p 7{.p 1615-" 1 - 0.0 1-0-0 7.6.0 7.6.0 Scale - 1:28.2 4x6 = 3x4 i 2x4 II 30 la 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 CSI. TC 0.75 BC 0.61 WB 0.14 Matrix) Design valid for use only with Mllek® conneClors. ft* design Is based only upon paameters shown, and K For an Individual bu9ding component, non DEFL. in Vert(LL) 0.10 Ven( L) -0.22 Horz(TL) 0.02 loc) Udell Ud PLATES GRIP 2.6 >999 240 MT20 244/190 4.6 >806 180 4 n1a Na Weight: 56 Ib FT = 20% LUMBER- MiTek' BRACING - 6904 Perks East Blvd. TOP CHORD 2x4 SP No.2 Tampa, FL 33610 TOP CHORD Structural wood sheathing directly applied or 3.9-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=657/0-3-8,4=657/0-3-8 Max Horz 2=81 (LC 12) Max Uplift2=-165(LC 12), 4=-165(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---841/299,3-4=-8411299 BOT CHORD 2-6=-132/658,4-6-132/658 WEBS 3-6=0/356 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=4.2ps1; 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 & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) o1 truss to bearing plate capable o1 withstanding 100 Ib uplilt at joint(s) except 01=1b) 2=165, 4=165. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - V W)y doWon pammefere end READ NOTES ON THIS AND INCLUDED MI/EK REFERANCE PAGE MA -7473 rov. IM32016 BEFORE USE Design valid for use only with Mllek® conneClors. ft* design Is based only upon paameters shown, and K For an Individual bu9ding component, non a Inas syslom. Before use, the bRJldhlp designer rntist verify the appOcabilly of design paanelors and poperiy InCalorote 9nh design into the overall to ovenl buckling of IndMduKJ Inis wob and/or chord momLx-rs orgy Adalllonol temporaryand pennanonl bracBc9IngbungdesignMatingIndicatedkp MiTek' is always required for stability and to prevent collapse with possible personal Injury and Ixoperty damage. For general guidance regadhng " IabrIcallm storage. delivery. erectlon and brochng of innsees and Inas systems. seeANSIMI I Qualify Criteria, DSB-89 and BCSI Building Component 6904 Perks East Blvd. Safety Information available From bus Plate Institute. 218 N Lee Shoel. SFJIe 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty ply a Inns system. Belot use, the brlldng designer must verify the alAAlcobBly of doslgn pxnamelers and txopeily i ncorperate this design Into the overall btAdtng design. Brach Indicated is to ixeveni buckling of Individual Inns web and/or chord members only. Additional temporary and p eimanent baring MiTek' 76-0 LOADING (psi) SPACING- 2-0.0 CSI. 710641417 TB0098 R29 Common 3 t TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) 0.11 4-5 Job Reference (optional) amooets rntaaource. Ianpo. M. any. rW— aaaoo ID-bOF6SVOJwew2Xf71 a4Pvl8zbOUN-9Tmtp3gHSaABc9S?GVSmz5ya4rpt_aHRaCBSN_zb44U 1-0-0 7.6.0 i 15." 1 0 0 7.6.0 7'6.0 Scale . 1:27.6 4x6 = 3x6 = 20 11 unv — LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 WEBS 20 SP No 3 REACTIONS. (Ib/size) 4=589/Mechanical, 2=663/0-3-8 Max Horz 2=90(LC 12) Max Uplilt4=-131(LC 13), 2. 166(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---857/312,3-4=-855/311 BOT CHORD 2-5---165/673,4-5=-1651673 WEBS 3-5=0/359 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. ll; Exp B; Encl., GCpl=0.18; MW FRS (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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 1 O Ib uplift at joint(s) except 0I=1b) 4=131, 2=166. 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 WARNING - V*d1y doeign perarroeten end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M47473 rev. 1093,2015 BEFORE USE. 76-0 De*p valid lot use only wph Mllek® connectors. n* design Is IxiSed orgy upon parameters shown. and Is lot an kxdlvId al building compxxanl, not a Inns system. Belot use, the brlldng designer must verify the alAAlcobBly of doslgn pxnamelers and txopeily i ncorperate this design Into the overall btAdtng design. Brach Indicated is to ixeveni buckling of Individual Inns web and/or chord members only. Additional temporary and p eimanent baring MiTek' 76-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Verl(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.62 Verl(TL) 0.25 4-5 721 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.02 4 We rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 55 Ib FT = 20°0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 WEBS 20 SP No 3 REACTIONS. (Ib/size) 4=589/Mechanical, 2=663/0-3-8 Max Horz 2=90(LC 12) Max Uplilt4=-131(LC 13), 2. 166(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---857/312,3-4=-855/311 BOT CHORD 2-5---165/673,4-5=-1651673 WEBS 3-5=0/359 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins. BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. ll; Exp B; Encl., GCpl=0.18; MW FRS (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) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 1 O Ib uplift at joint(s) except 0I=1b) 4=131, 2=166. 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 WARNING - V*d1y doeign perarroeten end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M47473 rev. 1093,2015 BEFORE USE. De*p valid lot use only wph Mllek® connectors. n* design Is IxiSed orgy upon parameters shown. and Is lot an kxdlvId al building compxxanl, not a Inns system. Belot use, the brlldng designer must verify the alAAlcobBly of doslgn pxnamelers and txopeily i ncorperate this design Into the overall btAdtng design. Brach Indicated is to ixeveni buckling of Individual Inns web and/or chord members only. Additional temporary and p eimanent baring MiTek' is always ie"ed los stab0lty and to pteveM collapse atm posslMe personal WtW and pxoperly damage Foo general g0da nce *Wding the IablCatkm storage, delivery. erection and bracing of Inrsses and inns systems seeANSIMI I Quality Criteria, DSO -89 and BCSI Building Component 6904 Parke East Blvd. Safety IMonmarion available horn (russ Plate institute. 218 N lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job russruss ype LUMBER- BRACING - Ply T10641418 780086 R30 Hip Girder 1 AG Job Reference(optional) Builders Fss150UrCe. lorMa. Vionl tiay. Fiona 33bbba„wa, ,.,.. .,.. ...,.. .....,....... ._ ID:bOF6SVOJwew2Xf7la4Pv18zbOUN-5sueEla)( BOvrScF6 E2W/y4fSESOFk1WgFSszb44S 7.0-0f 3.9.4 0 12.4.9 + 17-7.7 1 23.0-0 1 26.2. 12 i 30.0-0 31-0.0 rt 0 0 3 9.4 3.2-12 5.4.8 5 2.13 5 4-9 3 2.12 3 -94 1-0-0 1 0 Scale . 1:53.5 4x6 = 3x8 = 20 11 5x8 = Mr 4 5 16 6 17 18 7 30 = 1D w .c „ 3%6 = 3x6 = 20 11 5x6 = 3x8 = 30 = 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 NO BCDL 10.0 Code FBC2014/TP12007 CSI. TC 0.70 BC 0.76 WB 0.43 Matrix) DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) 0.18 12-14 >999 240 MT20 244/190 Ved(TL) -0.40 12-14 >894 180 Horz(TL) 0.07 9 We n1a Weight: 352 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc puffins. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 9.13: 2x6 SP M 26 WEBS 20 SP No.3 6904 Parke East Blvd. REACTIONS. (lb(size) 2=2082/0.3-8, 9=2518/0.3.8 Tempa. FL 33610 Max Horz2=77(LC 12) Max Uplift2=-538(LC 8), 9=-746(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4067/1136,3-4=-386511113,4-5=-3490/1032, 5-16=-5994/1907,6-16=-5994/1907, 6 -17= -599311906,17 -18-5994/1906,7-18=-5994/1906,7-8=-4840/1538,8-9=-5018/1548 BOT CHORD 2-15=-1012/3578, 14-15=-1648/5484, 13-14-1648/5484, 13.19— 1648/5484, 19-20=-1648/5484,12-20=-1648/5484,12-21-1298/4331, 21-22=-1298/4331, 11-22=-1298/4331, 9-11=-1333/4420 WEBS 4-15=-365/1444, 5-15=-2450/859, 5-14=-132/668, 5-12=-4361668, 6-12=-601/425, 7-12=-649/2017, 7-11-31634 NOTES- (11) 1) 2 -ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 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 it 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=4.2psf; BCDL=6.Ops1; h=2511; Cat. ll; 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 20.0psl 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplilt at joint(s) except ft=1b) 2=538, 9=746. 9) "Semi-rigid pilchbieaks 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) 122 Ib down and 141 lb up at 16-11-4,122 Ib down and 141 Ib up at 18.11-4, and 122 Ib down and 141 Ib up at 20-11.4, and 230 Ib down and 262 lb up at 23.0-0 on top chord, and 994 Ib down and 325 Ib up at 15.0.12, 88 Ib down at 16-11-4, 88 lb down at 18-11.4, and 88 Ib down at 20-11-4, and 351 Ib down and 94 Ib up at 22-11.4 on bottom chord. The deslgntseleclion o1 such connection device(s) is the responsibility of others. Continued on page z 0 WARNING • Verfily dedyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67473 rov. fa0O3R015 BEFORE USE Design valid for use only wlih Mllek9 connectos. lhls design B based only upon Iwraneters shown. and Is to ah Ihdlvkkrdi btsdhhg component. not a 0us systCln. Before rise- the building designer mrtsl verily the opplicabllly of deign Ixaanolors and properly Incoporate this design Into the over" Is to Wckthlg Individual Imm web and/o chord members only Adldllbnal lernpoary and permanent braclng WOWbtAdhhgdesign. ®acing Indksalod prevent of 6 always regUred to stability and to prevent collapse with possYole personal Injury and properly damage For genetai grldahce Iegading the 6904 Parke East Blvd. Idrbtcatkxh. stoago, delivery, eiecllon dint bracing of Inmes and Inns systems, soeANSVIPII Quality Criteria, DSB-89 and SCSI Building Component Tempa. FL 33610solelyInformationavdtablenorthtrussRalehntltule. 218 N. lee Streel- Sidle 312, Alexandria. VA 22314. Job russ Truss Type N Y o hiss system. Before iso, the btAldng designer mist vedly the cgAA1CcAA1ty of design parameters and proporly Incorporate this design Into the ov..101 bBtlIng design. fliaclrng Indicated is to prevent b ticklkig of Individual Inns web and/or chord inembets only. Additional temporary and permanent bracing MiTek' Is always iegiAred for stability and to prevent collapse with possUe personal "and property damage. For geneid guidance iegadIng the fabricallm slorage, dellvery, eiectlon and txacing of tnissos and in= systems. seeANSI/IPI I Quality Crlterto. D56-69 and BCSI Building Component 6904 Parke East Blvd. Salory Information ovdIoble horn puss Rale Institute. 218 N. tee Street. Sulte 312. Alexa ndrio. VA 22314 Ton pa. FL 33610 T10641418 T80096 Rao Hip Girder 1 2 Job Reference o tional Budden FIb15OUIC9, 10rnp8. plant tiny. rronoo aeebb , .,r.... Gv o ... a ... T.L.,...o,..o ..q.._ _v_ ID:bOF6SVOJwew2X171 a4Pvl8zbOUN-5sueEkiX_BOvrScOOwUE2W 1 y41SESOFkl W gFSszb44S 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) VBA: 1.4=-60, 4-7-60, 7-10=-60, 2-9=-20 Concentrated Loads (lb) Vert: 7=-183(F) 11=-351(F) 16-122(F) 17=-122(F) 18-1 22(F) 19=-994(F) 20-64(F) 21=-64(F) 22=-64(F) WARNING - Vedly doslpn paramere» and READ NOTES ON TN1S AND INCLUDED WTEK REFERANCE PAGE UP -7079 rev. IGWW 15 BEFORE USE Design valki for use only wilh Wlek®connectas INs dmlgrn h based oNy ul»n parClrnelers snovm, and h for an IxliMtkid buYding cornponent, noI o hiss system. Before iso, the btAldng designer mist vedly the cgAA1CcAA1ty of design parameters and proporly Incorporate this design Into the ov..101 bBtlIng design. fliaclrng Indicated is to prevent b ticklkig of Individual Inns web and/or chord inembets only. Additional temporary and permanent bracing MiTek' Is always iegiAred for stability and to prevent collapse with possUe personal "and property damage. For geneid guidance iegadIng the fabricallm slorage, dellvery, eiectlon and txacing of tnissos and in= systems. seeANSI/IPI I Quality Crlterto. D56-69 and BCSI Building Component 6904 Parke East Blvd. Salory Information ovdIoble horn puss Rale Institute. 218 N. tee Street. Sulte 312. Alexa ndrio. VA 22314 Ton pa. FL 33610 Job I russ TrUSS Type oty ply a frtiss system. before use. the bxYa9rx1 deslgna mtrst verity the a Wicnbuty of design parameters and properly hcosperale Ihh design Into the overall b tAding design. Racine Indicated Is to prevent buckling of Indlvkfuat truss web and/a chord members only. Additional Iemporary and perrnanenl brocing Welk' Is always tec"red la slablllly and to t„event cohere wllh possible personal "and rxoperty doinage. For general guidance regaaing the fabrication storage. dellvenr. eieclkm and bracing of trues and Crus systems. soeANSVFPI I Quality CfIf9do, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from bras Plate htstpNle. 218 N. lee Sheaf. SUIIe 312. Alexandria. VA 22314 Tempa. FL 33610 710641419 780088 R31 Hip 1 t Job Reference (optional) uurrreis rusiboures. iar pa. ram uffy, rrorao as000 w, ••- . - ID:bOF6SVOJwew2xt71 a4PvlBzbOUN-Z2SOS4i9IVZmTcBayd?TbtaAe2m7BsitGAPo_lzb44 R 9-0-015-0-0 21.0-0 25 .2.12 30.0.0 4.2.12 6-" 6-0.0 0.2-12 4.9 .4 1-0-0 Scale . 1:53.5 44 = 3x8 = 4x6 = 3X6 = ,. 1 1 3x6 = 3x8 = 3x4 = 3x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 VBri(TL) -0.48 2-13 >741 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.50 HOrz(TL) 0.12 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-5-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1257/0-3-8,8=1257/0-3-8 Max Horz 2=96(LC 12) Max Uplift2=-241(LC 12), 8=-241 (LC 13) FORCES. (Ib) - Max. CompJMax. Ten -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2188/782, 3-4=-1910/659,4-5---1669/636,5-6=-1669/636,6-7=-1910/658, 7.8=-2188!782 BOT CHORD 2-13=-597/1905,12-13=-518/1980,11-12=-518/1980,10-11-518/1980, 8-10=-605/1905 WEBS 3.13= 290/241, 4-13=-110/548, 5-13= 486/199, 5-10= 486/199, 6-10=-110/548• 7-10=-290/241 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vull=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; 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 MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed [or 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 10D Ib uplift at joint(s) except 01=lb) 2=241, 8=241. 7) 'Semi-rigid pitchbreaks wilh 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 . Va q design peritnWers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE NO -7,173 ray. I49MIS BEFORE USE Design valid rot use only with lvBlek®co nnectors. INs design Is based only upon ryrameters shown, and is Ior art In llNduol building component. not a frtiss system. before use. the bxYa9rx1 deslgna mtrst verity the a Wicnbuty of design parameters and properly hcosperale Ihh design Into the overall b tAding design. Racine Indicated Is to prevent buckling of Indlvkfuat truss web and/a chord members only. Additional Iemporary and perrnanenl brocing Welk' Is always tec"red la slablllly and to t„event cohere wllh possible personal "and rxoperty doinage. For general guidance regaaing the fabrication storage. dellvenr. eieclkm and bracing of trues and Crus systems. soeANSVFPI I Quality CfIf9do, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from bras Plate htstpNle. 218 N. lee Sheaf. SUIIe 312. Alexandria. VA 22314 Tempa. FL 33610 Job Truss Truss Typety DEFL. in (roc) Well Ud PLATES GRIP Vert(LL) -0.12 10-12 >999 240 MT20 244/190 Vert(TQ -0.36 10-12 >982 180 Horz( L) 0.11 7 n/a rVa Weight: 151 Ib FT = 20°6 LUMBER- BRACING - WOW TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5: 20 SP No.1 710641420 TB0098 R32 Hip 2 1 REACTIONS. (Ib/size) 2=1249/0-3-8,7=1261/0-8-0 Max Horz 2=115(LC 12) Job Reference o trona awasrs Festsomcs. lompa. yarn t ny. rronoa rueo ID:bOF6SVOJwew2Xf7la4PvlBzbOUN-Z2SOS4I9IVZmTcl ayd7Tbla2gIBu3tGAPo3U_lzb44R 7 0-0 5. 9.4 VI-" F 19-0.0 I 24.2.12 30-0-0 1v0 5.9.4 5.2.12 8.0.0 5-2.12 5.9.4 Sire = 4x6 = Scale . 1:53.5 30 = 1O " _ — - 3x4 = 2x4 11 3x4 = 3x4 3x8 = 20 11 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 FBC2014fFP12007 CSI. TC 0.91 BC 0.62 WB 0.33 Matrix) Design valid for use only with Wlek® connectors. flits design Is based only upon porarnelers stlown, and Is for an Individual Wilding component. not DEFL. in (roc) Well Ud PLATES GRIP Vert(LL) -0.12 10-12 >999 240 MT20 244/190 Vert(TQ -0.36 10-12 >982 180 Horz( L) 0.11 7 n/a rVa Weight: 151 Ib FT = 20°6 LUMBER- BRACING - WOW TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-5: 20 SP No.1 BOT CHORD Rigid telling directly applied or 7.10-1 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpt 4-10 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1249/0-3-8,7=1261/0-8-0 Max Horz 2=115(LC 12) Max Uplilt2=-263(LC 12), 7=-266(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2199!744, 3-4=-1734/641, 4-5=-1487/623, 5-6=-1722/637, 6-7=-2152/•!28 BOT CHORD 2.13— 554/1886, 12.13=-554/1886, 12-14=-336/1498, 11-14=-336/1498, 10-11=-336/1498, 9-10=-543f1831,7-9=-54311831 WEBS 3-12=-457/258,4-12-39/437,5-10---32/427,6-10-408/240 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=25f1; 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 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=263, 7=266. 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 - Vorlly dodgn paramelora and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MD7473 rev. IGOMIS BEFORE USE. Design valid for use only with Wlek® connectors. flits design Is based only upon porarnelers stlown, and Is for an Individual Wilding component. not a buss system. Before use. One trading designer must verity the a AlcabllN of design Ixramelers and property Incorporate this deslpn Into the overall building design. ®acing Indicated Is to prevent buckling of InclWur9 buss web axi/a chord members orgy. AddlOonal lempaay and permanent bracing WOW Is always iegtlnod la stability and to prevent collapse wllh possible personal Dray and property damage. For general guidance negadbp the fabrication storage. delivery. erection and bracing of Inmos and Inas systems. seeANSIMI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IMormatlon ovallable horn Truss Rale bntllulo. 218 N. Lee Skeet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Typety PLATES GRIP MT20 244/190 Weight: 151 Ib FT = 20% LUMBER- T10641421 780098 R33 Hip 2 1 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1249/0-3-8,7=1261/0-8-0 Job Reference Clonal Dwn. I VU110915 F 161*vuice. lanipa. Ilan! -Y. Igllaa JJa00 - 18zbOU -1 E -- - ID:bOF6SVOJwew2X171 a4Pv18zbOUN• 1 EOOtOjnW ohd4minVKXi7x6K6SBBwKy1 Vg9MW Iz1Y140 r I 6-9-4 130-0 15-0-0 17-" I 23.2.12 30-0-0 31-0.0 1-0.0 69.4 6.2-t2 2-0-0 2-t>-0 6 2.12 6 9 4 t-0-0 Scale . 1:53.5 5x6 = 5x6 = 30 = 30 = 30 = 30 = 30 = Iv 0 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 CSI. TC 0.53 BC 0.73 WB 0.41 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.13 10-12 >999 240 Veri(TL) -0.32 2-12 >999 180 Horz( L) 0.09 7 n/a n1a PLATES GRIP MT20 244/190 Weight: 151 Ib FT = 20% LUMBER- BRACING - WOW TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.3-12 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1249/0-3-8,7=1261/0-8-0 Max Harz 2=134(LC 12) Max Uplitl2=-282(LC 12), 7=-285(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2152!754, 3-4=•2035/835, 4.5=-1346/601, 5-6=-1997/822, 6-7=-2117!742 BOT CHORD 2.12=-55611842, 12-13=-276/1311, 11.13=-276/1311, 10-11=-276/1311, 10-14=-275/1306, 14-15=-275/1306,9-15=-275/1306,7-9=-546/1 800 WEBS 3-12=-376/332.4-12=-3021679,5-9=-2851638,6-9=-347/319 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUII=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; 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 & 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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except QI=Ib) 2=282, 7=285. 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 WARNWO • Verity dodgn psr4metwi; end READ N07ES ON THIS AND WCLUDED MrTEK REFERANCE PAGE M/F7473 rov. 10932015 BEFORE USE Design valid for use only wOh Mllek® connectors. Inls design is based only upon paameters slwwn. and Is lot an Individual buldir* component. not a buss system. 8010FO use, the building designer mutt verily the applicabllh of design paaneters and property Incorporale this design Into the overall building design Bracing Indicated Is to prevent butcaing of Individual truss web ar d/a chord members only. Additional temporary and permanent brackV WOW 6 always iec"ied for slat -Ally and to ptevenl collapse wlih possUe personal t1Pay and property damage. For general guidance iegadrtg Me latrlcallm stodge. delivery. erection and banding of intssQs arxd fans systems, seeANSI/TPII Ouclity Criteria, DSB-09 and BCSI Building Component 6904 Parke East Blvd Sately IMormatlon available Iran ]furs Plate Inslllute. 218 N. lee Street. Suite 312. AlexciWrlo. VA 22314. Tarrpe. FL 33610 Job russ Truss Typety PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20°0 LUMBER- T10641422TB0098 MiTek' R34 Common 2 1 BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1249!0.3.8, 8=1261/0.8.0 Job Reference tion_! 1? ?nl) on t Builders Fsstsource.lompo, rremcsy.Fronoossaoo ....,.,...,...o •••_..•••---•••__...._. ID:bOF6SVOJwew2Xf71 a4PvIBzbOUN-V RZmtmkPH6pUiwKz322xg61SZSUotokAtUuv2Bzb44 P 7-9-4 15-" 22.2.12 30-" % 0": 50500- 1 7.9 4 7-2.12 7.2.12 7.9.4 44 = 6.00 F12 Style . 1 52.6 30 G 30 = 4x6 = 30 = 3x4 -,. H 0 LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TP12007 CSI. TC 0.74 BC 0.77 WB 0.38 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.35 10.12 >999 240 Verl(TL) -0.65 2-12 >544 180 HOrz(TL) 0.08 8 We Na PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20°0 LUMBER- BRACING - MiTek' TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins. BOT CHORD 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 8-2-9 oc bracing WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1249!0.3.8, 8=1261/0.8.0 Max Horz 2--153(LC 17) Max Uplitt2=-297(LC 12), 8=-301 (LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3---2081f763,3-4=-1 830f728, 4-5=1719!753, 5-6=-1698n46,6-7=-1809/721, 7-8=-2054!753 BOT CHORD 2-12--553/1773, 12-13=-224/1161, 11-13=-224/1161, 11-14=-224/1161, 10-14=-224/1161, 8-10=-544/1740 WEBS 5-10--232/696,7-10--427/363,5-12=-243/724, 3-12=-451/375 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511: Cat. II; Exp B; Encl., GCpl=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 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.Ops1 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 = 10.0psl. 5) Provide mechanical connection (by others) of muss to bearing plate capable of withstanding 100 Ib uplllt at joint(s) except (jt=lb) 2=297, 8=301. 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.' WARNWG - Vorlly dodyn pan msforo and READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE W7473 rov. 189MIS BEFORE USF- SEDesignDesignvalidforuseorgywithHlek® connectors. "design is based only upon poramelers st,ovm, and is for on hdMdticll balding component, nol a hist system Before tiso, the building doslprxfr must verity the npplkabllN of design paromolers and property Incorporate 915 design Into the overall btAding doslgn. ®achg Irxlicated K to prevent bulckfing of Irlcllvkfual truss wob and/or chard meinbers orgy. Addtlorat temporary old lennanent l)# Ing MiTek' Is always ioquied tar stability and to prevoni collapse with poss911e personal frytry and property damage. For general guidance iegardng the Idrlcatlon, storage, delivery, erection aril brochg of (ruses and Ines systems soc-ANSI/TPI I Quollly Cdterla, DSB-89 and BCS( Building Component 6904 Parke East Blvd. Sorely information available from truss Plate Institute. 218 N. Lee Street. Salle 312, Alexandria, VA 22314 Tompo. FL 33610 Job Truss Truss Type 0ty N In loc) Udell Ud TCLL 20.0 Plate Grip DOL T10641423 780088 R35 Common 3 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Ven(TL) Job Reference (optional) Btnrders rrrstsornce. compo, nem any. rronoo auoo ID:bOF6SVOJwew2X17la4Pvl8zbOUN•VRZmImkPH6pUiwKz322xg81XOsUZIluAlUw2Bzb44P 1-a0 6.3.7 12-0.5 17.9.4 21-1, •8 t-0-0 6.3.7 5.8.15 5-8.15 4.2.4 4X6 = Scale . 1 42.4 30 = 3x4 = 3x4 = 3x4 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vefl(LL) 0.19 8-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Ven(TL) 0.42 8-10 626 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz( L) 0.04 7 We We BCDL 10.0 Code FBC2014rFP12007 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. (Ib/size) 2=937/0-3-8,7=865/Mechanical Max Horz 2=162(LC 12) Max Upldt2— 233(LC 12), 7=-180(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3---1502/534,3.4=-1356/574,4-5---1112/483 BOT CHORD 2-10=-447/1268,9.10=-198!768, 9-11=-198!768, 11-12=-198/768,8-12=-198/768, 7-8=-324/946 WEBS 3.10=-3481298,4-10=-222/633,4-8---107/333,5-7=-11431391 PLATES GRIP MT20 244/190 Weight: 111 Ib FT = 20% Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verlicals. Rigid ceiling directly applied or 8-7-10 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=4.2ps1; BCDL--6 Opst; h=2511; Cat. 11; Exp B; Encl., GCpl=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 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 o1 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=233, 7=180. 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 . Vedly dasfyn parameter, and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE NIF7473 rev. IQW2015 BEFORE USE Design valid for use only with Mllek® connectors. this design Is based only upon puiametets shown. and Is lot an IndivkhxA building component. not a inns system. Belore use, the Ixdldlng designer must verify the applicability of design paomelers and properly I ncorporale this design Into the overall building design.osign. Bracing Indicated Is to prevent buckling of IndWuai Ituss web aril/ow chord members only Addlllonat lemporay and permanent bracing MiTek' Is always required low sictiAlly and to prevent collapse with possible personal hp0y and property damage For general guidance iegadtng the Iabrk:atlDn, storage. delivery. eiecllon and bracing of IRF48Sand IRM systems, seeANSVV1I Quality Criteria, OSB -89 and BCSI building Component 6904 Parks East Blvd. SatNy Informaton avalfabie born Luss Rate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type 0ty ly T10641424 780098 A36 COMMON 3 1 Lumber DOL 1.25 BC 0.72 BCLL 0.0 Rep Stresslncr Job Reference tions VU110919 Fa9IbOU1C9. IUnIPO, nam Vny, nDII09 JJJDo -_ PvlS ..... _.....___...__...._. I D:bOF6SVOJwew2x171 a4 Pv18zbOUN-zd78461120xLK4v9dIZADMCi9GgoOCBJyBeSbdzb440 1-0-0 6.3.7 12-0.5 17-9-4 21.11.8 23-0-0 1.0.0 6-3.7 5-8-15 58.15 4-2.4 1 0 8 Scale - 1:42.6 4x6 = 30 = 30 = 3x4 = 30 = 30 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 TCDL 10.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 Rep Stresslncr YES WB 0.56 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. In (loc) Well Ud Vert(LL) -0.19 9-11 >999 240 Vert(TL) -0.42 9-11 >626 180 Horz(TL) 0.04 8 n/a n1a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=93510-3-8,8=93810-3-8 Max Horz2=126(LC 12) Max Up11112=-234(LC 12), 8=-216(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3---1498/531,3-4=-1351/572.4-5---1101/486 BOT CHORD 2.11=-424/1265,10-11=-175 764,10-12=-175!764,12-13=-175(764,9-13= 175!764, 8-9=-295/933 WEBS 3-11=-348/297,4-11=-222/633,4-9=-104/325,5-8=-1136/375 PLATES GRIP MT20 244/190 ly Weight: 112 Ib FT = 20% Structural wood sheathing directly applied or 4.3-8 oc purlins, except end verticals. Rigid ceiling directly applied or 8-10.6 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; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C -C Exiedor(2) zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This buss 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift a1 joint(s) except 01 --lb) 2=234, 8=216. 6) 'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily dedirn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD -7473 rev. 1093/1016 BEFORE USE Design valk7 for use only wllh MllekS eonneetors. Inls design is based only upon pnameters dawn, and Is la an Individual building component, nD1 a Was system. Beloto rive, the txAlding designer mtnl verily the oWlcab0y or design Ixaameters and IxoPerly Incorporate this design Into the overall btAding design. Bracing Indicated Is to prevent Wcklhg of individual Iuss web and/or clard members only. Additional lemrxxary and perrnanent bracing WOW Is always required for slatAly and to prevent coltafxe vAlh poss"o personal hkay and property damage. Fa general guidance regarding the fabrk;alkxu stooge. delivery, erecilon and baclrg of Inures and list systems, seeANSI/IPI I Cually Criteria, DSB-89 and SCSI BuDcMg Component 6904 Parke East Blvd. safety Information ovallable Dom truss Rate InstlNte. 218 N. Lee Sheer, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Fuss. ss ype Nly PLATES GRIP MT20 244/190 Weight. 125 Ib FT = 20°0 T10641425 780098 R37 Nrp t 1 BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.10.10 oc bracing. Job Reference lienal D.. Budder* Fuslbource, tampb, rtam uny. rraroe ;rsabb w• 1-1-11 ... I—— .. . -; W - I D:bOF6SVOJwew2X17 t a4Pv18zbOUN•zd7B461/ 2OxLK4v8dlZADMCiyGgoOEKJySeSbdzb440 1.40 5.9.4 11-0-0 13-0.11 183.7 21.11.8 23-0-0 1-0.0 S9 4 5.2-12 2-0-11 6-2-12 38.1 1.0$ sire = 4x6 = Jx4 -3X4 II 3x4 _ 30 = 3x8 = 5x6 = Scale e 1 43.8 14 LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 BCDL 10.0 Code FBC2014/TPI2007 (Matrix) DE L. in Verl(LL) -0.16 Vert(TL) -0.40 Horz(TL) 0.05 loc) I/dell Ud 9-10 >999 240 9-10 >646 180 9 n/a We PLATES GRIP MT20 244/190 Weight. 125 Ib FT = 20°0 LUMBER- BRACING - Is always rectubed lot stal3illly and 10 prevent collapse wllh pcsslll.le persorbl trih*y and Ixomrty damage. For general guidance regarding the fabric< 1lon. storage, dellvery. erecflon aril bFocing of trusses and fear systems. seeANS1/1Pl I Cuo91y Criteria. D38.89 and SCSI building Component TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4.12 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.10.10 oc bracing. REACTIONS. (Ib/size) 2=935/0-3-8,9=93810-3-0 Max Horz 2=119(LC 11) Max Upllfl2=-227(LC 12), 9=-207(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-1537/527,3-4=-1023/424,4-5---846/408.5-6=-10181398 BOT CHORD 2-13=-426/1302, 12-13=-42611302, 11.12= 426/1302, 10-11=-192/849, 9-10= 311/862 WEBS 3-13=0/253,3-11=-527/271, 5-10---38/253,6-9=-1036/463 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Extedor(2) zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except 01=1b) 2=227, 9=207. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. e) -This manufactured product Is designed as an individual building component. The suitability and use 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 dedpn peromsten and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE UP -7473 rov. 189"01S BEFORE USE. Doslpn wild lot use only vAth Mllek® conrleCfas. 11gs design Is buwd only upon pot<anelers shown. and Is for on Individual bolding cornponent, not o liras system. Before use. the txAdhtg designer must verily the applkabllly of deslWl paromelers and Ixoperly ll1Ce11ierale M design Into the overall IxAdfng design. Bracing Indicated Is to Ixevent txakling of Irx9vldual Iruss web and/or chord members orgy. Additional lemtwtary unit Permanent btaclng WOW Is always rectubed lot stal3illly and 10 prevent collapse wllh pcsslll.le persorbl trih*y and Ixomrty damage. For general guidance regarding the fabric< 1lon. storage, dellvery. erecflon aril bFocing of trusses and fear systems. seeANS1/1Pl I Cuo91y Criteria. D38.89 and SCSI building Component 6904 Parke East Blvd. Sate y IMormotlon avollcdAe from bus Plote Institute, 218 N. Lee Street. Suite 312. Nexandrio, VA 22314. Tempe, FL 33610 Job russ Truss Typety TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 710641426 TBoo98 R38 HIP I 10.0 LbRefrenceloptional) WB 0.27 Horz(TL) 0.04 8 n/a rVa 011110918 1-"W1*0urce. 0ornpa. W. V.y,...___...__. ..._. .__..._. .. ID:bOF6SVOJwew2Xf71 a4PvlezbOUN-RphXHSmgp)3CxDUMBT4 PIZkp8gAe7hvTBoN074zb44N I 4-e-4 4.2.12 6.0.11 6 10 13 1.0 8 44 = 5x8 = Scale. 1:40.1 aro - 3x4 = 3x8 = 4x6 = 3x6 :I 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/TP12007 WB 0.27 CSI. DEFL. in loc) Well Ud TC 0.68 Ven(LL) 0.16 2.11 999 240 BC 0.74 Ven(I-) 0.43 2-11 599 180 WB 0.27 Horz(TL) 0.04 8 n/a rVa 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) 2=935/0-3-8,8--93810-3-0 Max Horz2=105(LC 11) Max Uplift2=-211(LC 12), 8=-187(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1497/562, 3-4=-1210/437, 4-5=-1033/435, 5-6=-1126/393, 6-8=-868/417 BOT CHORD 2-11=-465/1295, 10-11=-222/918, 9-10=-222/918 WEBS 3-11=-302/244,4-11=-2/307, 6-9=-117!711 PLATES MT20 GRIP 244/190 Weight: 113 Ib FT = 20% Structural wood sheathing directly applied or 4-4.5 oc purlins, except end verticals. Rigid ceiling directly applied or 8-6-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCPI=0.18, MW FRS (envelope) gable end zone and C -C Exterior(2) zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=211, 8=187. 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.' O WARNING. yody doolyn p4nuwtw* and READ NOTES ON THIS AND INCLUDED AWFK REFERANCE PAGE M117473 ray. 1001,2016 BEFORE USE. Design valid for use orgy with Mllek* connectors ]his design Is based only upon parameters shown. and Is for an Individual building component, not a Iniss system. Before use, the L40ding designer muni verily the applicability of design parameters and poperty bwor orate, this design Into the overall building design. Wacing hdicated Is to prevent bucking of IndNldirU Inns web and/or chord members only. AddIllomd temporary and permanent bracing MiTek' is always required for stobltUy and to prevent collapse wtlh possible personal hpoy and pop arty damage. For general guidance iegardbng the lalrlcatbn, storago. delivery, erection aril Wicing of Iftmes arta Inrss systems, soeANSI/TPI I Quality Criteria, DSII -89 and SCSI Building Component 6804 Parks Eosl Blvd. Safety Information ovalbabte Iran Lugs Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 3300 Job russ Truss Type oly My in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 710641427 780099 R39 Hip Girder 1 1 lJobilleference(optionaO 1.25 BC 0.47 Vert(TL) 0.29 11-13 885 180 Bu401e Frrs75ovres. romps. prem wry. rronoe -s-.uee ID:bOF6SVOJwew2xf71a4PvBzbOUN-wOFvVonlalB3ZN3YW4beln wx3Z6s4ccPS7ZIWzb44M 1.0.0 3.9.4 7-0-0 12-0-5 I 17-0.11 21-11.8 123-0-0--f r1-0-0 3.9.4 3.2.12 5.0.5 5-0-5 4.10.13 4x6 = 3x8 = 4x6 = Scale . 1:40.1 3x8 5x8 = 6xpz MIzumb = 2x4 11 5xB = 3x6 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Veri(LL) 0.13 11-13 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.29 11-13 885 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.63 Horc(TL) 0.05 9 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 134 Ib FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 9.5-1 oc bracing. WEBS 1 Row at midpl 5-10 REACTIONS. (lb/slze) 2=1840/0-3-8,9=156803-0 Max Harz 2=89(LC 26) Max Uplift2=-577(LC 8), 9=-427(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3600/1142, 3-4=-3404/1112, 4-14=-3061/1023, 5-14-3061/1023, 5.6=-1811/574, 6 -7= -2068t610,7 -9=-I480/437 BOT CHORD 2-13=-1038/3157, 13-15=-1049/3251, 12-15-1049/3251, 12.16_ 1049/3251, 11-16=-1049/3251, 10-11=-1049/3251 WEBS 4-13=-134/1000,5-13=-281/204, -r-11-174f769,5-10=-1807/668.6-10---178t682, 7-10=-480/1641 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 ib uplift at joint(s) except (jt=1b) 2=577, 9=427. 8) 'Semi-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 230 Ib down and 262 Ib up at 7-0-0, and 122 Ib down and 141 Ib up at 9-0-12 on top chord, and 351 Ib down and 94 Ib up at 7-0-0, and 88 lb down at 9-0.12, and 815 Ib down and 30D Ib up at 10.3.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4.6=-60, 6-7-60, 7.8-60, 2-9=-20 Continued on Daae 2 Q WARNWO • V4r1/y design paramelsr4 and READ NOTES ON THIS AND WCLUDEO MIfEK REFERANCE PAGE AIO.7473 rov. 1&032016 BEFORE USE. Design valid for use only with 1v9100 connectors. n* design Is basted orgy upon ryxameters sWwn, aril Is for an individual bu !ding component, not a bras system Beforo use. the bullWp de3lgrler murst verity tho applicability of design fxnamelers and fxoperty hcaporale W& design Into the overall building design. Brochg Indicated Is to Prevent budding of Individual Inks web and/or chord members only. Addltlonar lemporary and permanent bracing WOW Is always required for stability and to lxevernl collapse wtlh possible persorx0 Injury and property damage For general guidance rogarding the fcrixleartlorl storage. delivery. erecflon and bracing of trusses aril truss systems scwANSIMI I Cua01y criteria, D56-89 and SCSI Wilding Component 6904 Pmke East Blvd. Safety Inferm.Non ovallable born buss Plate bLstlture. 218 N. Lee Street. 9JIe 312, Alexandria. VA 22314. Tampa. FL 33610 Job FUSS TFUSS TypebT10641427 a cuss systen. Belore ino. Iho Ix/k*V designer must vedty, the applIca pity of design paametem cord goporty hcorpaato this dosign Into trio overall txadtng dosign. Bracing Indicated Is to prevent budding of IndlvldtxA buss web and/or chord members only. Additional lemporay and permanent Mating MiTek' is always rocItdred la stability and to prevent collapse with possible personal Ir"y and poperly domoge. For general guidance fegadIng, the labricollom storage, dellvery, erection and braclng of trussos and inns systems. seeANSIMII Quality Criteria, DSb-89 and SCSI Butiding Component 6904 Parke East Blvd Safety Information available hoar Iruss Rote Institute, 218 N. Lee Sheet. Sulle 312. Alexandria. VA 22314. Tompo. FL 33610 780098 R39 Hip Girder 1 1 Job Reference (optional) uwrders ruslsource. rempo. pram Ley, sono aaaoo .- ^- - - - ID:bOF6SVOJwew2Xf71a4PvIMOUN-wOFvVonla1B3ZN3YkAbelnHwX3Z6$4ccPS7Z1WZb44M LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-183(8)13=-351(8)14=-122(8)15=-64(8)16=-815(B) WARNING - Verify dedpn poamefo s and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rev. 14V=15 BEFORE USE Design vail d for use only vAlh MllekO connectors. lhla design 6based only upon parameters shown, and Is la on IndNkAxl building component, rot a cuss systen. Belore ino. Iho Ix/k*V designer must vedty, the applIca pity of design paametem cord goporty hcorpaato this dosign Into trio overall txadtng dosign. Bracing Indicated Is to prevent budding of IndlvldtxA buss web and/or chord members only. Additional lemporay and permanent Mating MiTek' is always rocItdred la stability and to prevent collapse with possible personal Ir"y and poperly domoge. For general guidance fegadIng, the labricollom storage, dellvery, erection and braclng of trussos and inns systems. seeANSIMII Quality Criteria, DSb-89 and SCSI Butiding Component 6904 Parke East Blvd Safety Information available hoar Iruss Rote Institute, 218 N. Lee Sheet. Sulle 312. Alexandria. VA 22314. Tompo. FL 33610 Job N66runype Desl®1 valid lot use orgy vAth Mllek® connectors this design Is Iwsed only upon rynameters shown. and Is for an Individual bolding component. not oty ply a trine system. Before use, the blk9ng deslgrdn must verify the appllCabllly of design dxsrcanelers and poperly Incorporate this design Into the overall buAding doslgn Bracing Indicated is to prevent btrcklI ng of Individual Isis web aril/or chord members only. Additional temporary and permanent bracing M iTek' Is always rectulred for stability and to prevent collars vAlh possible personal Inpoy and property damage. For general guidance regarding the labrk:atlon, storage. delivery. erection and txocinp of busses and crus systems. seeANSVTPI I Quality Criteria. DS1111-69 and 6CS1 Building Component 6904 Parke East Blvd. Safety Information ovdlable from hus Rate tinstltule. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. 59.8 71064/428 TB0096 R40 I Common 1 1 5.9.8 Job Reference (optional) tsumels f uslaource. I anwa. rout n.uy,rwnoa ID:bOF6SVOJwew2xf7I a4 PvlSzbOUN-wOFvVonlal B3ZN3YkAbelnH2m3c6sCtcPS7Zf W zb44M 1 08 59.8 11.7-0 r 1-0 8 59-8 59.8 4x6 = Scale . 1:27.7 LUMBER- BRACING - TOP CHORD 20 SP No -2 TOP CHORD BOT CHORD 2x4 SP No -2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 7=527/0.3.0, 5=448/Mechanical Max Horz 7=79(LC 9) Max Uplift?=-131(LC 12), 5=-97(LC 13) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---477/214,3.4=-472/209,2.7=-475/307,4-5---397/224 WEBS 4-6=-361254 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C -C Exterfor(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 Ib uplift at joint(s) 5 except 61=1b) 7_131. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this iNss. 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 M TEK REFERANCE PAGE "71.7473 rov. 1493,2015 BEFORE USE 20 11 Desl®1 valid lot use orgy vAth Mllek® connectors this design Is Iwsed only upon rynameters shown. and Is for an Individual bolding component. not a trine system. Before use, the blk9ng deslgrdn must verify the appllCabllly of design dxsrcanelers and poperly Incorporate this design Into the overall buAding doslgn Bracing Indicated is to prevent btrcklI ng of Individual Isis web aril/or chord members only. Additional temporary and permanent bracing M iTek' Is always rectulred for stability and to prevent collars vAlh possible personal Inpoy and property damage. For general guidance regarding the labrk:atlon, storage. delivery. erection and txocinp of busses and crus systems. seeANSVTPI I Quality Criteria. DS1111-69 and 6CS1 Building Component 6904 Parke East Blvd. Safety Information ovdlable from hus Rate tinstltule. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. 59.8 11.7-0 _ 5.9.8 59.8 Plate Offsets (XY)-- 12:0-2-15.0-2-01 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.02 5-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Veri(fL) 0.06 5.6 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 63 Ib FT = 2M'o LUMBER- BRACING - TOP CHORD 20 SP No -2 TOP CHORD BOT CHORD 2x4 SP No -2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 7=527/0.3.0, 5=448/Mechanical Max Horz 7=79(LC 9) Max Uplift?=-131(LC 12), 5=-97(LC 13) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3---477/214,3.4=-472/209,2.7=-475/307,4-5---397/224 WEBS 4-6=-361254 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C -C Exterfor(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 Ib uplift at joint(s) 5 except 61=1b) 7_131. 7) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this iNss. 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 M TEK REFERANCE PAGE "71.7473 rov. 1493,2015 BEFORE USE Desl®1 valid lot use orgy vAth Mllek® connectors this design Is Iwsed only upon rynameters shown. and Is for an Individual bolding component. not a trine system. Before use, the blk9ng deslgrdn must verify the appllCabllly of design dxsrcanelers and poperly Incorporate this design Into the overall buAding doslgn Bracing Indicated is to prevent btrcklI ng of Individual Isis web aril/or chord members only. Additional temporary and permanent bracing M iTek' Is always rectulred for stability and to prevent collars vAlh possible personal Inpoy and property damage. For general guidance regarding the labrk:atlon, storage. delivery. erection and txocinp of busses and crus systems. seeANSVTPI I Quality Criteria. DS1111-69 and 6CS1 Building Component 6904 Parke East Blvd. Safety Information ovdlable from hus Rate tinstltule. 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tompo. FL 33610 O ru56 Truss Type OTY FlyT10641429 a miss system. Before use. the Ixdnng designer mrrsl verify The aPpIIC0bIlty of design pwranelO S and VOPerly IncaPOrale thin design Into The ovorall building design. Bracing In licaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and Permanent Ixocing MOW 4.11.8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. 780096 R41 Hip 1 t TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.02 6-7 Job Reference (optional) Tlulldele h 11615ource. l amp0. rram uny. rronaa ssaoo •.• f7la4P• BzbOU•-•.•^•.•___•..-_•..-- eklu6t - -^- I D:bOF6SVOJwew2Xt7 t a4 PvIBzbOUN-OCpH18nwL WwBxeklu6iq_gFtTzLbNme656Byzb44L 1 0.8 4.11.8 6.7.8 11.7-0 1-0.8 4.11-0 1.8.0 4.11-8 4x6 = 4x6 = 20 11 Scale: 12'.1' LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=527/0-3-0, 6=448/Mechanical Max Harz 9=73(LC 9) Max Uplitl9=-125(LC 12), 6=-91(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-482/221, 3.4=-367248, 4.5=-477216, 2.9= 479/306, 5.6=-398222 BOT CHORD 7-8=-116/367 WEBS 2.8=-34281, 5.7=-67/289 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 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 Exterior(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Ijt=1b) 9=125. 8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verify design pamnefon and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE NO -7473 rev. 1003,2015 BEFORE USE 4-11-0 Design valid for use only wllh Wfek® connecters IT* design Is based only upon paranelers gx)wn, and Is loi an Individual b illding Component, not 1.8-0 a miss system. Before use. the Ixdnng designer mrrsl verify The aPpIIC0bIlty of design pwranelO S and VOPerly IncaPOrale thin design Into The ovorall building design. Bracing In licaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and Permanent Ixocing MOW 4.11.8 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.02 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Ven(TL) 0.05 6-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.11 HOrz(fL) 0.00 6 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matdx) Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=527/0-3-0, 6=448/Mechanical Max Harz 9=73(LC 9) Max Uplitl9=-125(LC 12), 6=-91(LC 13) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-482/221, 3.4=-367248, 4.5=-477216, 2.9= 479/306, 5.6=-398222 BOT CHORD 7-8=-116/367 WEBS 2.8=-34281, 5.7=-67/289 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 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 Exterior(2) zone; end vertical left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except Ijt=1b) 9=125. 8) 'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verify design pamnefon and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE NO -7473 rev. 1003,2015 BEFORE USE Design valid for use only wllh Wfek® connecters IT* design Is based only upon paranelers gx)wn, and Is loi an Individual b illding Component, not a miss system. Before use. the Ixdnng designer mrrsl verify The aPpIIC0bIlty of design pwranelO S and VOPerly IncaPOrale thin design Into The ovorall building design. Bracing In licaled Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and Permanent Ixocing MOW Is always recadred for slab911y and to prevent collarAe wllh possible personal trduY and properlY damage. Fa general guidance regarding the fabrication. storage, delivery. erection curd Ixocing of Inoses and inrss systems. WeANSIMI OuatitV Cdtefla. OSS -89 and SCSI Building component 6904 Pork* East Blvd. Safety Information available from Truss Plate Institute. 218 N. lee Street. Suite 312. AdexarKwo. VA 22314 Tompa, FL 33610 Job ruse I cuss I ype Qty ply in loc) Vdell Ud TCLL 20.0 Plate Grip DOL 7/0641430 TB0099 R42 HD Girder 1 1 240 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) Job Reference o lienal SUOMI$ FllslSOUICe. Tampa. Ram Gay, Fbrrda 33566 7 6.v a np..s cv.o .n.. e" .nvuau.w. in . v. ...v. . ID:bOF6SVOJwev 2Xf71 a4 PvlSzbOUN-sONIwUoY6eRnohDwsbd6NCMMs1IAK5vvtmcgkOzb44K 1.0.8 2.11.8 8.7.811.7-0 2.11.8 5.8-0 2.11.6 4x6 = 3 5x8 Scale. 1:21.3 9 O.. — """ — 2x4 II 20 11 LOADING (psf) SPACING -CSI Design vdkl for use only with Mllek® connectors This de* rn Is based only upon Irsanefers shown. and Is for an hdlvidual building component. not DEFL. in loc) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.02 7-8 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.07 7-8 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.19 Horz(TL) 0.01 6 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/slze) 9=56610-3-0,6=487/Mechanical Max Harz 9=59(LC 5) Max Uplilt9=-298(LC 8), 6=-264(LC 9) Max Grav9=566(LC 1), 6=487(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-542/332, 3-10=-463(314, 10-11— 463/314, 4-11=-463/314, 4-5-548/327, 2-9=-549/311,5.6-469/276 BOT CHORD B-12=-295/454,12-13=-2951454, 7-13-295/454 WEBS 2-8=-31 x/499, 5-7-316/489 PLATES GRIP MT20 244/190 Weight: 64 Ib FT = 20% Structural wood sheathing directly applied or 6.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrenl 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 lit between the bottom chord and any other members. 6) Refer to girder(s) for Truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplill at joint(s) except Ot=1b) 9=298, 6=264. 8) "Semi-rigid pilchbreaks with lixed 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) 60 lb down and 140 Ib up at 2-11-8, 34 Ib down and 65 ib up at 5.0.4, and 34 Ib down and 65 Ib up at 6-6-12, and 60 lb down and 140 lb up at 8-7-8 on lop chord, and 33 lb down and 44 Ib up at 2-11-8,18 lb down and 18 lb up at 5.0-4, and 18 Ib down and 18 Ib up at 6-6-12, and 33 Ib down and 44 Ib up at 8-6-12 on bottom chord. The design/selection o1 such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-60, 2-3=-60, 3.4-60, 4-5=-60, 6.9=-20 Continued on Daae 2 0 WARNING • Verily dadyn paremerere and READ NOTES ON THIS AND INCLUDED WYEK REFERANCE PAGE 11I10-7473 rev. 1093WIS BEFORE USE. Design vdkl for use only with Mllek® connectors This de* rn Is based only upon Irsanefers shown. and Is for an hdlvidual building component. not wtahusssystem. Before use. Io IxBdng designer mtnt verify the applicability of design paaneters and properly incorporate this design Into the overall tAAdhg design. ®acing Indicated Is to prevent buckllrtg of Individual Ituss web and/or chord members only Additional lempoiary and permanent bracing WOW 6 always ioct lied for stability and to prevenl collapse with possible persawl hµay and property damage. For general ptldance rogardng the fctbtk: atktn. slorage. delivery, erection and bracing of innse5 and IRM sy4lemS. seeANSI/TPI l OuoUM Crlterlo. DSB-89 and BCSI Bulltling Component 6904 Parke East Blvd. Safety Information ovallable nen Truss Plate Inslltube. 218 N. Lee Sheet. Sulle 312, Alexortdrlo. VA 22314. Tampa, FL 33670 Job Truss Truss TypeHT10641430 o lura system. Beforo orse, the IxdkAng designer must verity, the apdk%alAlty of design pxraneters and Ixopedy, Incorporalo mis design Into the overall brMcMV design. tbacing Indicated Is to prevent IxicklbV of Individual Irua web aril/or crowd membeis only. Additional lornporary and Permanent bracing TWM R42 Hip Girder I t Job Reference (optional) eurkrers 1`1161Sae1Ce. Toupe, nem erry, P10110 4ro00 LOAD CASE(S) Standard Concentrated Loads (1b) Vert: 3= -13(F)4= -13(F)8— 11(F) 7=-11(F) 10=-7(F) 11=-7(F) 12=-7(F) 13=-7(F) ID:bOF6SVOJwew2X171 a4Pvl8zbOUN-sONfwUoY6eRnohDwsbd6NCMMs11AK5wlmcgkOzb44K WARNING - Verify design par nWws and READ NOTES ON THIS AND WCL UOEO AUTEK REFERANCE PAGE *W 7473 rev. 1002W IS BEFORE USE Design vaikd for use only with Mlek® connectors. 11.6 design is based only upon paramelers shown, and is too an hdMdu d txdding component, nDl o lura system. Beforo orse, the IxdkAng designer must verity, the apdk%alAlty of design pxraneters and Ixopedy, Incorporalo mis design Into the overall brMcMV design. tbacing Indicated Is to prevent IxicklbV of Individual Irua web aril/or crowd membeis only. Additional lornporary and Permanent bracing MiTek' Is always weWied for slablllly and to prevent collapse will) possible personal Injury and property damage. For general guidance regarding the labrlcatlon. storage, dellvery, erocllon and bracing of Inmes and miss systems, seeANSIfrPl I Ouailty Criteria, OSS -89 and SCSI Bundling Component 6904 Parke East Blvd Safety Information available from Iran Plate kstilule. 218 N. lee Street, Site 312. Alexandria. VA 22314. Taupe, FL 33610 Job Truss I Fuss I ypery loc) Well Ud PLATES GRIP 2-13 >999 240 MT20 244/190 2-13 >732 180 8 n/a rVa Weight: 153 lb FT = 2M'o LUMBER- BRACING - T10641431 780008 R46 Root Special 1 1 REACTIONS. (Ib/size) 2=1249/0-3.8,8=1261/0-8-0 Max Horz2=124(LC 12) Max Uplift2=-273(LC 12), 8-333(LC 13) Job Reference o lional CuYaas reaiJOerce, r ampa. From y. nmme uoavv..,.-._.8..-_-._.._.-.....___..___...__. .__..._. __.__ ___ IDi10F6$VOJwew2Xt71 a4 Pv18mOUN•Kbx 17ppAryZdOro7019LwPvVVHVv JS_260LDGrzb44J r1 -0q 6.3.7 12.0.5 I 15-0.11 I 21-0-0 I 25-2.12 I 30-" 31.0.0 rt -0-0 23 11 5-8-15 3-0.5 5.11.5 4.2.12 4-9-4 1-0.0' Scale . 1:54.4 4x6 II 3x6 = II - 3x6 = 3x4 = 3x4 = 5x8 = 3x4 = 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/rP12007 CSI. TC 0.65 BC 0.85 WB 0.52 Matrix) DEFL. in Vert(LL) -0.17 VBrl(Q -0.48 Horz(TL) 0.10 loc) Well Ud PLATES GRIP 2-13 >999 240 MT20 244/190 2-13 >732 180 8 n/a rVa Weight: 153 lb FT = 2M'o LUMBER- BRACING - o buss systern. Before use, the Ixlldlng designer must verify the apolcabOty of design paarolers and properly Incorporate 816 design Into the over,,, building design. Bracing Indicated is to prevent Lxscklhlg of Individual truss web and/of chord members orgy. Additional lemporary and permanent Ixacing TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 OC purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.7-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=1249/0-3.8,8=1261/0-8-0 Max Horz2=124(LC 12) Max Uplift2=-273(LC 12), 8-333(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2131f775,3-4=-1 889f718, 4.5=-2226/907, 5.6=-1918!754, 6-7=-1870/665, 7-8=-21 O8f771 BOT CHORD 2-13=-580/1846,13-14=-313/13e5,14-1 5=-31311385, 12-15=-313/1385, 11-12=-313/1385, 10.11-399/1628, 8.10=-588/1816 WEBS 3-13-364/305, 4-13=-152/507, 4-11-470/1231, 5-11=-1238/564, 6-11=-148/370, 6-10=-5/369 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=273, 8=333. 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. Verfly daNgn parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MO -7073 Fay. 141M MIS BEFORE USE Design vdkl low use orgy vAlh 141109 connectors. This design 6 based only upon ixvamelers shown. and Is for an Individual building component. not o buss systern. Before use, the Ixlldlng designer must verify the apolcabOty of design paarolers and properly Incorporate 816 design Into the over,,, building design. Bracing Indicated is to prevent Lxscklhlg of Individual truss web and/of chord members orgy. Additional lemporary and permanent Ixacing WOW Is always regrlied for stability and to prevent collgxe wllh posliNe personal Injury and property danoge. For general gildalce iegading the klxIcalkxr, storage, delivery, erection aril braelng of trusses and truss systems, sc*AN51/IPI I Quality Criteria. DSB•89 and SCSI Building Component 6904 Parks East Blvd. Safety Information ovallaMe from Truss Plate klstltule. 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss ypety Design valid for use only Win Mllek® conneclors. this design k based only upon pmamelers shown. and Is for an Indlvklual buldhg component. not P1Y Structural wood sheathing directly applied or 5-2-1 oc purlins. BOT CHORD 20 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing 9-15: 2x6 SP No.2 6904 Pork& East Bbd WEBS 20 SP No.3 710641432 780098 R47 Roof Special Girder 1 f2 Job Raterence (optional) burraer& nr&IJOUrce, r&nQ&. rwm l,ny, normo o- ••- o w• •- -- •- •-•••-^ •••---•••--• •••^ •-- --- -- -- - -- - -.- ID:bOF6SVOJwew2Xt71 a4 Pvl8zbOUN-onVPL9goeGhU2?NJzOgaSdSmAhsrovYCK45noHzb441 12.0.5 17-0.11 20.0.5 23-0-0 L6 2-12 30-0-0 31.0.0 1-0-0 6.37 5.8.15 5-0.5 2-11-11 2-tt-11 3.2.12 3.9.4 1 Scale - 1:54.4 4x6 = 30 = 17 lb lu 10 rc „ 3x6 = 2x4 II 3x8 = 06 20 it 3x8 = 6x8 = 2x4 II 0 0 LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 TCDL 10.0 Lumber DOL 1.25 BC 0.80 BCLL 0.0 ' Rep Stress Incr NO WB 0.57 BCDL 10.0 Code FBC2014/TP12007 (Matrix) DEFL. in (loc) Udefl Ud PLATES GRIP Vert( L) 0.14 14 >999 240 MT20 244/190 Verl(TL) -0.33 14-16 >999 180 Horz(TL) 0.10 9 n/a We Weight: 350 Ib FT = 20% LUMBER- BRACING - Design valid for use only Win Mllek® conneclors. this design k based only upon pmamelers shown. and Is for an Indlvklual buldhg component. not TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-1 oc purlins. BOT CHORD 20 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing 9-15: 2x6 SP No.2 6904 Pork& East Bbd WEBS 20 SP No.3 Torry&. FL 33610 REACTIONS. (Ib/size) 2=1817/0-3-8,9=2946/0-8-0 Max Horz 2=- 1 25(LC 32) Max Uplilt2=-457(LC 8), 9=-860(LC 9) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3414/806, 3-4=-2893/776, 4-5=-2869f751, 5-6=-5500/1576, 6-7=-5500/1576, 7-8=-5719/1668, 8.9=-5589/1590 BOT CHORD 2-17=-746/2963, 16-17=-746/2963, 15-16=-1257/5161, 14-15= •1256/5162, 13-14=-1254/5160, 13.18_ 1363/5157, 12.18=-1363/5157, 11-12=-1333(4879, 9.11=-1333/4879 WEBS 3-17=0/259, 3-16=-532/277, 4-16=-536/2189, 5.16=-3241/1005, 5-13_ 485/640, 7-13=-221/601, 7-12=-421/1751, 8-12=-230/327 NOTES- (11) 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: 20 - 1 row at 0.9.0 oc, 2x6 - 2 rows staggered at 0.6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All toads 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; VUIt=139mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6 Opsl; h=2511, Cat. II, Exp B; Encl., GCp60.18, 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 nonconcurreni 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 Ib uplift at joint(s) except 01=1b) 2=457, 9=860. 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 sullicient to support concentrated load(s) 280 lb down and 262 Ib up at 23-0-0 on top chord, and 17181b down and 470 Ib up at 22.0-4, and 351 Ib down and 94 ib up at 22-11-4 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." Continued on Daae 2 WARNING- Verily de0gri perarriefere end READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE M&7473 rev. 1W"015 BEFORE USE Design valid for use only Win Mllek® conneclors. this design k based only upon pmamelers shown. and Is for an Indlvklual buldhg component. not a Suss system. Before tise. the bdkLng desium-i ental verity the apiN1calNity of design parameters and properly Incalparale this design Into the overall btdlding design. Biacing Indicated Is to prevent buckling of Individual Inns web and/or chord members only. Addillonal temporary and permanent bracing MiT®k' 6 always required for stablilly and to prevent collapse wllh possible personal Injury and property damage. For general guidance regarding the faUlcolkrn. storage. delNery. erection and bracing of Inrsses and inrss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Pork& East Bbd Sauey Information avdtabte from truss Plate Institute. 218 N. lee Street. Sidle 312. Alexandria. VA 22314. Torry&. FL 33610 Job cuss Iruss typehI h a Suss systcKn. Beforo use. the IxtOdng designer must verity the apWbabllty of design parameters and proporly Incorixratu 918 deslpn Into the overall b tAding design. ®acing Indk:ated Is to pxovunt Ixtclding of IndNldurD truss web and/or chord members only. Additional "ntxxarV and permanent Ixaclr g MiTek' Is always requlred top stablllly and to ixovernl collapse with pOSSRAO personal 6yray and ptopeAy damage. For general ptldatce tegadng the tabrlcc tkxt. storage. dellvery, erection and brocing of trusses and Inns sySlems, seeANSI/TPI l Quality Cdleda, DSB-69 and BC$1 Building Component 6904 Parke East Blvd. safely Informatlan available corn suss Plate Institute. 218 N Lee Street. SUIe 312. Alexandria. VA 22314. Tampa. FL 33610 TI064t432 T8009e R47 Root Special Girder t 2 1 Job Reference (optional) danders rnsibource, r Onpa, nam My. rronoo a oo •.^ • ^• "' •" •••• • "^ •.•__••......_ . __ - ' -- --"- -- ' -- - ID:bOF6SVOJwew2Xf7la4PvIBzbOUN-onVPL9goeGhU27NJzOga$dSmAhsrovYCK4$noHzb441 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4.5=-60, 5-7=-60, 7-10=-60, 2-9=-20 Concentrated Loads (lb) Vert:7=-183(B)12=-351(8)18=-171B(B) 0 WARNING - Vortty deslpn parametan and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MD -7473 ray. 1116MIS BEFORE USE Design vdki lot use only vAlh Mllek® connectors. 1hls design Is based only upon parameters shown. and Is fa an WtVkAwl buldN componenl. rel a Suss systcKn. Beforo use. the IxtOdng designer must verity the apWbabllty of design parameters and proporly Incorixratu 918 deslpn Into the overall b tAding design. ®acing Indk:ated Is to pxovunt Ixtclding of IndNldurD truss web and/or chord members only. Additional "ntxxarV and permanent Ixaclr g MiTek' Is always requlred top stablllly and to ixovernl collapse with pOSSRAO personal 6yray and ptopeAy damage. For general ptldatce tegadng the tabrlcc tkxt. storage. dellvery, erection and brocing of trusses and Inns sySlems, seeANSI/TPI l Quality Cdleda, DSB-69 and BC$1 Building Component 6904 Parke East Blvd. safely Informatlan available corn suss Plate Institute. 218 N Lee Street. SUIe 312. Alexandria. VA 22314. Tampa. FL 33610 Job rues Truss Type oty Ply 710641433 780098 Vol V411sy 3 t Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 Job Reference (optional) M•LT10 17 Dnn. 1 Bullders F 11515oulce, Iamps. nam Lny, rwwa,r,r»o ID:bOF6SVOJwew2Xf71a4PvlezbOUN-onVPLi4oe6hU2?NJzOgaSdSg4h2vo1NCKi5noHZb441 2-" r 2-" 2x4 i Scale . 1 7.9 LOADING (psi) SPACING- 2-0-0 Design valid for use only vAth Mllelr® connectors lnls design B based only upon pasameters shown. and Is fol an IndlvId al building component. not a IIInsSsystem. Bolouse, the IxdlcbV designer m11a1 verily the applicability of design paramelers and property hcorrwrale ft design Into the overall CSI. DEFL. in roc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 Solely Informaaon available nom buss Plate nulltute. 218 N. Lee Sheet. Sidle 312. Alexandria. VA 22314. TC 0.03 Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) rVa We 999 BCLL 0.0 ' Rep Stress Incr YES WB 000 Holz( L) -0.00 2 n1a We BCDL 10.0 Code FBC2014rfP12007 Matrix) Weight: 5 l FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc purlins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb(size) 1=5511-11-8,2=41/1-11-8,3=14/1-11-8 Max Horz 1=31(LC 12) Max Uphill=-9(LC 12), 2=-32(LC 12) Max Grav 1=55(LC 1), 2=41(LC 1), 3=27(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- (8) 1) Wind; ASCE 7.10; Vult=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 end zone and C -C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL --1.60 plate grlp 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.Ops1 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) 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Vwiy dedpn parameters and READ NOTES ON TNrS AND INCLUDED MITEK REFERANCE CAGE MR -7473 rev. 109Md S BEFORE USE. Design valid for use only vAth Mllelr® connectors lnls design B based only upon pasameters shown. and Is fol an IndlvId al building component. not a IIInsSsystem. Bolouse, the IxdlcbV designer m11a1 verily the applicability of design paramelers and property hcorrwrale ft design Into the overall building design. Brachy Irxltcaled Is to prevent buckling of Individual Inns web aril/or chord members only. Additional temporary and permanent broctng MiTek' Is always iegrdred for slot -Ally and to prevent cdparAe wtlh possible personal n1Ary and pxopeny damage. For general guidance regarding the fabrication. storage, delivery. erection and Ixaelrlg of Inmos and inks systems, W0ANSI/TPI I Quarry Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Solely Informaaon available nom buss Plate nulltute. 218 N. Lee Sheet. Sidle 312. Alexandria. VA 22314. Tampa, FL 33610 Job rus Truss Type Orly DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 710641434 TBo098 V02 Valley 1 1 Lumber DOL 1.25 BC 0.20 Verl(TL) Na n/a Job Reference lienal Builders FosiSoutoe. Tempo, Plant 04y. Florida 33665 r 640 Api ,6 20.6 n,,, an , 66a„ aa. ,•ti •- v ID:bOF6SVOJwew2xf7la4PvlezbOUN-Gz2oYVgQOZpLgBxVXjBp9q_zR4LSXUdLZIgKKjzb44H 4-" 4-" 20 G 20 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Verl(TL) Na n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1=129/3-11-8,3=129/3-11-8 Max Horz 1=71(LC 12) Max Uplifll=-20(LC 12), 3=-56(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 Ib FT = 20% Structural wood sheathing directly applied or 4-0-0 OC purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C -C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL --1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 6) 'Semi-rigid pitchbreaks with fixed heels' Member end lixfty model was used in the analysis and design o1 this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNINO - Verify decign panmoters and READ NOTES ON THIS AND INCLUDED NfTEK REFERANCE PAGE NO -7473 rev. 109"015 BEFORE USE. Design valid lot use orgy vAIn Mllele® conneclors. lits design Is trued orgy upon porameters shown, and Is got an IncMdual ":aiding component. not a burst syslem. Before tae, the bu Mng designer must verity the appik;abllN of dcslgn pat mneters and properly hcorpoaate IMs design Into the ovetrgl 1xUdng design. Bating Indicated Is to prevent buckling of Individual truss web and/or chord members orgy. Addillond temporary and permanenl btacIng MiTek' Is always iocitgted tot slalAilly and to prevent collqpse vAlh prraInlo personal Imply and properly da moge. for general guidance iegading the labrhaflon, slorage, dollvory. erection and bracing of Inmes and Inrss systems. sooANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovdfatle from Truss Plate Insillule. 216 N. Lee Street. Sulle 312. PNexandrim VA 22314. Tompa. i. 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 ~ Center plate on joint unless Y. yliol14-1/4 offsets are indicated. 6-4-81 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss j 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See SCSI. 1 r ct-2 C2.3 2. Truss bracing must be designed by on engineer. For individual lateral braces themselves WEBS JV 4 wide truss spacing, may require bracing, or alternative Tor I C v , 0 bracing should be considered. U 3 11'S O Qp V 3. Never exceed the design boding shown and never inadequately braced trusses. U stock materials on 01 a- o 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate cls BOTTOM CHORDS cae deSomerr, erectionsupervisor. o r. property owner and plates 0 nes from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locaflons ore regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses wul be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MTek 20/20 software or upon request. NUMBERS/LETTERS. 8. unless otherwise noted, content of lumber timeshoonotexceed19% at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Comber Is o non-structurol consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR 1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 comber for dead bod deflection. the length parallel to slots. 11. Plate type, size. orientation and bcotion dimensions Indicated ore minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size. and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14 Bottom chords require lateral bracing of 10 ff. spacing, section 6.3 These truss designs rely on lumber values or less, If no ceiling is installed, unless otherwise noted. BEARING established by others. 15. Connections not shown ore the responsibility of others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 16. Do not cut or alter truss member or plate without prior approval of on engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless Indicoted otherwise. Min size shown is for Crushing only. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review o0 portions of this design (front, back, words Plate Connected Wood TfUSS Construction.and pictures) before use. Reviewing pictures atone isnot sufficient. DSB-89: Design Standard for Bracing. BCSL Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Chterio. Installing & Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet: Mil-7473 rev. 10/03/2015 w RLCORD COPY City of Sanford Building and Fire Prevention Product Approval Permit # # 17 - 2 0 18 Specificat' Form UO" PAR7010 Project Location Address gaecl Esc,/ 4/ 122 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows 420 ser. SGD FL15332.4 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 FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 ALL RIM90 IWAFEAD aoxasrarrcwranrw. 463urE** *0 aroir 0 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 30' n- I 3T' I S3' WINDOW CALL -OUTS d36' 994 O N SI 2259 3154 3Y D 511 103350 23 SH 3350 3 g N. 1/ SH 1034 50 2""34 5H 63• 559 1035 50 15 5H 3554 3 T1' 651 1036 $4 u 54 36 SH GG VERFi F119aW OPDRYA FOR ALL OEM, MOO SDP5 AT 1,5IALLATION na VART PER MI FACM 5KC14CAIM Z WER 10 FLOOR FLAGS FOR STAE OF INDOU NSffl f5MAE RM -SR C45M. UMI•CR FKD GLASS- FW rim wruaor AS TY AP IFAUMAILMM J dl •1 n w/ lourogur w artruuwocMYVMDDDO IIIq n10 001116 M Lorra a 4L 2— Qj C ma.n.nctwr o..as.r.00 rvt O.EAR OPE m rEws *C RorHo+antuaaeran[o aouac rrawe a uccuwu w!3xtsr aaxs sur atarnaut a.. eaourtmea+ta uce aa3:vrau[lou asa>. r.x.a n¢ rrssw nwt ra{p4l • ri®IOoirrcW loo! uaorM. rrt>9.mrasnsccrrowawoa rue rw mal,ywr.amrw sc Rmwoma umr f.3D19tFKR • Hrr®Ila neurwe VI O W 00 z I. ML. V) W 6.L C)e 00 Oo oQ MAN FLOOR 9985F. 2200UPPERFLOM1199SF TOTAL LIVING 2197 5F. GARAGE 510 5F. n nam /twv Was LANAI 150 5F. 5959 ENTRY 53 5F. TOTAL 50 FT. 1910 5F. MAIN FLOOR PLAN NOTES GARAGE RIGHT ^ 1 ia"*"' RMCR1TERi`ICT C0ftfto" T"** *4 14ltsaKEAFLCR•!M10 M TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS b 6D WINDOW CALL-OU1S Wf-V.t- F6 30' 303 F4 30b F4 403F4 L narelro7 IS ea 34' 3040F6. 3030F6. 4030F6. p ILI.EE00011. BEDROOM 2 eFl rNF& 36' 30305N 303091 40305" z w4 f' 3010sN 30/091 40/05" I I b ti 6 60'3 3050fM 3M Ell 4Fb05" tr KOM 315605" X7605" 1 400 514 I 044. A 6C, VERF t WVT aW"h FOR ALL WMWI OM 955 A"9 061AUA104 MAY VARY FfR R• DL. nWACPM 5F'ECfI AM Z RFER FD FLOM FUNK FOR SME CF 0.=1 05ED ISWILE "WI -SK UM" CSMT.OR FNED 6LA%. F63 G.EAROPEh'PYeIifGNiS 6 PM6LXlU113 MQ40G0.41cWAlS•DQILI MOR O6EMLV99DE91LDEME Ud RYi Q9YSA[ERatM ffAOMECILalvm66MErk's tKIA JMV1QNIDmwi Mtwm RORQDEIC61gU01MIRON6lOCUWOFYR14f SOGLO KAVR• •171 11011VSfi OIA`SS iMl saam A"wEI ITMISK93 tl1119101ORlifdryEUG1iDIDpJ1SDE! 6 SE FIEWDROORf91FLER-SMSD =(1611R1D) t4D W {Nl RFE1101f 11 EEVYFS AM ttOQJ r11wV C UEIE IIDAtEAlI:Nl OOIP.T YiKM IEG.:mdIS A tlDl / 70! IY11 tLOR • !M ®1161 fyT1WN son6n T•rrrw r----------------- IMASTER SUITE 1 s' -o• IIAi as 2 ISI I 1 . r weou M J OSJ b 6D Wf-V.t- F6 L narelro7 IS ea ILI.EE00011. BEDROOM 2 eFl z w4 cvror•r J wnKlwr ' o @T J -r r lO rd's D6 to KWAE rA1RDOMNDOOIANl 061VR:4IEION 4rNRAE110 om Ll b l•1 6'N mm SLI %SOAA SET" L 090" -, _ SIV DIaN lS1l.UM ATTIC ACCESS AlL ss ,. }1Qlifsl Ln•• m -n -n a"11V Dnu mFi S wawnsmarr sr amwtiT.aAn •.or v.•oa.uao >'n. v.R1.1.10 rwa MMMBlY WlCd 14DETAIL MyJI i s Y -0G7. r•r Owow 7 ag LLJ sE 4k O naTMa2 al 5t O Ql f1I n > U0 H.J \_ IIl f J z Vfd4*"4 Q O BEDROOM 4 lw-w Is' -ter s• -o• FIwI ac W RDx JKaur•r ` BIESS 1 O 2200 Bit N 01 nwo NAM w= UPPER FLOOR PLAN NOTES 2BlrAE;•rto• GARAGE RIGHT OSJ6D Wf-V.t- F6 wmr0 ILI.EE00011. BEDROOM 2 10' -P.10 -o• W -W FLAT MG. I I b ti 6 I 044. A J R• DL. p•J Yw BEDROOM 3 c.alT IV-o•.1d-.• I[6Y.M dtO3R r-0• FLAT CLD. LLE= uoraraa Ll b l•1 6'N mm SLI %SOAA SET" L 090" -, _ SIV DIaN lS1l.UM ATTIC ACCESS AlL ss ,. }1Qlifsl Ln•• m -n -n a"11V Dnu mFi S wawnsmarr sr amwtiT.aAn •.or v.•oa.uao >'n. v.R1.1.10 rwa MMMBlY WlCd 14DETAIL MyJI i s Y -0G7. r•r Owow 7 ag LLJ sE 4k O naTMa2 al 5t O Ql f1I n > U0 H.J \_ IIl f J z Vfd4*"4 Q O BEDROOM 4 lw-w Is' -ter s• -o• FIwI ac W RDx JKaur•r ` BIESS 1 O 2200 Bit N 01 nwo NAM w= UPPER FLOOR PLAN NOTES 2BlrAE;•rto• GARAGE RIGHT Florida Building Code Online Page 1 of 3 k- Business & Professional Regulation ltlilli@nt Bus nes 0) P01essi vial DCIS Home I Log In I User RegWraUon Product Approval USER: PubiK Uxr Hot Topks Submit SYrChargd ! StatS & FaCtS I t1 F P.NUUMS FaC Staff aCIS SWe Map Unks Search Regulation PicdunAewftalPtipu>PmductarAnnIkatiMS4wtCn>Aool42UonLtu Appilptlan D"I FL d F1.15225-113 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 4. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) suindfflA Year 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/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products Page 2of3 FL R j 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.odf Approved for use outside HVMZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (6'8 Door Products), INST FL15225 R3 11 INST 15225.1-68.odf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 lI INST 15225.1-80.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) Created by Independent Third Party: Yes FLr 5225 R3 AE EVAL 1S225.68M.odf Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE Eva$ 15225.1-68.odf Ft I S22S R9 AE_ EVAL 15225.1-80.odf FLIS22 R3 AE EVAL 1522-68M.odF 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 Fl 1 S22S R3 C CAC 15225 2 NAMI cera 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 11 INST 15225.2-68.odf 15225-68M (61 Door Products Direct to Masonry) for FLIS22S R3 11 INST 1S225.68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Created by Independent Third Party: Yes Evaluation Reports Evaluation Reports FLIS225 R3 AE EVAL 15225.4-68.odf FI I52 5 R3 AE EVAL 15225.4-80.odf FLI5225 R3 AE EVAL 15225.2-68.odf FLr 5225 R3 AE EVAL 1S225.68M.odf Created by Independent Third Party: Yes FL 15225 R3 AE EVAL IS22S-68M.odf 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 (68 Door Products), INST FLIS22S R3 11 INST 15225.3.68.odf 15225.3-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.3-60.odf Door Products Direct to Masonry) for Installation FI 15225 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 "I' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.3-68.20 Benchmark Door Panels.) FLIS225 R3 AE EVAL 15225.3-80.odf FLIS225 R3 AE EVAL 1S225 -68M ndf Created by Independent Third Party: Yes 15225.4 d. 'Premium Series" and Benchmark by Therma-Tru" 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC IS225A 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 (61 Door Products), INST FLIS225 R3 11 INST 15225.4-68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (61 FL1522S R3 11 INST 35225.4-80.od1 Door Products Direct to Masonry) for installation FLIS225 R3 11 INST 1522.5-68M.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 FLIS225 R3 AE EVAL 15225.4-68.odf FI I52 5 R3 AE EVAL 15225.4-80.odf FLr 5225 R3 AE EVAL 1S225.68M.odf Created by Independent Third Party: Yes 15225.5 e. 'Smooch -Star' and "Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC IS22S.S NAM[ certs.ndf 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 15225.5-68 (6'8 Door Products), INST FLIS225 R3 Il INST 15225.5-68.odf 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 FL152 S R3 11 INST 15225.5-80.odf 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. (This product approval requires the use of "1" part Created by Independent Third Party: Yes number doors and sidelltes, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225.5-68.Ddf Benchmark Door Panels.) FL15225 R3 AE EVAL 15225.5.80.odr FLIS225 R3 AE EVAL 15225-68M.Ddf Created by Independent Third Party: Yes Page 3 of 3 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Serles" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.,§ 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 15225.6-68 (6'8 Door Products) and FLIS225 R3 11 INST 15225.6-68.odf 15225.6-80 (8'0 Door Products) for installation instructions. FLIS225 R3 Il INST 15225.6-80.Ddf Note - Glazing Shall comply with ASTM E3300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports uaM O Conlon Us :: IM North "proper SUM, Tallahassee FL 32399 Phone: 650.487.1824 The Slate of Florida Is an AAIEEO employer. f __rtpM 2607•IOt1 ctatw d Flerda_ :: R1va[v Statement :. A essili itsN :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records mount, do not send electronic null to this entity. Instead, contact the otrlce by phone or by traditional mar. If you have any Ouestlohs, Please contact 850.487.1395. *Pursuant to Semon 455.275(1), Florida Statutes, eRecUve October 1, 2012, Ilcensm licensed under Chapter 455, F.S must provide the Department with an email address 9 they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public retard. N you do not wish to supply a personal address, please provide the Department with an email address which cin be made available to the public. To determine Ir you are a licensee under Chapter 4S5, F.S., please click here . Product Approval Accepts: irer`- Crc It-ARr E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 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 withinAlfadhuTheAme!-!Can Natinnsl Rtandards institute (ANSI). NAMI's Certified Product Listin a[ w rw, a Icer utcnuon.cv" Glazed t.r+n.. a a. aw. a..v...—M.. Design Missile Test Report Number Configuration Inswing or or Maximum Pressure Impact Outswin Opaque Size PostNeg Rated Comments X I/S Opaque 390" x 8'0" 47/47 No NCTL-210-1940-1.2.3.41TTF-257F Single X O/S Opaque 3'0" x 8'0" 47/-47 No NCTL-210-1940-1.2.3.4=F-257F Sin le XX I/S Opaque 6'0" x 8'0" 40/-40 No NCTL-210-1940-1.2.3.4riTF-257F Standard Aluminum Astra al Double XX O/S Opaque 690" x 8'0" 40/40 No NCTL-210-1940-1.2.3.4rM-257F Standard Aluminum Astragal Double XX 1/S Opaque 610" x 890" 47/47 No NCTL-210-1940-1.2.3.4=F-257F Coastal Aluminum Astragal Double XX O/S Opaque 6'0" x 8'0" 47/47 No NCTL-210-1940-1.2.3.4fTTF-257F Coastal Aluminum Astragal Double OXO/OX/XO I/S Opaque Door 594" x 810" 40/40 No ETC -01 -741 -10593.0/L -2173=F -257F Sin le w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 8'0" 40/-40 No ETC -01 -741 -10593.0/L -2173() -TF -257F Single w/Sidelites OXXO 1/S Glazed Sidelites Opaque Door 8'4" x g'0" 40/-40 No FETC-01-741rd Double w/Sidelites Glazed Sidelites intim AstragalAluminumStandardAluminumAstraal OXXO O/S Opaque Door 8'4" x 810" 40/-40 No 7FETC - Stand Double w/Sidelites Glazed Sidelites AstragalStandardAluminumAstraalrdAluminum OXXO I/S Opaque Door 8'4" x 810" 47/47 No ETC-01-741-10593.0/L-2173MF-257F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 890" 47/47 No ETC -01 -741 -10593.0/L -2173=F -257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal VA 23072 National Accreditation &Management institute, tne.ivtry veOrge . .a J••- Tel: (804) 684-5124/Fax: (804) 6845124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites or Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 Impact 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 t- ..NA..n.:nw w NSMne d"nr vG&at1nn Prnnram is arerodited by The American National Standards Institute (ANSI). IIA)'"! 5 \Ran." rt!Ueu rruuuca a. as !T-- American National Accreditation & Management Institute, lnc.14794 George Washington tnemorial yirnayra, v n cay i Tel: (804) 6845124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact outswinE O a ue Size PostNeg Rated Comments X I/S Opaque 310" x 6'8" 67/-67 No ETC-01-741-10703.0/1.-2097/iTF-253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-Ol-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6'0" x 6'8" 40/40 No ETC -01 -741-1070' Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10703.0/L-2097n7F-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 618" 47/47 No ETC-01-741-10703.0/L-2097MF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6009'x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097/fTF-254F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 514" 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 Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/1TF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" 40/40 No ETC -01 -741 -10593.0/L -2097=F -254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 47/47 No ETC -01 -741 -10593.0/L -2097=-253F Double w/Sidelites Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 1814" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/ITF-254F Double w/Sidelites Glazed Sidelites 1 Coastal Aluminum Astragal National Accreditation & Management Institute, lnc.14794 George Washington tnemorial yirnayra, v n cay i Tel: (804) 6845124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: 141005330-115 108 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 Bencbmark by Tberma-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 withinL... •rte- Ate.-..,—.. P-1--- a Q—A- do instINOe 1ANS11_ NAM I's Certified Product Listin at rt aw v. am fle NAM rs eu mu xFroram %x Missile vua.w,, .. . •. ,....• . a... -o•• , &•---••--• -- - - Test Report Number Inswing Glazed Design Configuration or or Maximum Size Pressure Pos/Neg Impact Rated Comments X Outswin 1/S Opaque Glazed 310" x 618" 47/47 No NCTL-210.1940-1.2.3.4/17F-256F Sin le X O/S Glazed 3'0"X 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/ITF-25SF Sin le XX US Glared 6'0" x 6'8" 40/40 No NCTL-210-1940-1.2.3.4/TTF-256F Standard Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4/ITF-255F Standard Aluminum Astragal Double XX I/S Glazed 610" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-256F Coastal Aluminum Astragal Double 0/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/TTF-255F XX Coastal Aluminum Astragal Double I/S Glazed Door 5'4" x 6'8" 40/40 No ETC-0I-741-11008.0/L-215I/TTF-256F OXO/OX/XO Single w/Sidelites Glazed Sidelites Door 5'4" 618" 40/-40 No ETC-01-741-11008.0/L-2151/TTF255F OXO/OX/XO 0/S Glazed x Single w/Sidelites I/S Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC -I 256F OXXO Double w/Sidelites Glazed Sidelites Aluminum A tragalStandardAluminumAstragal OXXO O/S Glazed Door 8'4" x 6'8" 40/-40 No I 55FETC -01-741-I 10uminum Glazed Sidelites Ast08. 0/L.215 ragalStandardAluminumAstraal Double w/Sidelites I/S Glazed Door 8'4" x 6'8" 47/-47 No ETC-Ol-741-11008.OM2151/TTF-256F OXXO Double w/Sidelites O/S Glazed Sidelites Glazed Door 814" x 6'8" 47/47 No Coastal Aluminum Astragal ETC -0 1 -74 1 - 1 Aluminumnum Astra 1255F CoastalOXXO Double w/Sidelites Accreditation Glazed Sidelites Management Institute, Inc./4794 George Washington Memorigty t ty/Hayes, VA 23072National Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star 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 v a w.•_ n_.r:n- - w...i:f.l 6v Tho Amariran Nstinnal Standards Institute (ANSI). NAM I's Certified Product Configuration Listing ax Inswing or Outswing V.1,13m9ccn1411rau Glazed or Opaque Acv.... 11r 9.59 Maximum Size a a.o. w.aw •...., Design Pressure Pos/Neg o........--.....- Missile Impact Rated Test Report Number Comments X 1/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-20961TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/[r2096/iTF251F Single XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096nW252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/ITF25IF Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 618" 55/-55 No ETC -0 1 -74 1 -11 008.0/L-215 I IrTF252F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TTF251F Double Coastal Aluminum Astra al OXO/OX/XO its Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Sin le w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/ITF251 F Single w/Sidelites Glazed Sidelites OXXO S Opaque Door 8'4" x 6'8" 40/-40 No ETC -01-741 2F Double w/Sidelites Glazed Sidelites d AluminumAstragalStandardAluminumAstra al OXXO O/S Opaque Door 8'4"x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF25IF Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO VS Opaque Door 8'4" x 6'8" 55/-55 No ETC -0 1 -741 -11 008.0/L-215 I fUF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 18'4" x 6'8" 1 +55/-55 No ETC-01-741-11008.0/L-21511TTF251F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astracal National Accreditation Management Institute, Inc.J4794 George Washington Memoria"'i ii y/Hayes, VA 23072 Tel: (804) 684-5124JFax: (804) 6845122 ,J/' r•/ NAMI AUTHORIZED SIGNATURE: C/ THERMAITRU 0 THERMA TRU DOORS 1 I a INOue"A On.. COOtW ok. ON 43617 Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & IN/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. This product anchoring drawing has been developed in complance with the 5th Edition 2014) Fiorido DuIck g Code (FSC) e-Juding the "High Velocity Hurricane Zone'. See the Certification Agency Certificate for sines. specifications and ratings. 2. Product anchors shall be as Isted and spaced as shown on details. Anchor embedment to base material shot be beyond wag dressing, stucco. foam, britt and other wait coverings. J. Wood screws shoo be installed (allowing Installation instructions of ANSI/AFS,PA NOS 2012. AD other fastener types to be installed following fastener manufacturer's Installation instructors. 4. Fastener embedment depths, edge distances and centw-center distances shoo be as specified by the fastener manufacturer but In no instance shoo they be less than shown in This drawing. 5. Where shims are used. they must be a'Iigid / sfifr material that comples with the requirements of the FDC. b. Positive and negative design pressure requirements for use with this dra*" shoo be determined by others for spedfic )obs In accordance with the governing code. 7. Site conations not covered by this drawing are subject to further engineering analysis. 8 e 8 e 6 6 OCUSLE w/ SIDEUTES oxxo MAX DESIGN PRESSURE 55.0 •55.0 rAlI1EOFCON IENIS SHEET It DESCRIftN 1 Typwelevations desl G engird motet 2 Duck 3 ft"anchonv 4 Flame anchalnp IL W of material; 5 Hoesentd 6 venitd cross fe 6 Venikd crou sections 8 e 8 e 6 6 OCUSLE w/ SIDEUTES oxxo MAX DESIGN PRESSURE 55.0 •55.0 105.50' MAX OVERALL FRAME WIDTH I KA F W -P s 8 e 8 e 6 6 OCUSLE w/ SIDEUTES oxxo MAX DESIGN PRESSURE 55.0 •55.0 3757 MAX. OVERALL I wwn+ I KA F s SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 6&57 MAX OVERALL WIDTH SINGLE w/ SIDELrtES oxo MAX DESIGN PRESSURE 40.0 40.0 OOUSLE XX MAX DESIGN PRESSURE 55.0 -55.0 LOCK NAEDWAN MOO t MM XMICIErSIGMAIN SFEM IAt - 91 1JOWSOMAWN SEM TEo 0"DEOU S3.RT MAX. OVERALL WIDTH SINGLE W/SIOEUTE ox MAX DESIGN PRESSURE 40.0 40.0 Incur:: N.T.S. er: e' fool I 1 < I ~ I I 1I II ~ frtt/* MULLION `MULUON S og I SHOWN FOR SHOWN FOR MASONRY MASONRY REFERENCE REFERENCE OPENINGHEAD OPENING 1I ' = dJAMBS HEADII HEAD k JAMBS dJAMBS- 7 TYP ioq4i eie Wri Z t• 2X BUCK „ 2X BUCK t r 11 V i 2X BUCK -/I I a I I /I I a a I I I I MULLION i t v SHOWN FOR I I v II m e II REFERENCE II 11 II 77 SINGLE DOOR SINGIF W/SfnFLITE SINGLE W/SIOELITES Lei RUCK ANCHORING BUCK ANCHORING BUCK ANCHORING I ANCHOR ANCHOR f Mix CLEARANCE MtN. Cl.E4M CE TYPE so EMREOMENT 10 MAiONRr EDGE 1/1' 1.111' T f 1 r It 1 II 1/1' 1.1/1' 1• 1 II MULLION 4 I I 1 I MULLION MASONRY SHOWN FOR SHOWNFOR J 1 I OPENING TYP. HED k JAMBS I ASTRAGAL 7YP, I I REFERENCE HEAD 1 REFERENCE 11 SHOWN FOR h JAMBS II f. V dxMAILt mS.G. a 0.55. 2X BUCK REFERENCE 1 BUCK r r I 1 CONCttE1EANCttORNorEs: X ^ I I Q I. Canasb anchor bcotbro at the comers nvy be c*nled to mahra n the nin. I I ASTRAGAL l medgedirtaneotomartarjdnta to w I I 1 SHOWN FOR t y 2 COrKJete ancfSor IOCOfiara /rahW os 7NAX. ON CB+IEft mun fx ocWsfad REFERENCE O ndnraln the min. edgo cwanco to nrortarl*fL oddRord carxmto ondos I I mar bo reGuYed to orwe Rre'MAX.ON CEMpP co ma rr aro not weeded. a Concrete anchor fade: ANCHOR ANCHOR MIN Mix CLEARANCE MtN. Cl.E4M CE TYPE so EMREOMENT 10 MAiONRr EDGE 1`0 ADJACENT ANCHOR 1/1' 1.111' T r 1A/CONe t1CO 1/1' 1.1/1' 1• Vl1RACON 17.II 11 , Soule N.T.S. oulc. or. JK DOUBLE DOORDOUBLE W/SIDELRES ow_ W. _ BUCK ANCHORING MASONRY BUCK ANCHORING auuo OPENING FL -15225 5-68 C. F7?zf—, f•— 3' 1 N_ T MULLION) SHOWN FOR MIN. CLEARANCE TYPE REFERENCE r2X BUCK INSTALLATION nD ADJACENT ANCHOR rrwur O r1X BUCK INSTALLATION V C P. HEAD & JAMBS ori v C, '0' .E. wEw C'—'C' SINGLE DOOR W/SIDELITES SEE DETAIL v C' '0' A' 3' —I T N_ T MIN. CLEARANCE MIN. CLEARANCE TYPE yL J TO MASONRY EDGE nD ADJACENT ANCHOR rrwur r n 04 r r ori v C. v U NEAO k JAMBS nw • TA CON U G G in c I j SEE m OETAIL uwar V r C' VILIV Y'—'F' VIEW -ML -0k, s+os« ./ wnwA mnAl WED FATIaNrS. M /m (" Au Svc= TO WP A" IXINITCIIa4J SIDELIM NOTES: I. The side6te is died set into the jamb *Ih (12) R8 x 2' pfh. wood screws. there are (4) at each venicaljamb, from the top down at 13.8; 31'. 48.S' b 66. there am (2) at the header of C from The ouhide comers of the home. there are (2) at the dt 4'hlsrn the outside comers. 2. For optm#wl sfda to construction with staples. sidelite Is direct set Into the jomb With (4) ref X I -./i 16 go. stades afore each jamb (6' Nom ends and equally spaced thereafter). CONCRETE ANCHOR NOTES., 1. Concrete anchor Ixalsom of the comer maybe odlusted to mainfotn the nYn. edge distance to mortor)o(nh. 2. Concrete anchor focafioru noted as MAX. ON CENIEr must be adjusted to mdntafn the min. edge distance to mortarjofnh, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR jun MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE ANCHOR S12F FM!lFOMFM TO MASONRY EDGE nD ADJACENT ANCHOR rrwur xS r s 1.1)r r r TAPCON C. v U NEAO k JAMBS nw • TA CON 3/14' 1.1/r r 773. 6 L N MULLION SHOWN FOR jun REFERENCE X BUCK INSTALLATION nof xS r s X BUCK INSTALLATION v C. v U NEAO k JAMBS G SEE DETAIL '2 1 A' W/2X BUCK INSTALLATION W/IX BUCK _ INSTALLATION TYP. HEAD 6z JAMBS D' A' 'B' A• SINGLE DOOR W/SIDEL/TE VIEW '9'— 9SINGLE DOOR B DETAIL '6' SEE . DETAIL '1 W/2x BUCK2 INSTALLATION W/IX BUCK I1 INSTALLATION DETAIL '2' W/2k BUCK INSTALLATION MSTALL-no, " I 0 Q DETAIL 'I DETAIL zl c e 2/21/,2 N.T.S. rr JK Irr lf5 l o •a, a 15225.5-68 c LCF_L C rj" W loy 17 ```` 1 s C• 7• PAIRS 30 i C a 'A' 1 :i to 43 l LL 1 3• 7 L4}I ' 6••a o, L : • : IZ SEE NOTESHEET 3 31 SEE DETAIL ' ZINSTALLATION W/2x BUCK I SEE 0' . - W/2X SUCK •t1INSTALLATIONO1A u n •• 1 W/Ix BUCK ' _ _ m . 3. (INSTALLATION i { w W/I X BUCK 9 C (• INSTALLATIONKN TYP. HEAD w (j ASTRAGALJ1 MULLION ` do JAMBS r SHOWN FOR • HEAD & '-C >.. ai SHOWN FOR 1 SHOWN FOR - REFERENCE 1 'WB`' REFERENCE 1 REFERENCE ONLY 1 i ONLY 1 1 (P7 JnSEE - 11 OETAIL SEE 16 - t6 ; 16 - DETAIL o t2 1 5 cj 0 1 LT_ _ 1 go VIEW 'C' -'C' DOUBLE DOOR W/SIDELRES VIEW -E-1' DO A FDOOR SFW a•- A Rd" r/ oPnMW MO MAMITED LL rASrMft rm/ Iw (P• Au SMVJTt TO DOOR AVO WO/EMM) > W/2X BUCK2 INSTALLATION W/1X BUCK o INSTALLATION 12 1 C " w/2x BUCX o z Item DESCRIPTION Material A 10 x 2-1/2 PFH WOOD SCRIV7 STEEL B1#10 X 1-314- FH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL i 1 x 4 L D SCREW Hine toFrame) STEEL 10 x 2 LG. PFH W000 SCREW EL 3 x -1 2 L H WO CIR STEEL 4 1 a x 2-314 PFH ELCO OR ITW CONCRETE SCREW STEEL g a s x 1-3/4- (TIN PFH CONCRETE SCREW STEEL 9 1/4' x J-3/4- ITW PFH CONCRETE SCREW STEEL t1 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 i 4 x 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 76- 114- X 2-1/4- PFH ITW CONCRETE SCREW L 2 HEADER JAMB SUGAR PINE SG >= 0.34 WOOD 21 3,14- THK. PRESSURE TREATEO 51DELITE PAD I w000 30 112- X 1 X 25 GA. CORRUGATED FASTENER NSTALLATION 3 Lr _ 1 0 ^ W/IX BUCK 11 E DETAIL '1' INSTALLATION 4 DETAIL 3' B ATTACH ASTRAGAL THROW BOLT j STRIKE PLATE TO FRAME cASSHOWN. oan 2121112 scrr N.T.S. t ow er JK o LFS ; DETAIL '4' w: d FL -15225.5-68 a sm Z ar X-10" IX BUCK INTERIOR EXTERIOR il 1 HEAD JAMB wiv awn A 1.4r INTERIOR EXTERIOR Z HEAD 1 B S imm" shown BUCK INTERIOR EXTERIOR V MAX. SWM SPACE 1.15MIN 12SMIN. EMS. EMB. TTP. i1 VEWCAL SIDE JAMB_ 2X BUCK 1_^ INTERIOR EXTERIOR 3 HEAD JAMB S rwwshown INTERIOR EXTERIOR o.ISMw C•SINK 045 MAX. SWM SPACE I.1S MIN. EMS. S VERTICAL SIDE JAMB S Tuuhp 0011 I ovVIP A ii. F 11*1 INTERIOR EXTERIOR s`jamz EXTERIOR INTERIORINTERIOREXTERIOR 7 on eaf 20 14 13 13 21 12 _ l g p 3a 13 J i VERTICAL CROSS SECTION 6 D w 2 VERTICAL CROSS SECTION b whw{np cOnfiDlRolbn 3 VERTICAL CROSS SECTION m y s Ie v N R' INTERIOREXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR W z 16 z o 0 13 2 b VERTICAL CROSS SECTION rS1 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION 0u o.rt. 2/21/12 3bInt.i+D oonfgurotian Jwawig c ni jt trn 6 Ov conrquroron wr N.T 5. 3 ow .n JK n a•c Ib VS ; ounc w. o FL-15225.5-68 :0 L[n 6 or O THERMAITRU Is THERMA TRU DOORS I 1 O 1"Clue IAL Do.. C00Cf10N. OH 43517 Smooth -Star" and "Benchmark by Therma-Tru" 8b' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 1. This product anchoring drawing hos been developed in compliance with the 5th Edition 201 4) Rondo Building Code (FBCI excluding the'High Velocity Hurricane Ione'. See the Certification Agency Certificate for sires. spea'ficotiom and rofings. 2. Product anchors shoo be as Roed 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 shot be installed foEowing instoilat'an inlstructior s of ANSUAFSPA NOS 2012. All other fastener types to be Waled following fastener monulocturees installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shot be as specified by the fastener manufacturer but in no Wonce shall they be less than shown In this drawing. 5. Where shims are used, they must be a'rigld / stifr matelot that complies with the requirements of the FBC. d. Positive and negative design pressure requirements for use with this drawing shol be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by the drawing are subject to further engineeMg onalysls. lasso• MARL OVERALL FRAME wdorl+ t 3 s s s SKEET# 11 11 11 11 1 ` 111 y,.1 11 Y_-1 1C__Y y 11 1. 1 1 1C__Y Y_ n 11 11 11 I 11 11 RaaRanteam 4 Fnsrre orchorwq a bill ol matenals I 11 I I 6 Verled Goss Sections 4 K 11 11 e 11 11 T 5 1, ,1 II 11 II 11 11 11 II 11 r'- IY _11 IT-YI ii ii 11 II II r 1; 1 1 I II ID s 1' '1 1' 'I 5 II II 11 II 11 '1 11 11 11 11 1. This product anchoring drawing hos been developed in compliance with the 5th Edition 201 4) Rondo Building Code (FBCI excluding the'High Velocity Hurricane Ione'. See the Certification Agency Certificate for sires. spea'ficotiom and rofings. 2. Product anchors shoo be as Roed 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 shot be installed foEowing instoilat'an inlstructior s of ANSUAFSPA NOS 2012. All other fastener types to be Waled following fastener monulocturees installation instructions. 4. Fastener embedment depths, edge distances and center -center distances shot be as specified by the fastener manufacturer but in no Wonce shall they be less than shown In this drawing. 5. Where shims are used, they must be a'rigld / stifr matelot that complies with the requirements of the FBC. d. Positive and negative design pressure requirements for use with this drawing shol be determined by others for specific jobs in accordance with the governing code. 7. Site conditions not covered by the drawing are subject to further engineeMg onalysls. 68.50' MAx. OVERALL WIDTH t 3 3 5 TABLE OF CONTENTS SKEET# I DESCR"ON 1 I Typical el9 bons. design PrOMMs 8 99n0rd notes 2 Buck anchoM 1 1 1' '1 Raa Ranteam 4 Fnsrre orchorwq a bill ol matenals S Hoftont& 6 vertical cross sectbns 6 Verled Goss Sections 68.50' MAx. OVERALL WIDTH t 3 3 5 6 8 8 8 lir------I fi=t1 II 11 I, ,1 11 p 11 11 II 11 1 1 1' '1 11 ,1 11 11 11 1 1' '1 11 11 11 11 11 11 1' '1 1' ' 1 It 11 11 11 4 K 11 11 1; ;1 11 11 p 1, ,1 II 11 II 11 1 1 II 11 r'- IY _11 IT-YI ii ii 11 II II r 1; 1 1 I II ID s 1' '1 1' 'I 5 6 8 6 6 6 6 6 8 8 8 8 8 DOUBLE W/SIDEtM OXXO MAX DESIGN PRESSURE 47.0 -47.0 SINGLE W/SIDEUTES 0X0 tact nuRGWAU MFG a SHIESMAX DESIGN PRESSURE tW U f S1aNAVJ4f SH1lS LA CN it +40.0 -40.0 37-V MAIL WIDTH Awla r1J "Al" SERISS NM OEAB/Osf 7450 MAX OVERALL WIDTH 00' MAx. 53PSOvrlDnt I OVERALL 1 3 s s s 3 s s s 2 3 s 7- 1 '4: -I` rr_t r_Y, r;_1 rT_ri fi=T r}-' 'F==ir' I 4 K u it 5STf "T;A rIr'YI r-T1 r'- IY _11 IT-YI ii ii 11 II 14-;A ';' I 1 1 1 ID s 1' '1 1' 'I 5 II II 11 II 11 '1 11 11 11 11 I 1' '1 I' 1, e _Y 3 5 m s ii i O u 1 1 1 1 1 1 1 11 11 1111 11 11 11 ly_SI JI n u 1 11 1 'I y"1" '1'y1' 1_SI Il_JI L__J SINGLE x DOUBLE Xx MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67.0 -67.0 +47.0 -47.0 v f ow. e+: JK SINGLE w/SOEUTE OX Cm. W, LFS MAX DESIGN PRESSURE 'a 40.0 .40.0 FL-15225.5- snm t a t MASONRY OPENING NOTES: 2X BUCK 1. 2X bucbuck mn. S.G. 2 0.55. CONCRETE ANOMOR NOTES 1. Concrete anchor k=fiom of Mie comets may be adjtated to maintain Me mh edge distance b molar josh. 2. Concrste anchor krcotiom noted al'AMX. ON CENTER' must be odusfed to maintain the mh edge distance to mortar joint. cddilionai concrole anCNo s may be requ:ed to sm" the U". ON CENTER' drmenWn ars not eroceoded. 3. Concreteondwtable: ANCHOR ANCHOR MIN. MW. C(EARANCE MIN. CIEARANCE TYPE SIR EMAEOMENT lb MASONRY EDGE ro ADJACENr ANCHOR 0w 2• r TAPCON. ELCO 4 1.1/f a I I `MULLION 11 I I MASONRY OPENING TYP• HEAD n MASONRY OPENING 11 SHOWN FOR TYP II REFERENCE arc er. JK MASONRY 4 II II OPENING TYP II II JAMBS Jrp o6 ai . N FL -15225.5-80 e HEAD 11 n 9tFr or 0 HEAD I I I I JAMBS JAMBS II II 11 II II oI o I cjm 2X BUCK I III\ 2X BUCK o i `MULLON — SHOWN FOR c REFERENCE II 11 II II 2X BUCK II II II II jII 1. t 11 Ti I I I I MASONRY OPENING NOTES: 2X BUCK 1. 2Xbucbuck mn. S.G. 2 0.55. CONCRETE ANOMOR NOTES 1. Concrete anchor k=fiom of Mie comets may be adjtated to maintain Me mh edge distance b molar josh. 2. Concrste anchor krcotiom noted al'AMX. ON CENTER' must be odusfed to maintain the mh edge distance to mortar joint. cddilionai concrole anCNo s may be requ:ed to sm" the U". ON CENTER' drmenWn ars not eroceoded. 3. Concreteondwtable: ANCHOR ANCHOR MIN. MW. C(EARANCE MIN. CIEARANCE TYPE SIR EMAEOMENT lb MASONRY EDGE ro ADJACENr ANCHOR 0w 2• r TAPCON. ELCO 1/r 1.1/f 1- a uueAt:oN 1 1 a TYP. HEAD I JAMBS 1 ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1 1 1 1 1 I 1 1 SINGLE W/SIDELITES BUCK ANCHORING 444 a" I' MULLION 1 11 A II SHOWN FOR 1 MULLION JAI TYP. II REFERENCE 1 SHOWN FOR II HEAD 1 REFERENCE II JAMBS 1 II 1 II tl 1 II II 1 II 2X II a` ASTRAGAL II X SHOWN FOR I I BUCK 1` REFERENCE II II a II MASONRY DOUBLE W/SIDELITES OPENING BUCK ANCHORING Ap, e i a m 2/21/12 n spur N.T.S. 9 arc er. JK c a K. LFS Jrp o6 ai . N FL -15225.5-80 en 9tFr or 0 C" n h nv p0 D• n 1C" 7' w/Ix euCK — SEE 73--I INSTALLATION TYP. HEAD & OCTA O " TGG F--3• 11 1 I MUIUON SHOWN FOR _ nl MULLION REFERENCESHOWNFOR _ 3. Larch. deadbolt and tinge locatrons vary. See Certifkation Agency Certlltooto and REFERENCE W/2X BUCK INSTALLATION - n nV y 0 W/IX BUCK INSTALLATION HEAD k JAMBS TIP. HEAP k JAMBS - edge distance to moAa/oints. n 1C" 7' w/Ix euCK — SEE 3" INSTALLATION TYP. HEAD & OCTA O " TGG JAMBS 2. For optional side(de construction with staples. sideEle is direct set Into Me 101710 with (S) r i X t MUIUON SHOWN FOR _ L REFERENCE z 3. Larch. deadbolt and tinge locatrons vary. See Certifkation Agency Certlltooto and W H BUCK IN STAL",64 y BUCK WSTALLATION HEAD k JAMBS I . SEE N i - - N 16 16 NC 8 1 to SEE o W p = _ is 16 ' a DETAILIn $ -. 12 is 5 iii t2 r t y iii - .'n.. 111 111 .. ` 1!J— C. t C. 10'A" VIEW 'C" -'C' SINGLE DOOR W/SIDELIIES VIEW 'E'-'EVIEW'0"-"D' SINGLE DOOR WAIDELRE wimm M/ Of110W1 tl1lWwrm flSTUMn /ICY /]0 • /1L svarrc ro 00011 bWs rer7) n r" mor — 7KX noN 11 B' A' VIEW "W -"R' SINGLE ODOR VIEW A"- A- SIDEUfFJHARWOARE NOTES. I. S ade6te B direct set Into the Jamb with (12) Od x 2" pth. wood screws There ore (4) at each w/Ix euCK — SEE a INSTALLATION TYP. HEAD & OCTA O " TGG JAMBS 2. For optional side(de construction with staples. sideEle is direct set Into Me 101710 with (S) r i X t C 0 11 B' A' VIEW "W -"R' SINGLE ODOR VIEW A"- A- SIDEUfFJHARWOARE NOTES. I. S ade6te B direct set Into the Jamb with (12) Od x 2" pth. wood screws There ore (4) at each 9 vertical jamb. from the top down at 13.5.31' 16.5 6 66' there am (2) of the header of I" Rom the outside comers of the from. Th" am (2) of the sit C hum the outside comers. 2. For optional side(de construction with staples. sideEle is direct set Into Me 101710 with (S) r i X t C 1-s/4" 16 ga. staples along each Jamb (6' Rom ends and equally spaced thereafter). 3. Larch. deadbolt and tinge locatrons vary. See Certifkation Agency Certlltooto and corresponding test reports fa specific dimensions and design pressure mtings. 1 CONCRETE ANCHOR NOTM I. Concrete anchor locations of the corners may be adjusted to mdnfafn the min. DETAIL '4' edge distance to moAa/oints. 2. Concrete anchor locaflans noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to moria joints, addfHonol concrete anchors may be required to ensure the MAX. ON CENTER* dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE tdAwACENF I 1 TYPE SRE EMBEDMENTTOMASGNRV EDGE ANCHOR A A I(6• 1.1/C r P 1 t iA11w nor• 3/16' I-Ijr r 1-1/2' RETAIL trio. er JK aK irr LES F1-15225.5-80 C' 4'JL 1il I II I 1 I o 1 t _ III 1 SEE DETAIL J III A Ir 1 III SEE NOTE 3 SHEET J 1 n 1 MULLION & SHOWN FOR REFERENCE ASTRAJ SHOWN FOR REFERENCE 1 ONLY I _ 1 1 16 16 U 16 — 16 In 1 m I2 III 5 III t2 C••E• VIEW 'C'—'C' OOUBLF DOOR W/SIDELITFS h a ~ Z W W 6 1 I 4---4 Item DESCRIPTION CZru 3p A 10 x 2-112- PFH W000 SCREW B 10 X 1— 4 W I WSTALLATDN 9 C 10 x 1 PFH WOOD SCREW MSTE'EL 1 10 x 3 4 LG. PFH W SCR In a to rame 4 1 4 x 2-3 4 PFH ElCO OR ITW CONCRETE SCREW 1 JAMBS 541-3 4 17W PFH CONCRETE SCREW x 3-3 4 TTW PFH CONCRETE SCREW L L1' X J P H SCM12/4 J-1 4 IT1Y PFH CONCRETE SCREW h x 3-1 4 ITW PFH CONCRETE SCREW MCONCRETE1JMASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 1 1 X2—I 4 PFH ITW CONCRETE SCREW REFERENCE ONLY 1 HEADER JAMB PINE 5G >- 0.42 WOODK2134THK. PRESSURE TREATED 510ELITE PAD WOOD 1-12" X I' X 25 GA. CORRUGATED FASTENER STEEL 3' 1 w/2x DUCKA 1 IHStALLA'0. PO Q. CZru 3p W (n to V DSEE ETAI I WSTALLATDN 9 j 1 w/2x DUCKA 1 IHStALLA'0. SEE DETAIL J. DSEE ETAI I WSTALLATDN 9 j r TYP. HEAD & 1 JAMBS L1' h SHOWN OR REFERENCE ONLY 1 1 — t6 16 0 A' OOUBLF DOOR A• WEW -A' spow r/ opno" COMUGAT O r sln aes npr /z fnv. vl a°nnr ro DDDR we oow.rmnVs) 11 0 DETAIL 'J' ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. a i j O e Z u o.m 2/21/12 i snu, s ac w JK ° a... or. LFS 3 mw w' to-- FL—i5225.5-80 o: FL-15225.5-80 a 1 HEAD JAMS STo OtuAv 0 ow° INTERIOR 2 HEAD JAMB Intvhp llpwn BUCK INTERIOR 44 A EXTERIOR S 39W "PA AX SPACE 1.1 MIN* 115'MIN. EMB. TVP. i41 VERTICAL SIDE JAMB Tozc p fwtw INTERIOR BUCK t% A INTERIOR EXTERIOR 3 HEAD JAMS i EXTERIOR 0.1 S MIN. OINK 0.25 MAX. SW SPACE 1.1 S Mw. EMD. 1"N VERTICAL SIDE JAMB S km*Qftwft j Lti J ¢ 9 1E: N T.S. ft. A i R LFS 15225.5-80 a 5 or 6 IX BUCK ZJ, INTERIOR EXTERIOR 1 HEAD JAMS STo OtuAv 0 ow° INTERIOR 2 HEAD JAMB Intvhp llpwn BUCK INTERIOR 44 A EXTERIOR S 39W "PA AX SPACE 1.1 MIN* 115'MIN. EMB. TVP. i41 VERTICAL SIDE JAMB Tozc p fwtw INTERIOR BUCK t% A INTERIOR EXTERIOR 3 HEAD JAMS i EXTERIOR 0.1 S MIN. OINK 0.25 MAX. SW SPACE 1.1 S Mw. EMD. 1"N VERTICAL SIDE JAMB S km*Qftwft j Lti J ¢ 9 1E: N T.S. ft. A i R LFS 15225.5-80 a 5 or 6 Off' r INTERIOR EXTERIOR y = u INTERIOR EXTERIOR EXTERIOR INTERIOR 1n o i c 2! -, 20 fig= 13 13 41 12 `• stn s 1 13 J ix i VER11CAl CROSS SECTION 2 VE ICAL CROSS SECTION 3 6 VERITC L CROSS SECITON 6 n8 ^ 6 Outswinp conllptrolfon I 5' INTERIOR EXTERIOR EXTERIOR INTERIOR EAIMURINTERIOR s W Z 16 Z s u° 4 VERTICAL CROSS SECTION S VERMAL CROSS SECTION 6 VERTICAL CROSS SECTION ryn 2 1 12 s VAb N. Ts. 0161pcon. puoton 6 ouh," con -9,011M 6 Ouhw v conow"4 n as rr JK G 7,-,';;7- = owmc w: ar FL -15225.5-80 0 sra' 1 a SL P THERMAITRU THERMA TRU DOORS I I a jM uu I,AL on.. 600p .. ON 43517 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION ootwtw/stotu nOXIO MAX DESIGN PRESSURE 55.0 -55.0 General Notes 1053Q' MAX. OVERALL FRAME wtotH 1 Z 1. this product anchoring drawing has been developed In compliance with the 5th Edition 4t1 OVERALL w1lm+ 2014) Roddo Building Code (feC) excluding the High Velocity Hurricane Zone. See the Y Certification Agency Certificate for spas, specifications and ratings. 41 1 I r r 1 r 1 r r 1 r 1 7 to base material shall be beyond wall dressing, stucco. foam. brick and other wail r 1 ri r, -; 1 Jji specified by the fastener monufacturer but in no Instance shot they be less than shown in O 2 1 1-1-- Jiiil 4 this drawing. A -A k-C-A I I ootwtw/stotu nOXIO MAX DESIGN PRESSURE 55.0 -55.0 General Notes 37,WMAX. 1. this product anchoring drawing has been developed In compliance with the 5th Edition 4t1 OVERALL w1lm+ 2014) Roddo Building Code (feC) excluding the High Velocity Hurricane Zone. See the Y Certification Agency Certificate for spas, specifications and ratings. 1 2. Product anchors shall be os listed and spaced as shown on details. Anchor embedment 1 41; II to base material shall be beyond wall dressing, stucco. foam. brick and other wail coverings ri r, -; s 3. Fastener embedment depths. edge dstances and center -center distances shot be as specified by the fastener monufacturer but in no Instance shot they be less than shown in O 2 4 this drawing. 4. where shims are used. they must be o 9igid / stiff" that complies with the requirements of the FSC. 1 r 1 r 5. Positive and negative design pressure requirements for use w81f1 this drawing shall be determined by others for specitk jobs in accordance with the governing code. ALN 6 6. Site condffons not covered by M1is drawing ore wbject to further engineering Ono". lfWX fA111EOFCON1EMS MAX DESIGN PRESSURE sNEErtI aE3cRIPIION swllelsa— +55.0 -S5.0 1 rypW elevabom desp premores a general rates sleahmnv +65.0 -65.0z "oft rm I s,seetlont 3 . verilcaf am sections rnosorw 4 Frame 5 Fame a bill of maledaQ 74 V AUX. OVERALL WIDTH F 1 2 de.sv AUx. f.- OvERALL wtosHF3 1 # mow/MMoXo MAX DESIGN PRESSURE 55.0 -55.0 oww" MAX DESIGN PRESSURE 55.0 -SS.O 530' MAX. OVERALL MOTH 1 2 1 r a F V. 1A It•A 1 1' • 1 1' 1i' 1 SNWX MSrORIROX MAX DESIGN PRESSURE 55.0 -55.0 IOCX NAWWAK MFG 4 SHILL RWIM SWNASVRL IMM IAMN Rp116R RGNANfEfERBt 3700GelOU FL- 15225-6BMI 4t11' 11 1 n141; II1rl mow/MMoXo MAX DESIGN PRESSURE 55.0 -55.0 oww" MAX DESIGN PRESSURE 55.0 -SS.O 530' MAX. OVERALL MOTH 1 2 1 r a F V. 1A It•A 1 1' • 1 1' 1i' 1 SNWX MSrORIROX MAX DESIGN PRESSURE 55.0 -55.0 IOCX NAWWAK MFG 4 SHILL RWIM SWNASVRL IMM IAMN Rp116R RGNANfEfERBt 3700GelOU FL- 15225-6BMI I. INTERIOR EXTERIOR N v 1 HORIZONTAL CROSS SECTION Z I.9/ a tls 6irpXW-fio^ I n INTERIOR I EXTERIOR 2 HORIZONTAL CROSS SECTION 2 69llh jomb INTERIOR EXTERIOR i q) 31 HORIZONTAL CROSS SECTION EXTERIOR JZ 4 HORIZONTAL CROSS SECTION 69niamb fguatbn INTERIOR N. EXTERIOR 5 HORIZONTAL CROSS SECTION p 6/ 16Ang0Vfffown N e 2c z o I'2 1 21 12 = snc N.T.S. 5 7•c. e. JK e arc K LFS ; FL-15225-68M[!a agar a 5 ` O AN Ofr o i NnV,v i4 G N e 2c z o I'2 1 21 12 = snc N.T.S. 5 7•c. e. JK e arc K LFS ; FL-15225-68M[!a agar a 5 ` O i S MAX a 1 VERITCAL CROSS SECTION a9olrtiFw t+pi FSMAX iss { E MK I EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION k,21/ Gub•9/16•pmb1-16 cu ql -ion EXTERIOR INTERIOR t -3 -*N VERTICAI CROSS SEC ON tsvAnp con guotan EXTERIOR it 13 n INTERIOR 61 VERTICAL CROSS SECTION 1 3 / 01A{" contig oimn EXTERIOR o A VERTICAL CROSS SECTION' 3 CW1 10011v j txo INTERIOR 6 VERT CAI CROSS SECTION riwYpo puo an uj M1 j xm 21 12 mom N.T.S. w or. JK m w W. LIS runic o: n F1 -15225-68M c Z77----5 G M. All QQ Y```` i3 e Z EXTERIOR INTERIOR II llis da ggz pd 34 b A VERTICAL CROSS SECTION' 3 CW1 10011v j txo INTERIOR 6 VERT CAI CROSS SECTION riwYpo puo an uj M1 j xm 21 12 mom N.T.S. w or. JK m w W. LIS runic o: n F1 -15225-68M c Z77----5 G s r T ANCHOR MMR0.t;1EARANCEIN. N. MIN.;UAMME 1 I I I I _ D d 9/16' HEAD — is IYP.OHEAO iii F 4.9/16'HEAD /;;; MULLIONJ SHOWN FOR M ACJACEW REf 848 _ f(T@ G 6.9/16'JAMB 10 1 tYP. O JAMBS r ,49/16 JAMB _ v 1/O 16 16 12 o S u 12 I RUERENCEa' VIEW "C•"C SINGLE DOOR W/SIDELIMS t/s' y N ANCHOR MMR0.t;1EARANCEIN. N. MIN.;UAMME TTPWHEAD i . O HEAD fC MAf01Hf fMB M ACJACEW TYPE f(T@ F ANCHOR T- 1/O 1-1/t r o TAPCONe RUERENCEa' Ecco t/s' t•t/6• r A ULTRACON TTP. O JAMBS S3/f1-1/r 19T AS SHOWN O r StE DETNLT&T SEE y 4' DEfA 7 1D I o 9 Sff SINGLE DOOR W/SIDEU E VIEW "$ ='l4" DETALT VIEW F -"r VIEW W -b• CONCRETE ANCHOR NoT * 1. Corgete arlehor locatore at me comma mor be oduslod to mdntain the R*L edge dhlanco b Mortar lbhts. 2. Canciere ander locations noted as MAR. ON CENTER' neat be ooAled to mosnaF me ndn. edge detonce to mortar Jobts. addi o al concrete anchors mar be reau•ed to enure the MAK ON CENW d•nsnsron are not exceeded. a concrete onctar table: ANCHOR ANCHOR MMR0.t;1EARANCEIN. N. MIN.;UAMME TTPWHEAD i . O HEAD fC MAf01Hf fMB M ACJACEW TYPE f(T@ iaGE. ANCHOR nw 1/O 1-1/t rTAPCONe RUERENCEa' Ecco t/s' t•t/6• r e ULTRACON TTP. O JAMBS S3/f1-1/r As SHOWN AS SHOWN MTCON 111 12 in S to SIOELITE NOTES: 1. fie s/deRte b de ect set into rhe Jomb with (12J R8 x ? pJh. wood screws. There are (q of each vertical jamb, from the top down at 13,r, 31". 46-r 666'. rhem ore (2) of the header at s' horn the ovlside comers of the home, mere are (2) of the sA 1• from the oublde comas. D IN DETAIL "r DETAIL "3" TTPWHEAD i . O HEAD p 49/ICHEAD w o MULLION SHOWN FOR RUERENCEa' G 6.9/16•JAMB O TTP. O JAMBS H 49/16' JAMB 16 111 12 in S to StE DETNLT&T J 1W9 SINGLE DOOR W/SIDEU E VIEW "$ ='l4" 1C 1YP. O JAMBS T49/16' JAMB oDETAIL .1. SINGLE DOOR VIEW A'= A" DETAIL 4" 126 Vandorda24 H DETAIL "r DETAIL "3" CCUfl i a za 2 u sw 2121112 wAuc N.T.S. JK a p•c N LAS ; ae.••o •a: • e FL -15225-- an atcr s or S O W,O r f ...•• ..i s Wb h A' N T I r ` d' 1 1 1 i Y•. r . Lan SEOQA0.'6' 1 ',TTII * 1/ `,` 0 6 p d 9116' HEROOTYP.O HEAD 1T F 4.9lIrHEAD RLj egW9ASTRAGAL 6.9116* JAMS SHOWN FOR 1 _ • REFERENCE 1(P. O JAMBS ONLY I6AlI6' JAMB G i N 49/1 d' JAMB 0 TYP. O JAMBSa ( c 1 SEE DETAIL x SEE " 1 .1, 0 116 DETAIL'S o 1 _ 1 _ o + c 3 12 n` b 1 b 1 i j oWJ A• VIEW "C'•'C DOUBLE DOOR w/SIDEMS VIEW T" -"r DOUBLE DOOR VIEW A- •A" I 4 11 0 R dW _ 27 DETEll!6 ATTACH ASTRAGAL THROW BOLT SCREW 26 SIQpfE PLATE TO FRAME LaSATSHOWN. T g DETAIL'S" H a g Qm 2121112 e 26 = 2, snuc N.T.S. i oc. a: JK o OETAIL'I" ax w. LFS ; aoa c w. a FL -15225-68M c vxcT _L or 5 O BILL OF MATERIALS nFM / Mfellht C 1!/'MAX. SHIM SPACE ' 0 1/1' X 2J/1' ElCO OR ALV PFM CONCRETE STEEL E MASONRY -3000 PSI MIN. CONCRETE CONFORMING 10 ACI CONCRETE 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 F llrx2.1/rELCOORrtWPFHCONCRETE SCREW STEEL G 3/16' X 2J/r IIYI PFH CONCRETE SCREW STEEL H 3/16' X 2-I/r 11W P CONCRETE SCREW STEEL S 1 1'x IJ/r ELC OR R1M PFiI CONCRETE SCREW STEEL I1 3116' x3.1/r Irw PFH CONCRETE SCR STEEL 12 I/rx3-I/rtiCO OR OWPFH C 16 I/rx2-i/r PFMrtWCONCI TE3 REW a 21 9 X 31r PFH WS SiFEI 26 v9 x 1• Pal ws STEa 21 R to x TJ/r PFH wood SCREW STEEL 1 1 oETA•1- p 69l16'HEAOtYP. O HERO 1 f 1.9/ICHE/10 ASTRAGAL I MULLION SHOWN FOR 1 '"OWN 1011 q REFERENCE 1 REFERENCE ONLY 1 1 1 ib 1 0 12 1 1 R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O Dox I30 Valrieo, FL 33595 Phone x13.659.9197 Flonds Board of Professional Engineers CeniGeate orAuniorization No. 9813 Product Sub Category Manufacturer Product Name Category Thermo Tru Corporation Smooth -Star" and "Benchmark by Thermo -Tru" Exterior Swinging 118 Industrial Dr 8'8 Single 6 Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors Exterior Door Edgerton, 01-143517 Inswing I OutswingAssemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. d Lyndon F. Schmidt, P.E. (System ID 0 1998) for Thermo 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. Um/lat/ons: 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 Codification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations Instructions of ANSI AFBPA NDS 2012. AO other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL -15225.5.68. S. 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 -15225.558 shag 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. jest Report No. Test Standard ETC -01-741-10702.0 ASTM E330.02 / TAS 202-94 ETC -01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996.02 2. Drawing No. Prepared by No. FL -15225.5.68 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. Stoned & Sealed by Lyndon F. Schmidt, P.E. y Lyndon F. Schmidt, P.E FL PE No. 43409 2/612015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33393 Phone 813.659.9197 Florida Board of Profeumonal Engined Cenificatc of AtnhorimUon No. 9813 Product Sub Category Manufacturer Product Name Category ASTM E330-02 / TAS 202-94 ETC Laboratories Mark D. Possero, P.E. ETC -01-741-10703.0 ASTM E330-02 / TAS 202-94 Therms Tru CorporationTherms Smooth -Star" and "Benchmark by Thema-Tru" Exterior Swinging Industrial Or 8'0 Single & Double Opaque or Glazed Panels wl b wlo Sldelites Doors Exterior Door Edgerton, Off 43517 Inswing I Outswing 2. Drawing No. No. FL -15225.5-80 Assemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 8 Lyndon F. Schmidt, P.E. (System ID Y 1998) for Thera 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. Umltadons: 1. This product anchoring has been developed in compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone'. See the Certff cation 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 distanoe and oentet-cientef distances shall be specified by the fastener manufacture, but in no instance shall they be less than strewn 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 FLA 5225.5.80 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 -15225.5-60 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents., 1. Test Report No. Test Standard Testing Laboratory Sinned by ETC -01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Mark D. Possero, P.E. ETC -01-741-10703.0 ASTM E330-02 / TAS 202-94 ETC Laboratories Wendell W. Haney, P.E. NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 NCTL Barry Portnoy, P.E. TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 Testing Evaluation Lab. Lyndon F. Schmidt, P.E. 2. Drawing No. No. FL -15225.5-80 Prepared by RW Building Consultants, Inc. (CA #9813) Sinned 6 Sealed by Lyndon F. Schmidt, P.E. 3. Calculations Prepared by Sinned & Seated by Anchoring RW Building Consultants, Inc. (CA 119613) Lyndon F. Schmidt. P.E. V Lyndon F. Schmidt. P.E. FL PE No. 43409 Sheet 1 of 1 2/6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Box 230 Valrieo, FL 33595 Ph"c 513.659.9197 Florida Board of Professional Engineers Cer iricale of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. d 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 6 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. Umlteflons: 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 AFBPA NDS 2012. All other fastener types to be Installed blowing 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 -15225-68M. 5. Where shims are used, they must be a "rigid / stili' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225-68M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL -15225.68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E33D-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drewina No. Prepared by No. FL -15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboreton t Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Signed & Sealed by Lyndon F. Schmidt. P.E. Stand & Sealed by Lyndon F. Schmidt, P.E. 4 tI9Iv Suit: or 40 St'm`t' tii % rONAtss t'``` Lyndon F. Schmidt. P.E. FL PE No. 43409 2/62015 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. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COALING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd -1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTIR E1300-04 WITH SAFETY GLASS. 7 APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE OISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE 1(10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/8• THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP. PX. XIP. PIX I TABLE OF CONTENTS I SHEET NO.DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVIMNS KV I DESCAMTOR I DATE I APPROVED 1 A ADDED 19MCE AND FIN INSTALLATION I t2/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 IRL 15 3 3 2-1 4 SIGNED. 1012312015 MI WINDOWS LLC 00 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 CENSF 9s i 0 5 *= SERIES 420 SCD REINFORCED WITHOUT ADAPTER*• 96" x 96" NOTES 0'n•'C(ORI P• '\ URN: Dx0 N0. REV L 08-02249 B ONA„ YA oEDATENTS10/30/13 •momI OF 10 I FF W 6• MAX I 96- MAX FRAME WIDTH 2) ANCHORS PER LOCATION m- CNJr, J3 FOR NUM.9ER OF LOCATIONS REOUIRED 17" MAX I r r--1- O.C. 6" MAX Single- Panel and Total Frarre wbth (h) tit 30.0 -3 0 1 42.0 46.0 h) 60.00 71001 84.00 96.00 POS I Neg Pos Neg I Poe I Neg Pos Neg 40.0 59.4 40.0 45.7 40.0 42.0 17" MAX a0. 55.2 4a0 43.0 39.4 39.4 92.0 O.C. 6.040.0 49.8 40.0 38.4 35.0 35.0 16" 66.0 55,2 55.2 48.0 AX AMEAME 39.4 39.4 92.0 IGHT i 6- MAX 8 a0.6 37.1 37,1 6' MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATM IAIPACT R47 MG 135.0PSF V"E SEE CHARTS .Tr AND R2 FOR OTHER UNITS R471NGS Rh1S10NS DESC"TICN MTC I APPROVED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. REVISED INSTALLATION DSAILS 08/03/15 I R.L. CHART s1 WHERE WATER INFILTRATION RESISTANCE IS REOUIRED, SEE NOTE 9 SHEET I CHART A2 WHERE WATER WFILTRA TION RESISTANCE IS NOT REOVIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single- Panel and Total Frarre wbth (h) tit 30.0 -3 0 1 42.0 46.0 h) 60.00 71001 84.00 96.00 POS I Neg Pos Neg I Poe I Neg Pos Neg 64.0 40.0 59.4 40.0 45.7 40.0 42.0 66.0 a0. 55.2 4a0 43.0 39.4 39.4 92.0 M48.040.0 40.0 52.4 40.0 40.6 37.1 37.1 6.040.0 49.8 40.0 38.4 35.0 35.0 CHART A2 WHERE WATER WFILTRA TION RESISTANCE IS NOT REOVIRED. SEE NOTE 9 SHEET I CHART 03 Design pressure chart (pso Frans Se191s Panel and Total Frans Vftth (h) w9ht 30.0 36.0 1 42.0 46.0 h) 60.00 72.00 Pot TKQ9 PIPS Nog 64.00 Pos Neg 96.00 POS Neg 0 56.4 58.4 50.9 7 45.7 42.0 42.0 66.0 55,2 55.2 48.0 0 43,0 39.4 39.4 92.0 52.4 52.4 45.4 N43.1 8 a0.6 37.1 37,1 96.0 49.8 49,8 43,1 a 36.4 35,0 35.0 CHART 03 F- 153JZ.. Lf MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: Oea M. R Y.L. 08-02249 u"E NTS MTE 10/30/13 IsHM2 OF 10 SIGNED: 10/23*015 Number of anchor locations required Frarm SnO Panel and Total Froths VVdth (h) Height 30.0 36.0 42.0 46.0 h) 60.0 72.0 84.0 HdS Jamb NdS I Jamb I Nd5 Jamb 96.0 HLS Jamb 84.0 4 6 5 6 6 6 6 6 8A0 4 6 5 B 8 8 9 6 92.0 4 6 5 6 6 6 6 96.0 4 6 5 6 6 6 2H5 F- 153JZ.. Lf MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: Oea M. R Y.L. 08-02249 u"E NTS MTE 10/30/13 IsHM2 OF 10 SIGNED: 10/23*015 c N FR HE 1 96" MAX FRAME MIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART 14 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX r 17' MAX 1 I O C. 6' MAx 6' MAX IMAX Number of anchor IoeaUons required PDOOWxEsARK AY FLOWER MOUND, TX 75028•VCEti*. 17* O.C. 6" T - Ax IME GHT 6' MAX Frame Single Panel ana Total Ut Wdtn (in) 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS OESIGNPRESSURE RATING IMPACT RATING REQUIRED t35.OPSF NONE SEE CHARTS Nr AND 02 SHEET 2 FOR OTHER UNITS RATINGS REMSM 06C1ePnCN cAn I Appptm D ADDED nmGE AND nN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART #4 SIGNED: 10/23/2015 MI WI9oo0LAWS D S LLC Number of anchor IoeaUons required PDOOWxEsARK AY FLOWER MOUND, TX 75028•VCEti*. SR S Frame Single Panel ana Total Ut Wdtn (in) SERIES 420 SGD REINFORCED WITHOUT ADAPTER,*• 0 1 n= i-wgrx 30.0 1 no 42.0 1 6Q0 720 61.0 H65 I Jamb I HdS I Jamb HdS Jamb 48.0 96.0 H&S Jamb 64.0 4 6 5 5 6 6 8 6 1.. 4 6 5 6 6 6 6 6 92.0 4 6 5 5 6 8 8 8 96.0 4 6 5 6 6 6 6 6 SIGNED: 10/23/2015 MI WI9oo0LAWS D S LLC Lo, PDOOWxEsARK AY FLOWER MOUND, TX 75028•VCEti*. SR S SERIES 420 SGD REINFORCED WITHOUT ADAPTER,*• 0 1 n= 96" x 96" FIN ELEVATION p ' OF oa.M.: me no. I RLv /ts;:C0RC srALc NTS °" 10/30/13 ISI08 T30F 109 B S/oilill 1/2' MIN. EDGE DISTANCE WOOD FRAMING 1 MIN. EMBE MIN. OR 2X BUCK 1 BY OTHERS 1/4' MAX. SHIM 10 WOOD SPACE SCREW 810 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOY,WFOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM' E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT LIN. 1 - F acv omcit DON as APPRt7YCE) A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L B REVISED INSTALLATION DETAILS 08/03/15 R.L 1 3/8" MIN.' /4' MAX. EMBEDMENT r SHIM SPACE 1/2' MIN. EDGE DISTANCE R AF 10 WOOD—' SCREW EXTE WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATIONBYOTHERS INTERIOR 1 5 -63Z --,SIGNED: 10/23/2015 MI19000WS LLCDDOOPARKWAY R I IL p1f/Ji iLAKESID FLOWER MOUND, TX 75026 St CEWSF''s SERIES 420 SGD REINFORCED WITHOUT ADAPTER O * = 96" x 9IOFRAMEINSTALLATION DETAILS Z* o TAT OF FS•R10T: ': S/OMA oRA.1c OwlNa lay 08—OE2 249 B wuc o.:cNTS 10/30/13 4 OF 10 1 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. j EDGE DISTANCE 1/4* MAX. IM 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 WIN ASTM E2112 OR UNC SILL TO BE SET IN A BED OF APPROVED SEALANT I- 3/4- MI EDGE DIST I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS RMYONS REV Drselt ON I WE I ANVRovm A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L B REVISED INSTALLATION DE -.ARS 105/03/15 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION t-L- I533 2, L MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS Qvw OMC Nm R V.L. 1 08-02249 snot NTS lwt 10/30/13 —5 OF 10 SIGNED: 10/23/7015 2 1/2- MIN. EDGE DISTANCE c 1 1/4' MIN. a • EMBEDMENT CONCRETE/ MASONRY BY OTHERS 1/4 MAIL SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON 3/16' TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I INTERIOR SILL TO IN A BED OF APPROVEDESSEALANT VERTICAL CROSS SECTION CONCRETEWASCNRY INSTALLATION a 1 1/4' MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE REMS ONS DESCRMIM WE I 'J"o ED ADDED FLANGE AND FIN INSTALLATION 12/10/13 I R.L. REVISED INSTALLATION DETAILS 0E/03/15 P.L. 1 1/4' MIN. EMBEDMENT I— ' ; • —{ 1/4' MAX. 2 1/2' •a I SHIM SPACE INTERIORMIN. EDGE DISTANCE 3/16' TAPCON CONCRETE/MASONRY BY OTHERS N•• e .. EXTERIOR OPTIONAL IX BUCK JAMA INSTALLATION DETAIL TO BE PROPERLY CONCRE7EJ144SONRYINSTALLAT0N SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARMY 2. PERIMETER AND JOINT SEALANT BYOTNERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 T -L-1 6 2321 L4 SIGNED: 10123/2015 LLCWSDDOORMIWI9oo0LAxts IR I ItD,/z o PARAY FLOWER MOUND. TX 75028 5 rJ,•. GENSF•-1P- SERIES 420 SGD REINFORCED WITHOUT ADAPTER Mo5,lF95" x 96"= FRAME INSTALLATION DETAILS 5 O CIRA : oNc No. Rn 08_ B SIOIjj1111"\\\ Sc' NTS °`E 10/30/13 1'"W6 OFOF 10 1/2• MIN. EDGE DISTANCE WOOD FRAMING 1 3/8' MIN OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X BUCX BY OTHERS 1/4' MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LLJJ LLL INTERIOR cYVL VIJ IMIYI..L VERTICAL CROSS SECTION WOOD FRAMWG 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 144 T ASTM E2112 N f0 BE SET IN OF DYED SEALANT MIN. HENT 1 3/8• MIN. EMBEDMENT T- 1/2* MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS RV1slom IEV tKibT9I10N DATE ApppQdp A ADDED FLANGE AND nN INSTALLATION 12/10/13 R.L. B I REVISED INSTALLATION DETAR.S 00/03/15 R.L 1/4- MAX. SHIM SPACE JAPAB INSTALLATION DETAIL WOOD FR4MING OR 2X BUCK INSTALLATION 1 V SIGNED: 10/23am MI WINDOWS LLC 00 LAKESIDED PARKWAY FLOWER MOUND. TX 75028v ENS 9,pF• SERIES 420 SCD REINFORCED WITHOUT ADAPTER D 1 * = FLANGE INSTALLATION DETAILS A , TAT OF Arw. orC Nf1. y'°F• ORIDr. / u: 08-02249 B ss/ONAltNTS °" 10/30/13 10 10aG`\ 3/4• MIN. EDGE rDISTANCEI METAL 1/4' MAX. STRUCTURE ( SHIM SPACE BY OTHERS I 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE Y OTHERS 10 SMS OR SELF DRILLING SCREW EXTERIOR W J W J INTERIOR 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIORANISHES. BY OTHERS. NOT SHOWN FOR CLARAY. 2 PERIMETER AND J06VT SEALANT BY OTHERS TO BE DES)SWED INACCORDANCE WITH ASTM Elf 12 L TO BE SET IN BED OF PROVED SEALANT RLNSQ4 DEsunpnON aEAO QRM ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. RENSED INSTALLATION DETALS 08/01/15 IR.L i/4" MAX. SHIM SPACE 3/4' MIN. I INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS MAL STRUCTUE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. T% 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS of": CwC N0. I R V.L 08-02249 WA'E NTS I o"lt 10/30/13 --8 OF 10 SIGNED: 10/2312015 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 3/16' TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS EXTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT N— I 1/4" MIN. a• EMBEDMENT VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION 2 1/2' MIN. EDGE DISTANCE OPTIONAL 1X ... ..•..,.. . TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L., l J e__,. L-A SIGNED: T 0/23/2015 MI WINDOWS LLC L/0,//// 00 LAKESIDE PARKWAND AY FLOWER MOUND. TX 75028 RLV190nS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 2 1/2" M.IN. EDGE DISTANCE v ST T ` 7D TAT OF REV ocsanvna. WE Y4Ao+ED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 A.L. o rm• ONC rro I ' 08 8 REVISED INSTALLATION DETAILS 08/07/15 R.L stvE NTS °` 10/30/13 SHM99OF 10 1 1/4" MIN. e ' • EMBEDMENT CONCRETE/ 1 1/4" MIN. MASONRY I EMBEDMENT BY OTHERS 1/4" MAX. r SHIM SPACE OPTIONAL 1X BUCK T— 1/4* 1/4• MAX. TO BE r SHIM SPACE PROPERLY 2 1/2' INTERIOR SECURED MIN. SEE NOTE 3 EDGE SHEET 1 DISTANCE 3/16' TAPCON our n I 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 3/16' TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS EXTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT N— I 1/4" MIN. a• EMBEDMENT VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION 2 1/2' MIN. EDGE DISTANCE OPTIONAL 1X ... ..•..,.. . TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOWT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L., l J e__,. L-A SIGNED: T 0/23/2015 MI WINDOWS LLC L/0,//// 00 LAKESIDE PARKWAND AY FLOWER MOUND. TX 75028 k.. r •\GENSF.9p i' 0/!S25 * SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS v ST T ` 7D TAT OF O' cF• jO<ORIO?'• c: o rm• ONC rro tav 08 NA11E0G\ stvE NTS °` 10/30/13 SHM99OF 10 WOOD FRAMING BY OTHERS 1 1/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 18 WOOD SCREW 1/4" MAX rSHIM SPACE IRM90N5 ALV DESCApnm4 DAZE APPROVIM A ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. B RVASED INSTALLATION DETAILS 00/03/15 R.L. 1 5/8" MIN. EDGE DIST. TRIM ° 3/4• MIN. 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS SCREW FRAMING 1X BUCK BY OTHERS. HOOK STRIP IX BUCK TO BE PROPERLY SECURED 7/16" MIN I limI I` 3/16 NJTAPCOEDGEDISTANCE JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCKWOODFRAMINGOR2XBUCKINSTALLATION HOOK STRIP INSTALLATION MASONRYICONCRETE APPROVED 1/2" MIN. SEALANT BEHIND FIN 1 1/4" MIN. EDGE DISTANCEEDMENT METAL STRUCTURE 3/4• MIN. p,8 WOOD WOOD BY OTHERS EDGE DISTANCESCREWFRAMINGI BY OTHERS INTERIOR TRIM TRIM 1/4• MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR 7/16" MIN j EDGE DISTANCE T HOOK STRIP HOOK STRIP MBE 10 WOOD 10 SELF DRILLING SCREWSCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK OR EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCIVWOOD FRAMING METAL STRUCTURE 2L SIGNED: 10/23/2015 DOORSLLCMI1FL0WOODFRAMNGOR2XSUCK NSTVERTICAL CROSS TALLATION EOR MOU DD PARKWAY cENs''9 i FOR SILL INSTALLA77ON SEE SHEETS 4•9. V F NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 *= 1. INTERIOR AND EXTERIOR FINISHES BY OTHERS NOT sxoNY FOR CLARITY. 96" x 96"kENAILFINdtHOOKINSTALLATIONDETAILSOs1, TAT OF ; rim DESIGNED ACCORDANCE2. PERIMETERAND JOINT ASTME2112T BY S o N`S;= DxC "D 08-022,499/ B s/1111AtscutNTSD'm 10/30/13 10 OF t 0 11%\`` I r Florida Building Code Online Q %i. C r Page 1 of 4 Business & Professional Re+ + _ ra!®r fbMa Dpinlflerad Secs Home I Log In I use, Reglstrabon Hal Town I submlt surcharge saes a Facts t Vubkatlons I FOC sun I SCIS W Map 1 tach I SUIO I Busines Product ApprovalProfessial ®USE.: ftbkUm Regulation gay.>$g=Aeetir on 5ra,ch > FeeYotNn lkt a Appllydtlen DataU 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 Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336) 251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle*amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle0ama rr.com Danny 3oyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner®amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE -0048579 lntertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i ` Validation Checkllst - Hardcopy Received Referenced Standard and Year (of Standard) Standard Xai 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 It Florida Building Code Online Page 2 of 4 Documentation from approved Evaluation or Validation Entity Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Surnmery of Products I affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Yes : No N/A Method 1 Option D 03/30/2015 03/30/2015 03/31/2015 FL it Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC -6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Approved for use in HVHZ: No Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL5302 R6 11 IRC -6009-110-11 Drawing 7-10 FL-Ddf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. FL5302 R6 AE IRC -6009-110.11 Report 7-10 FLodr 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. replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC -6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6009-100-11 drawing 7-10 sealed.gdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use In HVHZ. FL5302 R6 AE IRC -6009 -lop -11 report 7-10 sealed.pdr 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. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6009-120.15 Drawlno 7-10 FLp j Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC•6009-120-15 Report 7-10 FL.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. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC -6009.130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6009 -130 -IS Drawing 7.10 FL,Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE IRC-6OD2-130- IS Report 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC -6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Egg R1 11 140- IS Drawlno 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.orglpr/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 R6 AE IRC -6009-140.15 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 FL5302 R6 11 IRC -6009-150-15 Drawing 7-10 FL.ndf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 R6 AE IRC -6009.150 -IS Reoort7-10 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 Glazing option shall not be used in wind-borne debris region replacement door. unless structure is designed as partially enclosed or door Is a 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 Il IRC -6009-169-i5 Drawing 7-10 FL.Odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. f-'15302 R6 AE IRC -6009-169.15 Report 7-10 FL.DdF Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC -6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC -6016-100-15 Drawing 7-10 FL.Odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure, +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC -6016-100.15 Report 7-10 FLodf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 15302.9 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-110-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.3/-20.8 Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FLS302 R6 11 IRC -6016-110-1S Drawing 7.10 FL.Odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.10 Stratford (M600); Heritage (M950); Dwg. IRC -6016-120-15, 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: +21.8/-24.8 Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5102 R6 11 IRC -6016-120-15 Drawing 7-10 FLOW Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15302.11 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-130-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +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 Ii IRC -6016-130-15 Drawing 7-10 FL.odF Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC -6016-130-15 Report 7-10 FL.Ddf Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC -6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact 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 seated.odf Created by Independent Third Party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-140-24, 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.pdf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC -6016.140-24 resort 7-10 sealed.pdf Created by Independent Third Party: Yes 15302.14 I Stratford (M600); Heritage (M950); I Dwg. IRC -6016-145-24, 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: +31.9/-37.2 Other: Design Pressure +31.9/-37.2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions ELS302 R6 11 IRC -6016.145-24 drawina 7.10 seated.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC4016-145-7.4 report 7-10 sealed.odj Created by Independent Third Party: Yes 15302.15 I Stratford (M600); Heritage (M950); I Dwg. IRC -6018-110-15, 16'2 Thru 18' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC -6018-110.15 Drawlno 7-10 FL,Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 1RC-6018-1%Q-15 Reuort 7.10FL.pdr Created by Independent Third Party: Yes 15302.16 I Stratford (M600); Heritage (M950); I Dwg. IRC -6018-120-15, 16'2 thru 18' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +21.6/-24.5 Other: Design pressure +21.6/-24.5, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FLS302 R6 11 IRC -6018.120-15 DraWino 7-10 FL.Ddf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Beck Neat ContactIts :: 1940 North Hemet creel. PMne: !SD-M-IB2a The State of Florida is an WEED employer. CoavAoht 7007•2013 State of F1mda.::firlivacy t r :: Accessibility Statement :: Refund Statement Under Florida low, snail addresses are public records. If you do not want your e -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 mac. if you have any questions, please contact 850.437.1395. -pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an rnall address If they have one. The emalls provided may be used for official communicatlon 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 Aaceptet 0®BE® xr4 itcatb r IUCx i https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 A"JV* 6E Aa.ER CAN nAcM V/ (n 1/... 1/r A DLT { WA PER 9IWWT 16 CA1 Sale T Y lOOA STMT 4-,394' ATTA099 VIT71 I/v . V/ CA V.' 314' AT V, KM EA eD.var ll¢ H C M S .Tuatortessrac iVP:[LL SM FC[i1N• IAEA NAASATT 99 NW 9CR47 Imo cc. R{ITT ArTA000T ra VINT IS 9100.401 TYPICAL. DUOAWE END H041E J, us uo saT .n.am m .Al/ AT [/. J.W DAIOET S I { SHN TV>A2ole .Erla) m w awr%s n 7/to- OM. eaTq R AaLa iarnl0 NR S O.CVTM t t9 0a4avE.s 1DAOT TRACK OETAILDETAIL N.TS TTA.VE P w PAG[ 3 stout w0cm soar I• a nTKR .nAC1ED V/m VA. N We NEI WAD SORM t rm c rT.O° K co v/ C71 V.• . 3/.• MCI .fAD SWEV{ AXTVAD V A Vr Qf AOM KM I000wwc kri a r ay7l.• q.rq m", 111 Sc/L SECT10N A -A (SIDE NEWT N tx 7 0 T•/IfOIL AT TK7 LOCArM. 1, XXX pars13) 3AIV CIA LAO 9061% LAD mLt A7I/OQl ro •u0 i L4'aAD9 Ou047 IS CA "I& SILL t7! .A.nE17 D AnApim t/ (0 •/••-m qAC. >rA! eaT f .A11rnNJO° a (D a9ts e AT 111 Ac(YALE P W PAGE 7 rot AVo .AA04T %AOM MAM 0oNr1.RRA110.1 ra 9'e- UP ro H• TAM DO= HTS a7 I cii06011 O VMS OR R A Sao LGmI elm0 Nrmal a cu Imo rarE1 Aoa3ace1179 e EI® on 6 tw c moo D7E T e 9q LDawvIv u L AV7LD01 e/eDCQi3 0A/It OOAMWWG 111" mSM r 7-YLL Stc6 a +r(Alr OOT Sr[+ aL[K TV 1"' i WAD s7. 6A OunSA7C IM 1sr 1..0! H;KEpo 0goME14AnA:fE7 %rD,CT EDvi- 7' YOrA SI.Vrf CENIC HEAD SOK" An.oEo v ro ornaAl v Irs Dcu 1pypV.' . L.• laa FORMANCE WITH THE PROCEDURE DESCRIBED IN ASIW EM AMC ANSt/DASUA 109 THE PRESSURES SHOWN ON THEc CALCULATED USING ASCE 7-10 WITH THE 6 4°' `p `++! p NT'rw °c{WI r°m o•' K ATTACHED WAD sCiTcvs .i c•LN I.0 3TltE ZONE ROOF AT N:Y SLOPE. mAKANA I +++' rnv<+re.6 olNora 9Tra r S L oR . RCTT.D .AaTi9TW OOIIp Nr .Y TOw{ Mao RO.f V/ Ta V.' . 7/.' EXPOSURE IEVFJ. 0 C C 0 D Hou® a AN Pwww, .IDTOI w 9— 14.0.n R1 •Q I TO. .ORON/L OUDT •011e MEAN ROOF NEIGH 30• 15' 2$ 1S' 25' 171 WAD WEVS POI C.r91Qt r 7-9.U. STm a NrLOI 967,1 RCT .O LCO V/ 7/16. GETAP" ra A NDN-TNSEQED own TYPICAL. DUOAWE END H041E J, us uo saT .n.am m .Al/ AT [/. J.W DAIOET S I { SHN TV>A2ole .Erla) m w awr%s n 7/to- OM. eaTqR AaLa iarnl0 NR S O.CVTM t t9 0a4avE.s 1DAOT TRACK OETAILDETAIL N.TS TTA.VE P w PAG[ 3 stout w0cm soar I• a nTKR .nAC1ED V/m VA. N We NEI WAD SORM t rm c rT.O° K co v/ C71 V.• . 3/.• MCI .fAD SWEV{ AXTVAD V A Vr Qf AOM KM I000wwc kri a r ay7l.• q.rq m", 111 Sc/L SECT10N A -A (SIDE NEWT N tx 7 0 T•/IfOIL AT TK7 LOCArM. 1, XXX pars13) 3AIV CIA LAO 9061% LAD mLt A7I/OQl ro •u0 i L4'aAD9 Ou047 IS CA "I& SILL t7! .A.nE17 D AnApim t/ (0 •/••-m qAC. >rA! eaT f .A11rnNJO° a (D a9ts e AT 111 Ac(YALE P W PAGE 7 rot AVo .AA04T %AOM MAM 0oNr1.RRA110.1 ra 9'e- UP ro H• TAM DO= HTS a7 I cii06011 O VMS OR R A Sao LGmI elm0 Nrmal a cu Imo rarE1 Aoa3ace1179 e EI® on 6 tw c moo D7E T e 9q LDawvIv u L AV7LD01 e/eDCQi3 0A/It OOAMWWG 111" mSM r 7-YLL Stc6 a +r(Alr OOT Sr[+ aL[K WTT604 E 4 1sr 1..0! 01 w,b Saw or TNAEc l'L vc+TS EMUS O SO OQLT ornaAl v Irs Dcu THE YEMOD OF TESnNG WAS W SUMANTIALcou T AY mar T[ COX a IA wtvL a TK r4RY T•.L Na urP s wrrPaPo w .t•w6 +wa iA rriy'i.c oi s Nv •PSca+v ac Tao FORMANCE WITH THE PROCEDURE DESCRIBED IN ASIW EM AMC ANSt/DASUA 109 THE PRESSURES SHOWN ON THEc CALCULATED USING ASCE 7-10 WITH THE 6 4°' `p `++! p NT'rw °c{WI r°m o•' DRAWINGS WERE FOPARAMETERS (S FEET OF ODOR NOT), THEIWW1NG oeaRe L.. ra p moNwRv SPH, . w6 a a TN T eN 1 sAw IMOUN' ZONE ROOF AT N:Y SLOPE. mAKANA I +++' rnv<+re.6 olNora 9Tra r S L oR . RCTT.D .AaTi9TW OOIIp Nr .Y TOw{ M1N0 SPEED NPH ISS 1.1 134 129 122 EXPOSURE IEVFJ. 0 C C 0 D Hou® a AN Pwww, .IDTOI w 9— 14.0.n R1 •Q I TO. .ORON/L OUDT •011e MEAN ROOF NEIGH 30• 15' 2$ 1S' 25' A10WI 00'06r r Alit aha =, : r:-; No 4040.70 . T< cEi1 L0F 2..a PSF TEST LOADS GV. 327 PSP A. j tn -': 0 A 37.2 Py FL 10 DL NG cm MODEL /950 0A[ SUKW V/Dar.Sfie MODEL 1500 sTRATTORD v/Da"we MODEL /050 K=AGE W/DanS.fe short. Lon,. flush • 0. .S,.,. P. DMw el a% mE W" aA9e lu B Z& as aE 04NO IRC -60m6- 9w1a3 ME ' 1"AOC. ttrsvf I OPTIONAL SHORT PANEL 1NTERWDIATE GLAZED SECTION (STRUT AND STILE LAYOUT) 0 • 7 7081 tTTyT lDGrm OI TMC T(D AMI CWJ tf aceto SECTtO( IASTCNaYt AT CU Aro cc"-[* 19-1/0• 7 OPTIONAL SNORT PANEL TCP GLAZED SECTION (STRUT AND STILE LAYOUTS) 10-3/9, I SIOtf PANFS 01ZING rAS1ENp1 K7AIL LING PAKL GLAZING rASTtWA QTAIL MT3. NTS Rio @'I LOYG PANq. TOP OlAZEO SECTtR1 tS'R(If ANO STILE LAYOUTS) leo wm 00 uss TVA" rs. QvusT wv4" AM•Q LADMW a a® aaTaa WOOD JAMB ATTACHMENT TO STRUCTURE 3/16' Y 3• LAO AR7UG i• rR0( Ca:'fKN x.•O.C. 0 1/E• ENEEDXENT) E a A vrRrr •a ATTA[Tl VT m rNYO n( f:2r[ArTt ICLT1 NIX SGLr 7/r 11 .• S1M1 tG i' fR01 ENDS TNOI 2.• OG /2 1/r EPIE7EMI) IDLri SLttvc ArdION ]Ir r t-7/. STMTDfi i rR6( ENDS Tllti ITV/RArTSET rtLDEAD (71rV.T) 2A' %.• STANIT•W 6• rlly LXDS :TON N• CIC. at 1/2. OOE3U s s . Ycnte.r .• ArrnCINNLti7 Ta . N M e -`I ALOL1( S11PSON 1/4• X Y -IT(N SL'eM STAYTP4 6` r.} --w Cw`w. USE PARIS or rASTEKRS RTrAPA) AT Ic• 6G tl 1 2' OIKOKNr1IDLTII. X E -3/A• Xva-rDN Ur staLvs S1MTIrG i' rlt[p ENDS. USE PARS Or rAS;CNOS, (3• APART) AT IS' OC. n I/A' EIdICDKN" WLitr'1 3LEM .NC(V(y 1( T1TL V CM r t.• C (1 1/4• CMNNE7MCN» aR. US£ rASTEMS ran IQLOV C-90 SL1100 RMCSAAND S V t Wo" iIE' SIERs PRIDE A MUSH MUNr w SLWACC' COICIVE 114LLOV ROC y=y STIRCIVR SIIL[11PlL j, STR{RfIJR STRUCTIIK a b T/C• MI n ` e-2/.' NM I-vr NW (• ; lts. JAMS GQQ tA ZNNIIpNG OPT t( IION CROSS SECTION GI ZI It£fiS VSTNIfl70o-01 vD-IIORrtC AKeRIf RCli01: OF'NV(OQ'it (RAMC OPTIONAL Oearo WSERTS MIM VY PROTfY110N WTH W PROTECTION U., 3/J2• I. 559 GLASS r., or K a MID W= SX117 km 013W 1 GO.~man FIleSR' l• OI1 INSIDE 9101® S NOR ) SECT10N ZJ M. AVARA9IE TRACT( C&OWRATIONS M.T.S. MAX SZE 6' MIDIN aSLp17711ttt/r/ i{ 1 mop, Lms x/.e PSF 21.3 PSr"r. ty Its? Laws a32.7 Pyr if -, f ,C ll:t1• 37.2 PSsFL L .y•• (.t, I IIA CANOAR (OIrT VV973rgNZIL K 007 MODEL /930 OAC 51WM w/DMnSAI* YODEL /e00 SMTFORD-IDWMSAEe YODEL /950 KCWAGE W/D•rsWO 56orL. LoTAR. FIu1/D t Oak SUMWI% Panel's s'! nor W DTR www a(w ww A nor AP eI• MASM IRC -6016-12x15 TABLE 2 TABLE 3 ia,iam=Q"m INTL F i ov tit X SME 1{ W.DTH ft' XpO.R 7 .t ta J ;: UFtC Awi,Nyi Sen vT. + : Na UJ:.r•d % rslc W%SY 71.0 PSP tae PS =•t,: 0 „ LST LOADS r•r, 37-7 PSi ; w' Qt`•'.t n•.1;. 57.1 PSP c2 ') fj`p:• yy1.t' FL 2k2 , w aaauo t1..T vaio.a.LnL ac ciao YODEL #650 OAK SUMM w/borasata YODEL /t00 STRATFORD ./Duv&Sata YODEL /750 ffClffA0 w/Dor=c Short. off. nush R Oak SUmm3t Paoal' OUN R W 7S[ 01/a/9 RADC'U@ 8 OmmR ut WE WAa IRC-6016-120- 5473OS STRUCTURAL SOLUTIONS, P.A. tructuraI EngIneer Ing • Investlgatlons • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC -6016-120-15 Test Date: 11/8/2012 1 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model #1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: I Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Any Roof Slope- Enclosed Buildin Ex . B 30' MRH Exp. C. 15' MRH Exp. C, 25' MRA Exp. D, 15' MRH Exp. D. 25' MRH 155 m h 141 mph 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE -Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" 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 Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure' The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fust, 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) Q teteoeoe j Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" °4Q'S L, SFlf( rPi Short, Lo Flush and Oak Summit Panels, which are alternate embossment atterns in the skin M° h..•... CN .+' 8 shortpanel (18-1/8" x 10-5/8') or 4 long panel (38-1/8"x 10-5/8") windows (3/32" annealed O U' ' G •: lA Rlass minimum - meets ASTM El 300-04) maybe installed in l section r PJo Ov 'rr Submitted By: s YIE CL ` IJ4 I JAL STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue • Greensboro, North Carolina 27410 (336) 856-2686 • Fax (336) 856-2687 • NC Firm #C-1096 I Florida Building Code Online FL17676.2 Page 1 of 4 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature lechnlcal kepresentative 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 Q MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE J Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 PaWa Dopa Tragal BCIS Home I Lop In I User Registration I Hol Topics I SubmR Surcharge I Stats 6 Facts I publications I FBC Stag I BPS Site Map I Links I Search I Busines Professi I a° EApproval USER: R: PububllC User Regulation srk w r lel LI:1Y:i7 il i Product Approval Menu Application List > Appllmtlon Detail FL a 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 lechnlcal kepresentative 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 Q MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE J Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 ELEVATION 2' typ. 36' J-8' o.c L— mar. 2' typ. sse INSTALLATION INSTRUCTIONS. do FASTENER SCHEDULE — FIN— TT Windows & Doors 8" o.c. Max. Co 04„ ,m 3540-3240 SH FIN — 4'CLEARANCE ALL FOUR SIDES) J C 'NAIL FIN- IS A GENERIC TERM WHICH MEANS 'MOUNTING FLANGE'. NOT TO BE CONFUSED WITH '1/2' FA FLASH BY OTH. Anchor See Section Dei 4trfer HEAD DETAIL IZE HEADER AS NEEDED CAULK UNDER NAILING FIN QBE PERIMETER BEFORE FASTENING. Min Edge 7/16' SHIM AS REQUIRED Min Edge 7/16 SHEATHING JAMB DETAIL 06 X 1-5/8- SCREW (SHOWN 'MTN J- SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD.e SILL DETAIL Notes: 1. Installation depicted based off of structural test report j182133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window 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 stroll be sufficient to guarantee 1-1/4- penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims shall be load bearing, non— compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air Infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2- from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO Jr x 84 - SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) sse INSTALLATION INSTRUCTIONS. do FASTENER SCHEDULE — FIN— MM" arc V.M.R. 12-14-09 Windows & Doors 3540 Single Hung WAW NONE 1 -1 Gratz, PA 04„ ,m 3540-3240 SH FIN — Validator / Operations Adminlsti-athr) MI Windows 8 Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described betbwls hereby approved f6t.ftling1h he 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 lo the next published AAMA Certified Products Directory. SPECIFICATION. RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 1011I.S?JA41"S LC-PG40•-914X2134 (36XB4)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MEL 8 PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows 8 Doors; LLC 7158 3540 SH (FIN) PVC)(O/X)(IG)(INS GL) FRAME 914 mm x 2134 mm SASH 867 mm x 892 mm Code: MTL REINF)(71LT)(ASTM) 3'010 x 7'0") 2110" x 2'11") 2. This Certification will expire July 27, 2020 (extended from July27, 20.15 per AAMA 103-14a) and requires validation unlit then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-109.47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP -04 (Rev. 1/11) Validated for Certification h, 4-U- Toci IedLaboratories, Inc. Authorized for Certification D'.Z-Qk AmericW Architectural Manufacturers Association Florida Building Code Online of FL * Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Page 2 of 4 Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fn 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 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 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 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.od1 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.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 CACAPC 3540 Fin 44x61.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 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. 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 CACAPC 3540 Fin 44x7 .odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 44x84 Fin Frame Certification Agency Certificate FL17676 RZS CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by independent Third Party: https://floridabuilding.orglprlpr_app_dll.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online IEvaluation Reports Created by Independent Third Party: Page 3 of 4 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 111 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf FL17676 R2 II 08-01372 511989.odf Verified By: American Architectural Manufacturers Other: LC-PG35 Association FL17676 R2 II 08-01247B 10.odf Created by Independent Third Party: Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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.odf Other: LC-PG40 Verified By: Luis R. Lomas, PE PE -62514 FL17676 R2 II 08-01372 511989.odf Created by Independent Third Party: Yes Other: LC-PG35 Evaluation Reports FL17676 R2 AE 5118548 1252.odf FL17676 R2 II 08-01247B 10.odf Created by Independent Third Party: Yes Created by Independent Third Party: Yes Verified By: Luis R. Lomas, PE PE -62514 17676.9 13540 SH 36x84 Finless Frame Limits of Use 3540 SH Certification Agency Certificate Approved for use in HVHZ: No Limits of Use FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Approved for use in HVHZ: No Quality Assurance Contract Expiration Date Impact Resistant: No Approved for use outside HVHZ: Yes 07/27/2020 Design Pressure: +40/-50 Impact Resistant: No Installation Instructions Other: LC-PG40 Design Pressure: +35/-47 FL17676 R2 II 08-01372 511989.odf Installation Instructions Other: LC-PG35 Verified By: Luis R. Lomas, PE PE -62514 FL17676 R2 II 08-01247B 10.odf Created by Independent Third Party: Yes Verified By: Luis R. Lomas, PE PE -62514 Evaluation Reports R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes FL17676 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 FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 51184981247_.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FL 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 11 08-013718 II.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5119888 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes Page 4 of 4 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 2270.0f 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 Impact Resistant: No Quality Assurance Contract Expiration Date 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. FL17676 R2 11 08-0151.4 512141.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with Quality Assurance Contract Expiration Date 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 res 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 Fn Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37676 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 Il Install - 3540 SH CHS Fin 108x74.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: crack F__1 Contact Us :: 1940 North Monme Street. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida Is an AA/EEO employer CoovrloM 2007.2013 Stole of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e•rrwl 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. It you have any questions, please contact 850.487.139S. -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 J they have one. The emalis provided may be used for official communication with the Ikensee. Nowever email addresses are public record. if you do not wish to supply a personal address, please provide the Department with an email address winch 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: is E9 t:reditSAFE haps://floridabuilding.org/pr/pr_app_dtl.aspx?paraln=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 f Florida Building Code Online FT7676.9 Page 1 of 4 PTAssional Regulation rMAIp D2Par" itd BCS Home I Log In I User Registration Mol Topics Submit Surcharge Slats a Facts ( Publications I FBC Stall ` BCIS Site Map links I Search Busines ff - Professi a1 Product Approval USER: Public User pp Regulation Product Approval Menu > Product or Applkatbn SearM > Application Ust > 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 O MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE CVj 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 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL it I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL27676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Association Created by Independent Third Party: Created by Independent Third Party: Evaluation Reports Evaluation Reports Created by Independent Third Party: Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fn Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 13540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL37675 R2 C CAC APC 3540 Fn 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 H 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 Fn Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI II Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.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.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118498 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.ndf 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.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 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 FIS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes Page 4 of 4 117676.13 13540 SH 1 52x72 Finless Frame I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.0df 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 52x84.0df 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 512141.0f ASTM E1300-04. Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.0df Created by Independent Third Party: Yes Created by Independent Third Party: 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.Odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 j 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 108x74.0df 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: Contact Us:: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 8S8.187.1821 The State of Florida Is an WEED employer. Covvriuht 2007.2013 State of Florida.:: PrtVM Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are Public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional 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 pmvlde the Department with an email address If they have one. The !mads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which Can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click b=. Product Approval Accepts: CreditSAFE https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Validator / Operations Administrator) MI Windows 8 Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA. Certified Products Directory. The approval Is based on successful 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 TESTEDAAMANVDMA/CSA 1011I.S21A440-08 LC-PG40'-914x2134 (36x64}H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows 8 Doors. LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x892 mm Code: MTL REINF)(11LT)(ASTM) 3'0" x 7'0") 2'10" x 2'11") 2 This Certification will Wire July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 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, ted Laboratories. Inc. Authorized for Certification T Ameri&A Architectural Manufacturers Association 36' MAX. FRAME WIpiH 4" MAX. s- ANC,IORS TO BE EQUALLY SPACED. SEE ANCHOR CIIART SHEET i FOP. UNIT SIZE AND ANCHOR QUANTITY O 84" MAX. FRAME i HEIGHT 1 X IJ— s" MAX. I j 7— I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RA TING 40.0%50.OPSF NONe Number of enchom ulred of each jamb HeigM in) Penelwl0lh(in) 24.0 1 30.0 1 36.0 24.0 2 1 2 1 2 30.0 2 1 2 1 2 36.0 3 1 3 1 3 42.0 J 1 J 1 3 46.0 J 1 J 1 3 54.0 J 1 J 1 4 00. 0M4566.0 72.0 76A611.0 TARLE OF CONTFNTS SHEET NO DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 1INSTALLATION DETAILS aC Sa]NS OE:CQwnO Qar anOFT£u NOTES: 1) THE PRODUCT SHOWN HEPDN IS DESIGNED AND MANUFACTURED TO COMPLY WIIH REQUIREMENTS OF THE FLORIDA BUILDING CCOE. 2) WOCD FRAMING AND MASONRY OPENING 10 BE DESIGNED AND ANCHORED 10 PRGPERV TP,ANSFER ALL LOADS TO STRUCTURE. FRAMING AND 4ASCNRY CPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) 1X BUCK OVER MASONPY/CONCRETE IS LIPIIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH AprROVEO COATING OR MEM3RA.NE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY C-- THETHE ARCHITECT OR UNGINEER OF RECORD 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 7) S4SH UNITS MUST BE REINFORCED WITH GVL-451-030 STEEL REINFORCEMENT MEETING RAILS MUST BE F.EINFORCEC WITH P.F-104S-07.0 STEEL REINFORCEMENT. T) UNTiS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED imPACT PROTECTIVE SYSTEM IS RECUIRED FOR THIS PROCUCT IN WIND BORNE QERRIS RFGIONS 9) SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM .:HERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLCWASLE SHIM STACK IO BE 1/4". 10) FCR AN -_HOPING INTO MASONRY/CONCRETE USE 3/16' TAPSONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT IN10 SUeSIRATE 'LITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 1 1) FOR ANChORING INTO WOOD FRAMING OR 2X BUCK USE 68 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 13/ W MINIMUM EMBEDMENT INTO SU85-.RAfE. LOCAIE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 12) ALL FASTENERS TO BE COP.ROSICH RESISTANT. 13) INSIALLAT10N ANCHORS SHALL BE INSTALLED IN ACCORDA14CE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH SIRENGTHS LESS iHAN 1HE MINIMUM SIRENGTH SPECICIED FELOW: A. WO00 - MINIMUM SPFC.IF r GRAIATY OF G=0.47 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS Xotl1III/lf,7j i 650 WEST MARKET STREET\\\J\?It. GRANTZ. PA 17030-0370 l v,•\'YGEN,4 7 P SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION. ANCHORING LAYOUT AND NOTES l:i'VQATeP0rftFM4'r= Fs;: ORICt; OrIWN V.L, avc Na. 08 aEy 501372 BaaNTS 10/17/11 I OF 3 2f DUCK/ WOOD FRAMING BY OTriERS. 7X BUCK TO BE PROPERLY SECURED SET IN BED CF I; `" MAX. J APPROVED SG+L.+NT / u'S \ - SHIMLJ` lll!! tiJ \ — HEAD IO BE SEI INA BED OF APPROVED CCINSTMJ:TIONI SELAI4T RNI'a4 i CC_r:'FP7IQh fvtE N•FkP.tO 1 3/i5' MIN. .J I%J" VA), EMBEDMENT Si IIH r # S V1701) SCP,E:N I INTERIOR 2X BUCK; ,, OD FRAMraG EXTERIOR L,s— I 1 w INTERIOR H BE PRPPERLY SECURED SILLTUBED OF BE 50' IN U BEG APPR(Y-JED CONSTRUCTION ADHESIVE c- o• F LANCE TO BE — 1/4" MA),.. SCT IN BEP 0r \OC J C G SHIM APPROVED SEALANT 2X BUCK; W000 F;IAMING BY OTHERS. 2. BUCV. TO VERTICAL CROSS SECTION BE P,-OPERLY SECURED 2XBUCK/WOODFRAMING INSTALLATION EXTERIOR FLANGE 10 BE SC, IN BED OF APPRCVEO SFrMANT HORIZONTAL CROSS SECTION 2X SUCK4N000 FRAMING INS TALLA T)ON NOTE: INTERIOR AND EXTEkIOR FINI5nES, BY OTHERS NOT SHOr:N FOP. CLAR!"I. M650 IwDOWMAR1ceD DOORS ft.. to' 9', NS•,iPGRANTZ, PA 17030-0370 J .,•v G 126 fSERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS TATEE OF O' FS ORIV. CRA'FV; o+r h7. wtv V.L. 08 s01 372 U* GlENTS IO/17/11 2 OF 3 EXTERIOR I1 "r—il INTERIOR fol SILL lO BE SET IN BED OF 4PPPOvEDIRig ^ ANSTRUCTION ADHESIVE F FL .,u:E TO DE / _ 1 /4. MAX EI1N BED ^F rC C C 9G ; ,F Ikt 4 -PROVED SCAUTAT e - A1•ONRv/COt:!,'RETE OPTlGiJ L iX B!C. OI - e` • ( Bt OTFIEPS OTHERS. IX BUCK 10 BE f PROPERLY SECURFO SEE 1COTE3SHEET1 _ VERTICAL CROSS SECTION MASONRY,i3ONCRET E INSTALLATION Prs+vs IiVCf'.W:TaNJ I dUE AOPnJ.ty i/4" MIN i _ _ 1/4" %44f. EMBCD, Eta SHIM r 1/16" IAPCO1: IA SO.`IRY/CO!lCRETE . ._ .lBYCII{ERS INTERIOR 2 5:'9" MIN. 1 I f ED:;E U Sr. OPTIONAL 1X BUCK DY - EXTERIOR OTHERS, IX BUCK TO DE ROPEF.LY SECUPEL. SEE L FLAN;;[ 10 BE NOTE 3 SHEET 1 SET IN PEI) OF APPP,O•rEU SEALANT HORIZONTAL CROSS SECTION MASONRYiWNCRETTE INSTALLATION NOTE. INIERIOR 4ND EXTERIOP. FRIISHES. 6'r OTHEki. DY OTHEPS M650WINDOWS D OPTIONAL IV DUCK DY STOOKS MARKET TREET PA 17030-0370 J g 9i,. OTHCI;S. IY BUCX TO SL' SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW PPO°ERLY SECURED. HE STEEL REINFORCED - NON -IMPACT 36' X Sa INSTALLATION DETAILS J NOTE 3 SHEET I p0•• n S;fOR10; MAP: oAc 1.0. 08-01372 vr: G•\ V. L. 1k. JiLnIJLCt0GC CAC NTS 10/17/11 —cS 3 OF 3 SETIN CED OF J SHIM APPRO•:ED SF_ALANT HEAD iO BE SET IN A 3Eri -,F APPPOVEr7 CONSTRUCTION SEALANI EXTERIOR I1 "r—il INTERIOR fol SILL lO BE SET IN BED OF 4PPPOvEDIRig ^ ANSTRUCTION ADHESIVE F FL .,u:E TO DE / _ 1 /4. MAX EI1N BED ^F rC C C 9G ; ,F Ikt 4 -PROVED SCAUTAT e - A1•ONRv/COt:!,'RETE OPTlGiJ L iX B!C. OI - e` • ( Bt OTFIEPS OTHERS. IX BUCK 10 BE f PROPERLY SECURFO SEE 1COTE3SHEET1 _ VERTICAL CROSS SECTION MASONRY,i3ONCRET E INSTALLATION Prs+vs IiVCf'.W:TaNJ I dUE AOPnJ.ty i/4" MIN i _ _ 1/4" %44f. EMBCD, Eta SHIM r 1/16" IAPCO1: IA SO.`IRY/CO!lCRETE . ._ .lBYCII{ERS INTERIOR 2 5:'9" MIN. 1 I f ED:;E U Sr. OPTIONAL 1X BUCK DY - EXTERIOR OTHERS, IX BUCK TO DE ROPEF.LY SECUPEL. SEE L FLAN;;[ 10 BE NOTE 3 SHEET 1 SET IN PEI) OF APPP,O•rEU SEALANT HORIZONTAL CROSS SECTION MASONRYiWNCRETTE INSTALLATION NOTE. INIERIOR 4ND EXTERIOP. FRIISHES. 6'r OTHEki. NGT SHC14,! FOP CLARITY M650WINDOWS D R iILrC STOOKS MARKET TREET PA 17030-0370 J g 9i,. CRANTZ. GENSe,sr SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW f• p?0' Ste``* STEEL REINFORCED - NON -IMPACT 36' X Sa INSTALLATION DETAILS TAT Of6E Jlp0•• n S;fOR10; MAP: oAc 1.0. 08-01372 vr: G•\ V. L. CAC NTS 10/17/11 —cS 3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lcwisvillc. NC 27023 336-945-9695 rllomas@lrlomaspc.com Manufacturer: Ml Windows and Doors 650 West Market Street Grant4 PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01372. tilled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: 81910.01-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVOMA/CSA 101/I.S.2/A440-05 Design pressure: +40A0/-00.13p9f Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and seated by Luis Roberto Lomas P.E. Llmltations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84" Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not impact resistant and requires impact protection In wind bome debris regions. installation: Units must be Installed in accordance with approval document, 08-01372. Cerdflcadan of independence: Please note that 1 don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also. I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 N g R • 0 i NUJ ••••• i cc Z: , TAT 0 F ; NAi1E\ Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 Florida Building Code Online Page 1 of 4 FL17676.16 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 Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 RegulationBusiness & Professional r Pp:,1- oick) pepal(rWd SCIS Home I Log In I User Registration Mot Topics Submit Surcharge I Stats 6 Facts Publications FOC Stall I SCIS Site Map I Links Search' Busines / I product Approval0USER: Profess i tial Public User Regulation Produtt AoorWal Menu > Produtt or Aoollutbn 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 Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE R Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Summary of Products Page 2 of 4 FL * 11 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 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf 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 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.udf 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 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.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: LC-PG30. Units must be glazed in accordance with FL17676 R2 If Install - 3S40 SH Fin 44x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 111 11 Install - 3540 SH Fin ASTM E1300-04. 52x84.odf Created by Independent Third Party: Yes Verified By: American Architectural Manufacturers Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Association Created by Independent Third Party: Yes Created by Independent Third Party: Evaluation Reports 17676.10 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 08-012528 7.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.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 FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-013718 11.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odF Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 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.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 FIs 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48x72.R35.(072016) Impact Resistant: No Rev. ad 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 Il Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limps 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: F. .7- Next Contact Us :: 1940 North Monroe Street_ Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. Coovrloht 2007.2013 Slate of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Slatemenl 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 950 487 1395 -Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click bere . Product Approval Accepts: Cred itSArFE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 I 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 101/1.S. 2IA440-08 LC4PG35'-2731x1867 (108x74) Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION 3540 TRIPLE SH (FIN) FRAME SASH MI Windows & Doors, Inc. 10817 PVC)(O/X.O/X.Olx)(IG) 2731 mm x 1867 mm 860 mm x 919 mm Code: MTL INS GL)(REINF)(TILT)(ASTM) 9'0" x 6'2") 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 0 A at ci ted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ• 2' typ TT 2' o.c. Max. L n ELEVATION 108' fti'*A' CLEARANCE ALL FOUR SIDES) WHICH 1 2' FLASHi BY OTHI Anchor See Section Details) a Min Edge 4" HEAD DETAIL SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. SILL DETAIL IM AS OUIRED DRYWALL OWN WITH 1/2 - SHEATHING) MUST ACHIEVE 1 -1/4 - PENETRATION INTO STUD. . Notes: 1. Installation depicted based off of structural test report III C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G=0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks aro not allowed. Wood buck shall be secured to the structure to resist all design loods. 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 sholl 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 approx. 2' from tamers and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. I SIZE AND OESIGN PRESSURE CHART IIFASTENERTYPEANDSPACINGSHOWNWILLALLOWDESIGNPRESSURESUPTO +35/-5D UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) S THING Min Edge Distance ,m INSTALLATION INSTRUCTIONS dr FASTENER SCHEDULE — FIN— NQF JAMB DETAIL M Doors 3540 Single HungWindows & Gratz, C Continuous Head and Sill FI ANCFI V.M.R. S-20-09 omni o.c w m wem NONE 1 s 1 wa a er 3540 SH CSH FlN — Florida Building Code Online Page I of Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative r p;J_ Pad) DpMTMd BGS Mom* I Log In I User Registration Not Topics I Submit Surcharge I Slats a Facts Publications I FBC Stall BaS Site Map Links Search I Busines Category Professi IUSER: Product Approval public User Fixed Regulation Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Produtt Approval Menu > Prpputt or Application Search > Application List > Application Detail FL # FL18644-R1 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 02/18/2016 v.date. set to reapply per S^Urlch's req.zb.02/25/16 Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CZ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S. 2/A440 2005 AAMA/WDMA/CSA 101/1.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 02/18/2016 Date Validated 02/25/2016 Date Pending FBC Approval Date Approved 02/25/2016 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquiGtg5bCXRsfAEr... 5/10/2016 Florida Building Code Online Summary of Products Page 2 of 2 FL # I Model, Number or Name Description 18644.1 3500 PW 81x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 RI C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 81x63.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-50 04/30/2021 Other: FW-LC50 Installation Instructions R1 11 08-02818.DdfFL18644 Verified By: Luis R. Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.2 3500 PW 81x63 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL18644 111 C CAC APC 3500 FLS 81X63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 11/18/2017 Design Pressure: +35/-35 Installation Instructions Other:LC-PG35 FL18644 R1 11 08-02818.odF Verified By: Luis R. Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513610.odf Created by Independent Third Party: Yes 18644.3 3500 PW 60x96 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL18644 R1 C CAC APC - F1910,01,odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 10/08/2020 Design Pressure: +50/-50 Installation Instructions Other: LC-PG50 FL18644 R1 II 08-02858.odf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513666 F1910 2858.odf Created by Independent Third Party: Yes 18644.4 3500 PW 96x60 Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL18644 RI C CAC MI Windows - 3500 PW B9102 Approved for use outside HVHZ: Yes 96x60.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +50/-60 04/30/2021 Other: LC-PG50 Negative DP= -60 Installation Instructions FL18644 R1 11 08-02859.odf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL18644 R1 AE 513667.odf Created by Independent Third Party: Yes Back Haat Contact Us :: 1940 North Monroe Street, 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 low, email addresses are public records. If you do not want your a -mall address released In response to a public -records request, do not send electronic 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 !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 If you are a licensee under Chapter 455. F S., please click here Product Approval Accepts: NOME CreditArFE https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquiGtg5bCXRsfAEr... 5/10/2016 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10 WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. I1 FRAME MATERIAL: EXTRUDED RIGID PVC. 12 UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS . 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVWNS I RV I OESCRNRON I MIF I APVROVEO 15 ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW. A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2 GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18 THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 3500SOLITES. 3500SP. 3540PX, 3540T. 3540SOLITES, 3540SP, 3250PZ. 3250T. 3250SOUTES. 3250SP, 3240PW, 3240T, 3240SOILITES. 3240SP, 3500HPPW, 3500HPT. 3500HPSDLITES. 3500HPSP, 358OWP, 3580T, 3580SOLITES. 3580SP, S-3500PW, S -3500T. S-350OS01LITES. S-3500SP, S-3540PW. S -3540T, S-3540SOLITES. S-3540SP, M-350OPW, W-350OPW, w -3500T, W-3540PW. W -3540T, W-3540SOILITES, W-3540SP, 1255PW, 1255SP. 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SIGNED: 02/17/2016 MI WINDOWS AND DOORS 650 WEST MARKET STREET ft.. Ofj/// GRATZ, PA 17030-0370 GEMp*. TABLE OF CONTENTS SERIES 3500 FIXED WINDOWGAe4ATe 6NO. 96" X 60" NON-IMPACTNOTESDESCRIPTIONOF owc O•. RV/ FSS/ OR1C ELEVNTES TIONS N GN 08-02859 4/11#11I 0\ INSTALLATION DETAILS SGtF NTS DATE 02/04/16 S"Eu I OF 3 2" 2" MAX -j SERIES 3500 FIXED WINDOW EXTERIOR VIEW FINWSTAUATIOW DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.LA.: 92" X 56" 2. (2) V X 1/8- WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART O Height CHART II Z NUMBER ANCHORS SKWS ocscRlpnoN art I MPRMU SIGNED: 02/17/2016 96" MAX. FRAME wiOTH RE1 ow9/' MAX — 10" MAX 2' MAX 96" X 60" NON -IMPACT ELEVATION eTT pE OF t,V 2 i 0' a;(pR10: UNuwN. owc no acv N.C. 08-02859 2" MAX J WALE NTS o"E 02/04/16 WEE`2 OF 3 I 10` MAX io' I I O.C. Ax. AME IGHT I SE FO OF 2" MAX -j SERIES 3500 FIXED WINDOW EXTERIOR VIEW FINWSTAUATIOW DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.LA.: 92" X 56" 2. (2) V X 1/8- WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART O Height CHART II Z NUMBER ANCHORS SKWS ocscRlpnoN art I MPRMU SIGNED: 02/17/2016 MIWINDOWSIWDOW DOORS RE1 ow9/' EST MARKET GRATZ. PA 17030-0370 J\5 r,•v\G N,p • i 0 # = SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION eTT pE OF t,V 2 i 0' a;(pR10: UNuwN. owc no acv N.C. 08-02859 i iZs/ONA j1`` WALE NTS o"E 02/04/16 WEE`2 OF 3 APPROVED SEALANT BEHIND FIN 16 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR INTERIOR aev I oExROMON MTF I WPROVEo i WOOD FRAMING BY OTHERS 1/4- MAX. SHIM SPACE r 3/8- MIN NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. EDGE DISTANCE 6 WOOD NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE W000 DESIGNED IN ACCORDANCE MTN ASTM E2112 SCREW APPROVED BY OTHERS11/4" N EMBEOME SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS J6 WOOD SCREW MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4- MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL 1/4- MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON—IMPACT FIN INSTALLATION DETAILS DRAWN TOG No, 08-02859 OLE NTS I wtE 02/04/16 1 S"EL73 OF 3 REV SIGNED: 02/17/2016 5 If I I IL 0 6'.* pQ, TATE OF ; Q NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE W000 DESIGNED IN ACCORDANCE MTN ASTM E2112 FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON—IMPACT FIN INSTALLATION DETAILS DRAWN TOG No, 08-02859 OLE NTS I wtE 02/04/16 1 S"EL73 OF 3 REV SIGNED: 02/17/2016 5 If I I IL 0 6'.* pQ, TATE OF ; Q L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market Street Gratz, PA 17030 Product Line: Series 3500 Fixed Window 96' x 60' - Non -Impact Engineering Evaluation Report Report No.: 513667 This product also labeled under the following names: 350012W, 3500T, 3500SDLITES, 3500SP, 3540PW, 3540T, 3540SDLITES, 3540SP, 3250PW, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDLITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 3580SDLITES, 3580SP, S -350017W, S -3500T, S-3500SDLITES, S-3500SP, S-3540PW, S -3540T, S- 3540SDLITES, S-3540SP, M-3500PW, W-3500PW, W -3500T, W -354017W, W -3540T, W-3540SDLITES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES, and 1255HPSP 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 611320-3.005 method 1(a). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document. drawing number 08-02859, prepared, signed and sealed by Luis Roberto Lomas P E. 2. Test report No.: 89102.01-109-47 signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA. AAMANVDMA/CSA 101/I.S.21A440-08 Design pressure: t60.15psf Water penetration resistance 7.52psf 3. Anchor calculations, report number 513667-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +50.0/-60.0psf. Maximum unit size: 96' x 60' Units must be glazed per ASTM E1300-04. 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 rigid PVC. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document 08-02859. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 111111t////, N 5 R 0'11 v •OEIVSF•' 9 0 5 • it TATE OF ; sZ ORIOG\ i0/ 11MAI. fill\,E Luis R. Lomas, P.E. FL No.: 62514 02/23/2016 f Florida Building Code Online 18504.2 Page 1 of 3 Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 1710.5.3 Method 2 Option B https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2fiCOhpJQgi... 9/6/2016 Business Professional Regulation 15 80S HomeI Log In I User Reglsustion I Mol TOPI6 Submit Surcharge I Slats a Facts Publications I FEIC Stall aQS Site Map links Search p r Product Approval USER: Pupil[ User Produrx Aoeroval Menu > Product or Application Search > AoolKatlon Lkt > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Aichived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger®miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 1710.5.3 Method 2 Option B https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgs9%2f%2fiCOhpJQgi... 9/6/2016 Florida Building Code Online Date Submitted Date Validated Date Pending FBC Approval Date Approved FL # IModel, Number or Name 18504.1 1 M-1926 Horizontal Mullion 09/01/2015 09/01/2015 09/07/2015 10/16/2015 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 156-3/8', Impact Resistant up to Wind Zone 3 Page 2 of 3 Description M-1926 Horizontal Mullion Single, Twin or Triple with Transom Installation Instructions FLISS04 RO 11 M-1926 Horizontal 08-01455A.Ddf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL18504 RO AE 512079A.odf Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-1926 Vertical 08-01445A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.odf Zone 3. Created by Independent Third Party: Yes Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Horizontal 08-01834A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18504 RO AE 512521A.Ddf Zone 3. 1 Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512520A.Ddf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use In HVHZ: No FL18504 RO 11 M-2302 Horizontal 08-01456A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FLISS04 RO AE 512080A.Ddf Wind Zone 3. Created by Independent Third Party: Yes 16504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL18504 RO II M-2302 Vertical 08-01447A.Ddf Verified By: Luis R Lomas PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.Ddf Zone 3. Created by Independent Third Party: Yes 6adl Next Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 650.487.1924 The stale of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalb provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to haps://floridabuilding.org/pr/pr app_dtl.aspx?param=w6EVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 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 Cpdt here product Approval Accepts: 1B W VYrt Cwd Safe https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING COOE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd -1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS ORAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULUON IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN IIORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULUON SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH - W1 + W2 2 KV 00GRIPrON are A9PFOYED A REVISEO INSTALLATION QUAILS 08/07/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 2 1/2' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE 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 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) 110 x 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. I TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND OP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES L 08-01445 NTS 0"E 01/11/121 OF 3 SIGNED: 08/07/2015 g5 vJ•\pE NSF9d'i 4614 TE J 07 J/8' C 1 O 107 3 WIDTH WIW2 83" / f FRAME WINDO WINDOWHEIGHT . MULLION 107 S/8- COMBINED WIDTH WI -it-- W2 0 Lw I FRAME HEIGHT WINDOW MULLION 5 L• FWI. 1073/8' COMBINED WIDTH r- w2 er- WINDOWFRAME HEIGHT W/N00 WIN00 MUwON S )/ 11 I W1 - --i h W2 107 3/8' COMBINED WIDTH 107 3/8" COMBINED WIDTH W1 -1[- W2 83- FRAMEW L MULLION SPfAN) L/ L--L/-i 107 3/8•. COMBINED WIDTH W1 W2 8 , WINDOW 1 FRAME / HEIGHT /j WINDO MULLION SPAN) W1W2 107 3/8 - COMBINED WIDTH Res REV tlfStlOPROlI art APPRwEo A REVISED INSTALLATION DETAILS 08/07/15 IR.L DyWOn f%n n9 wtln8 (PW) UpffeanMoredInto Wood ftMIpg Mullion span pp),16.13 EWttaWWld . 1101 21.30 J6" 4200 46.00 16113 26.00 130.0 130.0 130,0 130.0 130.01 1 .0 37.36 130.0 11W.0 127.2 .127. 27.0 I 127.0 40,03 120.7 60.3 77.0 73.8 72.1 72.0 6100 924 rah 56.0 '51.5 48.•8. 47.4 6163 641.4 618 51.7 47.3 .4 43.0 7200 77. 517 '45.6 41.4 36 5 37.0 64 00 82.1 46. 931 29. 26.3 24.9 107 3/8" COMBINED WIDTH W1 -1[- W2 83- FRAMEW L MULLION SPfAN) L/ L--L/-i 107 3/8•. COMBINED WIDTH W1 W2 8 , WINDOW 1 FRAME / HEIGHT /j WINDO MULLION SPAN) W1W2 107 3/8 - COMBINED WIDTH Res REV tlfStlOPROlI art APPRwEo A REVISED INSTALLATION DETAILS 08/07/15 IR.L APPROVED CONf'IGURATIONS A4ULMEUNI5MAYBEMULLED T17GETMERAS LONG AS COMBINED WIDTH DOES NOT EXCEED 107341' AS SNOWN HEREIN. md9n praiser a nOnu /PW1 UnItcanowedInto meaonrY/wno_afo 107 3/8' COMBINED WIDTH Mullion Won on) Ttmtoryv.66W In 16.13 210 X00 4200 430 , F_ WI-{ W2W. 190.0 130.0 134 120.0 130.0 0 37.36 31 130.0 30.0 1 .O 1 0150. 130.0 130.0 130.0 13010 13MO 130.0 6200 J WINDOW I FRAME HEIGHT 1130.0. 98.8 729 65.8 80.6 512 WINDO1. MULLION SPAN) I I J A. APPROVED CONf'IGURATIONS A4ULMEUNI5MAYBEMULLED T17GETMERAS LONG AS COMBINED WIDTH DOES NOT EXCEED 107341' AS SNOWN HEREIN. md9n praiser a nOnu /PW1 UnItcanowedInto meaonrY/wno_afo Mullion Won on) Ttmtoryv.66W In 16.13 210 X00 4200 430 , 13 2100 190.0 130.0 134 120.0 130.0 0 37.36 31 130.0 30.0 1 .O 1 0150. 49.66 130.0 130.0 130.0 13010 13MO 130.0 6200 1CO- 116.4 87.8 79.3. 73.9 71.5 8540? 1130.0. 98.8 729 65.8 80.6 512 72.00 993 54.0 48:1 44.0 azo 6800 821 45.0 8.1 29.1 Y8 9 24 9 WI --{ W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS LARGEAND SMALL MISSILE IMPACT, LEVEL 0, WINDZpNEa 01MENSIONS IN GiARTARE FRAME DMENST"AN DO NOT 0PAW 00 NIX WMOEFLANGE V.L. 08-01445 r NTS - 01/11/12 -2 , SIGNED: 0810 7/20 1 5 2 1/2" MIN 1 • MIN EDGE OISTANCC SEPARATION MASONRY/CONCRETE BY OTHERS e 1 1/4' e MIN. EMBEDMENT 1/4' TAPCON SECT5796 CLIP SECT M-1926 MULLION SECT5796 CUP 10 WOOD SCREW I I I I 18 MIN EMBEDMENT 1/2" MIN – WOOD FRAMING/ EDGE DISTANCE 2X BUCK BY VERTICAL CROSS SECTION OTHERS MASONRYXONCRET'EAND WOW FRAMING INSTALLATION 3 3/4' t" 3/8" 3/8 2• 2 7/8' L_ 7/8"IF 2X 01/4• SECT5796 CUP FOR CONCRETE INSTALLATION ALUMINUM 6063•T5.I25'THICK 3 3/4' 2 1/4• 1' 3/8" 7/8" 11 11 1 —{ 11/2• 2X 01/4" / 817T 1 1/ t 0 RLVISq 3 ocsa+llo are wnaaco REVISED INSTALLATION OETNLS 08/07/15 R.L. F 3 1/4" 1 1 3/8" SECT5796 CLIP MMW022 CUP FOR WOOD FRAMING INSTALLATION 16GA (.0637 GALVAN ZED STEEL ALUMINUM 6063•TS.125' THICK 2 3/4" 1 1/8' SECT M-1926 MULLION ALUMINUM 6=45.125'THICKNICK SECT5796 OR Mi0000PCLIP SEC1`5796 OR MT000022 4. CLIP 4 CLIP INSTALLATION I MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 – VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS DRAW.. ow0 Na V.L 1 08-01445 NTS "TE 01/11/12 IVW3 OF 3 SIGNED: OW7/2015 0%iIIIIIII!, 4f OF ORIa• L, Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomasQa Irlomaspe.0om Manufacturer: Ml Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Llnrltatfons and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 521/8' x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require Impact protection In Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation:. Mullion must be installed in strict accordance with installation Instructions document 08-01445 revision A. Certification of Independence. Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report Is being Issued..Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 1111111///// NN S R . 04f z 40,U51 TAT OF AOR% ii///ONAI. 1`0 Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online Page 1 of 2 FlgikAO pallWId Busines/ Professil al OC1S Home I LOU In I User Registration I Not Topics I Submit Surcharge I Suits a Facts publication I FBC staff I BCIS site Map I Links search I Product Approval uses: wax User Regulation pmouct Aeeroval Menu > eruct or A_=1KaLn Search > Aoeliatbn List > Application Detail FLrf FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813)684-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rfckw®rwbldgconsultants.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 V- 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 J. King, P.E. V- 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 slandaw X= ASTM E330 2002 Method 1 Option D https://www.floridabuilding.orglpr/pr app_dd.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 1 PL tt Model, Number or Name Description 12019.1 "Triple 4" and "Quad 4" 0.012' Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use In HVHZ: No FL12019 RS tl Inst 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019.1.od( specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation instructions. sack I-1 Comet us :: 1940 North Meme! Street, Tallahassee FL 32399 Phone: 950.407.182/ The State of Florida Is an Alt/EEO employer. copyright 2007.2013 State of Flnnda.:: Privacy Statement :: Orcessrblbty Statement :: Refund Statement Under Florida law, email addresses aro public records. If you do not want your ambo address released In response to a public -records reauest. do not send electronic map to this entity. Instead, contact Ute office by phone or by traditional mag. If you have any owstbM, please contact 950.487.1395. "Pursubm to Suction 455.27S(1), Florida Statutes, effective October 1, 2012, IkenseK licensed under Chapter 455. G.S. must provide the Department with an email address p they have one. The emalls provided may be used for official communication with the licensee. However emall addresses are public record. 11 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 Olek hUL• Product Approval Accepts: aF"ro.0 Crc tSBr E https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 o ACMM AMERICAN CONSTRUCTION METALS 5140 West CIIW* t Street Tampa, FL 33634 TRIPLE 4rr & "QUAD 411 ALUMINUM SOFFIT GENERAL NOTES I . This product has been evaluated and is in compliance with the Sth Edition 12014) Florida Building Code excluding the %gh Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fated and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit aril/or T x T batten strips. S. Aluminum soft shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TRIPLE 4 U4 1.1012 (AI IS rMq T1014 (DI3F DM QUAD 4 Q4 a10121A11VTHCK1 o-10141imr-mm MNAAMIr a 3 aI 1+1+M U art: 1 9/09 Z SML N.T.S. 9 s mrc K: JK • oKu.c No: a FL-120I9.I u TAM OF COMEMS DELCRI t10N T al elevations a general notes Panel detafMSoffitdetaTs a d ' n sures Soffit defols a design prewres Soffit detals, design pressures & bit of materials TRIPLE 4 U4 1.1012 (AI IS rMq T1014 (DI3F DM QUAD 4 Q4 a10121A11VTHCK1 o-10141imr-mm MNAAMIr a 3 aI 1+1+M U art: 1 9/09 Z SML N.T.S. 9 s mrc K: JK • oKu.c No: a FL-120I9.I u SOFFIT AIR FLOW TABLE o; Imo- SOFFIT TYPE AIR FLOW SOFFIT TYPE AIR FLOW r c.w sans z ca 3.91 2.71% 1 3.2.56% i ArrowPArrOw 11.74 BAG% Vl 3.69 2.56% oo n .. U IT --y RISS' 4. PBORB FASCIA 'l CNANNEI ISP 1.25 01W I Q Ahsr(num COVICIae IFN --A 73• DISI.R.T D II.R.r IT i DT ar I38 AND END DETAILS 17 COVERAGE 11/Iti' 4'PITCH 2 518 - T%% I" •vnsArEroe Rawos 1 T 0mufaM li"COVERAGE 4417PRCN 2AT --rr1OMAVMAKEfOl WUVM mp, A FW S G 125 000000--1 00000-T 00000 -, 0000 n n n c n n n LOUVERPl;RULL$GALE) § LOUVERS FORM® IN $AME c{ NECRON AS RWI VIEW"A-9 N K SCALE) S 6 FULL VEM . V40E PATTERNlouve7formedinsome llimd;— m dRs) qLI 0 0 0 0 0 0-j 1—O O OQ0 0 0 1 0000000000 000000000a0 J LOWER PATTERN LOUVERS FORM® IN SAME DIRECRON AS RIBS) V1EWI • A•A454 i SC S 6 FULL VEM• NARROW VEMPATTERN lrwrers loaned in same dirwten m fiRIF) J .• 14 o z L Vl oo n .. U i x e Ee x g a m 4 4 V^ LL CZ 1a b Pr: FL -12019.1 n 2 or 5 A OVERHANG ROOF ALUMINUM I FASCIA TRIM Jj-- Chu ORSOFFIT WOOD SEEDEIAIL-A' FRAMED SEEDETAIL' B' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown w/ trur.fromin9 cantilever) SINGLE SPAN LENGTH A' DESIGN PRESSURE O'SF) POSRIVE NE ATIVE Lr 70.0 141.0 10- 60.0 60.0 IT 50.0 50.0 t4• 38.5 38.5 u- 30.0 30.0 RUM "UW rRAm"%. APV l.Vr1.a. l"m IV IAC DESIGNED BY THE ARCHRECT OR ENGINEER OF RECORD DETAIL " B " F -Channel 4*9 SPAN - AROOF OVERHANG ' ``` $ # •' ,'' ROOF OVERHANG PAN A • da ROOF ROOF • : c` d ^ MING FRAMING ...... f• • .` j a 11 `` „ o d ALUMINUM _ o FASCIA 8 $ o Z u IR / ' $ 9 m F Wa. a. SOFFITZ_;' CMU OR SOFFIT) CMU OR V Z OEFAIL' WOOD W000\ SttFgAMEOSEE r=NL-A FRAMED sW SEE OETAV O - SEE DETAIL' C - SIDE VIEW - SINGLE SPAN w/3 -CHANNELS SIDE VIEW - SINGLE SPAN w/3 -CHANNEL Shown w/ bumffran*v cantilever) (Shawn w/ trus/Franrnq canblewx) TRIM NAIL ARACHED THROUGH FASCIA 016' O.C. MAX. STAPLES MAILED 0 END OF PANEL AND W MAX. O.C. - SEE DETAIL -J-.SHEET 51ILL1)B"MAX. DETAIL "A' Fascia STAPLES INSTALLED 0 2,C OZ. (INTO WOOD) ON FCHANNE L EEG OR T•NAIL 0 17 O.C. IMO WOOD OR MASONRY) STAPLES IKAALLED 017 O.C. ONTO WOOD) IN -CHANNEL SLOT OR T -NAIL 017 O.C. 0FO WOOD OR MASONRY) NOTE: FOR SOWN CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED 24.O.C. NFO FRAMING t MAX. s I' MAX. STAPLES INSTALLED 017 O.C. (INFO WOODI IN .-CHANNEL SLOT OR T -MAIL 0 IT O.C. DETAIL " D " J -Channel Fascia STAPLES INSTALLED 017O.C. (INTO WOOD) IN XHANNEL SLOT OR T•NAIL 01T O.C. ONTO WOOD OR MASONRYI SFAPLES LOCATED Lf J 24.O.C. INFO FRAMING % J I' MAX. -+--- 1+ 1 DETAIL "C" J -Channel I SCMZ NJ S arc a^. JK SUBSTRATE NOTES: cw_ or. LFS 1. WOOD SUBSTRATE G = 0.42 OR BETTER awawc w 2. MASONRY SUBSTRAIE 3A00 PSI CONCRETE (AO 3011 FL -12019.1 OR HOLLOW BLOCK (ASTM C901• S -W 3 or 5 I SPAN ' A ' ROOF OVERHANG ROOF FRAMING SPA" ' A ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM I ALUMINUM FASCIA FASCIA 9 TRIM*— SOFFIT TRM====_-- CMU ORl `---CNU OR WOOD SOFFIT) WOOD J/ FRAMED FRAMED SEE DETAIL E SEE DETAIL' F' SEE DETAIL' SEE DETAILE' SIDE VIEW -SINGLE SPAN w/F-CHANNEL SIDE VIEW -SINGLE SPAN w/3 -CHANNEL Shown w/ Vuu/Ilamhg awrilalg) (Shown W/ t uw(anhg onftrig) TRIM NAIL ATTACHED THROUGH FASCIA 0 16' O.C. MAX. NOTE FOR SQUARE CVT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED 0 24- O.C. (INTO WOOD) nu i-u1NNfl LEG OR 1 RAll ®I T O.C. 00 OR MASONRYI CONNECTOR NOB' %i 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED *114 6Y THE ARCHITECT OR M94EER OF RECORD 2.12d COMMON NAJLOR 311 6"TIM/ IAPCON CONCRETE SCREW MN. 1.1/4- EMBEDMEN0 024' ON CRITTER SINGLE SPAN LENGIM A' DESIGN PRESSURE (PSf) IOSRIVE NEGA(NE M 70.0 141.0 14r 60.0 60.0 Ir 50.0 50.0 14" 36.5 36.5 14• 30.0 30.0 STAPLES LOCATED 2f O.C. INTO FRAMING ITr 41 STAPLES INSTALLED 0 12' O.C. (INTO WOOD) INJ-CW HELSLOT OR I -NAIL 01 T O.C. pNTO W000 OR MASONRY) 8 STAPLES INSTALLED 0 Il ¢ Z ITO.C.pNTOWOOO) ) ..... •--'-__! oiIN &CHANNEL SLOT OR 1 t T-NAIL017 O.C.4 STAPLES INSTALLED 0 ( INTO WOOD OR MASONRY) I4 ENO OF PANEL AND r - JrMAX. O.C. FDEFAR'J-.$MEETS) r --------- MAX. - ZI10I10 a>r t 9091/0'MAx. i'MA1L xul: N.T.S. S 3 arc. er: JK DETAIL " E " "'"( A)L SUBSTRATE NOTES: o -K or LFS Fascia DETAIL " F " 1. WOOD SUBSTRATE G =0.42 OR BETTER DETAIL" G " O14 m N0_ F-C11aM/'I 2. MASONRY SIRISIRATE 3.000 PSI CONCRETE (AG 3011 FL -12019.1 OR HOLLOW BLOCK (ASTM C901 • J-Chonnel 9axT 4 or 5 REIN DESCRIMON MATERUIE I FASCIA .0215' THK. AL 3105 - H14 ALUMINUM 2 7 CHANNEL .0155' THK. AL. 3105 - H24 ALUMINUM 3 F CHANNEL Dl57 THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL (.01 15 OR .0135' THIO AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135' THICK) Al. 3105 ALUMINUM 7 ISxl-3/4-TRIM NAIL S.S. B 18" GA. X 1/4' SS STAPLE / 7/8• MIN. EMBEDMENT) S1m 9 7' X 7 BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B -C- GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD I I 097" DU. T -NAIL w/ 5/8" MIN. EMBEDMENT] STEEL 12d X 3 -1/1 - MD. GALV. STEEL COMMON NAIL 0 24'0.C. w/ I. X MIN. EMB. DETAIL " H " 1 X2 VERTICAL FRAMING (G».42) ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 EMD OF PAMa AND B' MAX. O.C. SEE DETAIL -J I H.D. GALV. SRiI L - ---- - 4 ---- - i EMU OR w000 EM COMMON NAIL 02C0C. SEE DETAIL •A•` i /J w/ I Vr MIN. B. (SHEf 3) . J I FRAMED J CONTINUOUS SEE DETAIL H BATTEN 0 CL SPAN STAPLES INSIALLED 0 SIDE VIEW - DOUBLE SPAN w/ BATTEN END OF PANEL AND (Shown w/ W sWmr WrnJ ontllel ew) B" MAX. O.C. SEE DETAIL -J'( DETAIL "I" I.C. MAX. DETAIL " J to TWIN SPAN IENGTN w/CONTINUOUS EAITEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16" 70.0 70.0 zp 66.5 y ROOFCVERHANG SPAN ' A " / IU N ROOF SEE DETAIL' B' yg E g Z m 56FRAMING (SHEET 3) •L I I I P u c 31 m 6 m H.D. GALV. SRiI L - ---- - 4 ---- - i EMU OR w000 EM COMMON NAIL 02C0C. SEE DETAIL •A•` i /J w/ I Vr MIN. B. (SHEf 3) . J I FRAMED J CONTINUOUS SEE DETAIL H BATTEN 0 CL SPAN STAPLES INSIALLED 0 SIDE VIEW - DOUBLE SPAN w/ BATTEN END OF PANEL AND (Shown w/ W sWmr WrnJ ontllel ew) B" MAX. O.C. SEE DETAIL -J'( DETAIL "I" I.C. MAX. DETAIL " J to TWIN SPAN IENGTN w/CONTINUOUS EAITEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16" 70.0 70.0 la- 66.5 66.5 2D 60.0 60.0 22" 54.5 54.5 24' 50.0 50.0 SPAN " A ROOF OVERHANG SEE DETAIL"G' FEET 4) ROOF FRAMING SEE NOTE 2 I1I 1 I CMU OR WOOD SEE DETAIL '1- 8 11 FRAMED SEE DETAIL' A' ISHEEF 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: ( Shown w/ bvWframing ovehan9) I. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.12 OR SERER 212d COMMON NAIL OR 311C IIW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3.000 PSI CONCRETE (ACI 301) IMIN.1.1 /4' EMBEDMENT) 0 24- ON CENTER OR HOLLOW BLOCK (ASTM C90). FL- 12019.7 U 5 ofs R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33593 Phone 813.659.9197 Florida Board of Proftsslonal Engineers Cenlncarc orAuthoftilon No. 9813 Product Sub Category Manufacturer Product Name Category Prepared by Anchoring RW Building Consultants, Inc. (CA 1119813) American Construction Metals Panel Walls Soffits 5140 West Clifton Street Tripler' & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This is a Product Evaluation report Issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20-3, Method 1d of the State of Florida Product Approval, Department of Business 8 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. Ummat/ons: 1. This product has been evaluated and is in compliance with the 51h Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL -12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2' X 2' batten strips. 5. Aluminum soffits shall conform to the rewuirements 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. Drawing No. Prepared by No. FL•12019.1 RW Building Consultants, Inc. (CA #9013) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 1119813) 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. RE Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Seated by Lyndon F. Schmidt. P.E. plunel fe j SCHA4/0 f,, to Zlyndon F. Schmidt, P.E. r,a;.,•, r; lr FL PE No. 43409 O H i t• 411/2015 06.S ONAi Florida Building Code Online Page 1 of 2 MA crfLcp = WBusiness & Professional Regulation r®r kwb oewmd DCIS Home I tug In I user Regigratlon i Hot To;; Submit Surcharge I stats S FactS I publications I FDC Stan I DCIS Site M+p I Unna I Search BusinesVOUSER:Pubucuser Product Approval Professi = i Regulation Product ApWral Marini > Pnadgd or beat -lotion Search > Atialralkin LW > Application Datail FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBG Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollinseatlasrooring.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 ir Validation Checklist - Hardcopy Received Certificate of Independence PL 16305 R4 C_OI ATL33007..4 2014_ FRC Product Evaluation Shinales.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=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option O Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products Page 2 of 2 FLA i Model, Number or Name Description 16305.1 Atlas Shingies Fiberglass reinforced laminated asphalt shingles Limits of Use installation Instructions Approved for use in HVHZ: Yes F116305 R4 lI ATL13002.4 2014 FBC Product Evaluatlon Approved for use outside HVHZ: Yes Shinoles.odf 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 FL1630S R4 AE ATL13002.4 2014 FBC Product Evaluation Shinoles.odf Created by Independent Third Party: Yes Contact U :: ]9a0 North Melnoe Street. TapahAssee FL 32399 Phanre: 950.487.1824 The State of Florida is an AA/EEO employer. Comrrloht 2007-2011 State of Flerlda. : Privacy Statement.. arr.+4WLtv5•_temta :: Refund Staiterwrit Under Florida law, email addresses are public records. If you do Prot ward 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 malt. 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 small address it they have one. The emanls provided may be used for p}NClal cannumoUon with the licensee. However email addresses are public record. if you do not wlyn to supply a personal address, please provide the Department with an ernall address which an be made available to the public. To determine If you are a licensee under Chapter 455, FS., please cildr hie . Product Approval Accepts: xctvN :onar bttps://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 C EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-0267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report o. Standard e r PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (rST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (rST5878) ATL -106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (rST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -127-02-01 Rev 1 ASTM D 7158 2D08d PRI Construction Materials Technologies (TST5878) ATL -132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -138-02-01 Rev 1 ASTM D 7158 20084 PRI Construction Materials Technologies (TST5878) ATL -143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -144-02-D7 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATI -13002.4 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 (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 Lffetime wlScotchgard 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, StormMasterO 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, ATI -13002.4 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 GlassMasterO 30 & Basic Wind Speed (V,nr): 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. Nails 1r . ? JLj Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pariem (Non-HVHZ only) Nails h--1° 12" • • • 4 1 `---- 12" 12- 12- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nall Pattern ATI -13002.4 FL 16305-R4 Page 3 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 Prol-AM'" Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vose): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and 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 3. Prol-AMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT* Architectural Shingle 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 4 of g This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servlces, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V,n): StormMasterO Shake Basic Wind Speed (Vecd): 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. f 33a. M.3 tw/ u yrr V L Figure 5. Pinnacle® Pristine and StorFnMaster® Shake 4 Nail Pattern (Non-HVHZ only) 3V 0C)CqX,CD 0000($ 000 0000 W 0 0 n Q o cm r>, LI Q C o Q o i 674 - Figure 7,r Figure 6. Pinnacle® Pristine and StormMaster(D Shake 6 Nail Pattern ATI -13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation• recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vu,): Basic Wind Speed (VBsn): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern* detailed below. Figure 7. StormMaster® Slate 4 Nail Pattem w 9" Figure 8, StormMaster® Slate 6 Nail Pattern ATI -13002.4 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 (Vw,). Basic Wind Speed (Vood): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. v P r r f ,•r 0 0 T. Figure 9. Pro -Cut® Starter Strip ATI -13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro-CutV Hip & Ridge Basic Wind Speed (Vuh): Max. 194 mph Basic Wind Speed (Vero): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" . I 12 ga. 1-1/2' ring r shank nail 12" Figure 10. Pro-CutOD Hip & Ridge ATI -13002.4 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. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, RE have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY IRI pq--, No 74021 cc Z p•' STATE OF -'UJ ` S'ON A11111 ` ( G% CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will It acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any other entity Involved in the approval process of the product. END OF REPORT ATI -13002.4 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 Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL -079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL4086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Constriction Materials Technologies (TST5878) ATL -106.02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -123.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL -127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL -143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -162-02-01 TAS 100 1995 PRI Constriction Materials Technologies (TST5878) ATL -167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL -168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL -169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL -170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 611320.3. 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-Ot 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 GlassMasterO30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3 -tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAM^" Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) 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,m): Tough -Mastery 20 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 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. 31V Nails 1 y8' L Figure 1. GlassMaster® 30 4 Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" 1 Nails 12" ' 4 1 s8' 12" 12"---12^- Figure 2. GlassMasterSe 30 & Tough -Master® 20 6 Nall Pattern ATL13002.4 FL 16305-114 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTm Architectural T Ir I L Basic Wind Speed (V,er): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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 ehher'4 Nail Pattern' or '6 Nail Pattern' detailed below. ov. u uoa.emaro w Nmm Yrh.80 1. 4} r rw u - M 0 0 0 0 0 0 o L-1 rj 0 0 0 0 0 11 V6tW Figure 3. ProLAM'" Architectural Shingle 4 Nall Pattern (non-HVHZ only) I vtrw tw wh. w ". "wn n.ev r wa.h ivr, r- O -E3 - y-%£ w• 6 IN• Figure 4. Pro-LAMT" Architectural Shingle 6 Nall Pattern ATL13002.4 FL 16305-114 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 (Vuit). StormMaster0 Shake Basic Wind Speed (Vecd): Deck (HVHZ)• Deck (Non-HVHZ): Underlayment: Mtn. slope: Installation (HVHZ): Installation (Non-HVHZ): hb, ti / p,wiYd nerop pro an.%..vrt.d O C=D C=D = cm O 5uL=)c=c-.3os- v I V L 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. W u>mM Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) un 190 aN/Ygnf nq.,.Mr o..b aC nca 000 o_Qoo r0r o00 0C3—c CD Figure S. 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 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (V,nt): Basic Wind Speed (Va,d): Deck (HVHZ): Deck (Non-HVHZ)- Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StolmMaster® Slate 6 Nail Pattern ATI -13002.4 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 duratlon 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 (Vul)- Basic Wind Speed (Veld): Deck (HVHZ): wn,-r Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. It y.l•Ui' ,vN sLnl nA IT Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VdJ: Max. 194 mph Basic Wind Speed (V„d): Max. 150 mph ATIAS ROOFING CORPORATION Asphalt Shingles Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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• I 1 12 ga. 1-1/2” ring1 i r shank Hall 6" i 1 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 it in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B 8 C with a building mean roof height of 33 -ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5w Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. PaY'RrtJ. tPAZ ". No 74021 STATE OF '44 t\' .*O R t O p %` tlt CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:5 5:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest In any other entity involved in the approval process of the product. END OF REPORT ATI -13002.4 FL 18305-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 Un6er IaUi Mer)—I-S Page 1 of 1 Professional a t r FMM rvWrrelltd SCIS Home I tog )n 1 User Registration i Hol Topics I Submit surcharge I Stair S Facts I Publications I FRC Staff I SCIS Site Hap I links I Search I Busines al Product ApprovalProfessiUSER: Public User Regulation product Aeoreval Nenu > Product or Aoelicatbn Search > Application flet Search Criteria Code Version 2014 FLA 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 "stultia • Aeollratlons FL#Tvoe Manufacturer Validated By Status FLIS216-R2 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments ApprevW by ORPR. AppOvsK by DRPR shag be reviewed and ratified by the POC and/or the C2ALA Us :: 1940 Nerth >t,,:.ree Strerl- FaOahassee R ?1?99 Phone: R5?eR7-1821 The State of Fonda Is an AAJEEO employer. C&MMIaM 2007-2011 State of Florida.:: Privacy Statement •: arr addn Ctatemmt :: RNund 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 reavest, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional man. If you have any Questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes. effective October 1, 2012, Ikemees licensed under Chapter 455, F.S. must Provide the Department with an email address V they have one. The emalls provided may be used for offktal uNcommralan with the licensee. However email addresses are public record. If you do not wish tosupplyspersonaladdress, please provide the Department with an email address which can be made available to" public. To detemnine If you area licensee under Chapter 455, F.S., please dick bat. Product Approval Accepts: n w_ ME https://www.floridabitilding.org/pr/pr_app_lst.aspx u,ci)ril y at I t k1V V 7/20/2015 Florida Building Code Online Page l of 2 Business r®r f W& Iti r. myMd SCIS Home I Lop In I user Rail watlon I Hol TOPICS Submit Surcharge I Slats B FaRS I publications I FBc staff I BGS Site Map I Unks I search Busines product ApprovalProfessigalOUSER;PubkUser Regulation Product Aoareyal Menu > Pmduel or Aoollrellan Search > Application LUI > Appllcauon oelell FL p FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I . I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE -59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE 7ji Validation Checklist - Hardcopy Received Certificate of Independence EU5216 R2 Col 2015 01 CO! Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 Florida Building Code Online Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products Page 2 of 2 FL O Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FL15216 R2 Il 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- Approved for use outside HVHZ: Yes 112.0f Impact Resistant: N/A Verified By: Robert Nieminen PE -59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FIIS216 R2 AE 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2_odf Created by Independent Third Party: Yes 11adt Nb:t Contact Us :: SMO North Monroe StrM-Tallahassee FL 32M Phone: 1150.4117-11124 The State or Florida Is an AA/EEO employer Coavrieht 2007.2017 State of Fterlda.:: Privacy Statement :: Accessibility Statement : • Rerurd Statement Under Florida law, email addresses are public records. it you do not want your e-mail address released In response to a pudk•recordS request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 050.4117.1395. *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 ew4sl address If they have one. The emi is provided may be Used for official communication with the IKensee. However email addresses are public record. It you do not wish to supply a Personal address, please Provide the DQWrtmMd with an Mop address which can be made available to the public. To determine If you are a 1Kelsee under Chapter 455. F.S., please click here . Product Approval Accepts: M Cre it . r https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 QOTRINITYIERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL35216-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 51A 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. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE19a3 CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. Vii= C:Me.31tH_:+'ti r w= 5,i S - i G'l• The kcsnm8e seal appearing was wthorkod by Robert Nieminen, t . slOk ,d•.' P E. on 04/27/2015. This does not serve as an ataClroekallp toned document. signed, saakd AardcoDks have been transmined to IM Product Approval 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. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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, 3507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 3507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1S09) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395004002 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 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. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 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 140510.02.12-RZ Certificate o/Authorizotlon #9503 FL15216-RZ Revision 2: 04/27/ZOIS Page 2 of 3 TABLE 1: ROOF COVER OPr1ONS Underlayment Asphalt Shingles Nail On The Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 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 140510.02.12-RZ Certificate o/Authorizotlon #9503 FL15216-RZ Revision 2: 04/27/ZOIS Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RAInoRoof 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 Slone > 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:S 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30 -days, use of every fastening location printed on the surface Is required. when batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slone < 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 — QUA3673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certificate of Authorizotion 119503 FLIS216-RZ Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNIT 13Q0ERDOXFORD, R 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 2:04/27/2025 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 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. atitttne„pa-- f C r.tte-l1SH y a t tiFS •:....... ;O. The lacslmlle teal eppeaJnt was autho.ued by Hoban Nliminen, nr„rsr,s`ss` P.E. on Oa/Z7/t01l. fhb does not serve as anekcUonlully tuned document. signed, tasted hardcoples have been transmined to the Product Apprwal Adm,nbtrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products It evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. NTINITY 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: TABLE 1: ROOF COVER OPTIONS Section Properties Standard Year 1507.2.3, 2507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating Foam -On Tile Metal 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, No Yes Yes Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TS71509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhInoRoof U20Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42 -inch wide rolls, and can be. produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or Ii or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-R2 Cerri/icore of Authorizorion #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nall -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30 -days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or Ii or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140530.02.12-R2 Cerri/icore of Authorizorion #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 TRINITYJERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. L44 RhinciRoof 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 Slone > 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 Slone <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. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140530.02.12-R2 Certipcore of Authorizorlon #9503 FL2S216-R2 Revision 2: 04/27/2015 Page 3 of 3 Florida Building Code Online f U;j)iliUWIly 60S Mont I lag In I User Registration i Hot Topic I Submit Surcharge i Stats a Fa Busines Product ApprovalProfessipial ®USER: Public User Regulation hmun Aoorerel Renu > Predurt a woollolhn rch > Aeofcatbn Wt > Ap011ptlon Detail Page 1 of 3 C-4-, ,r---, ar-r I am rimer ns I Pubikations I FBC scan I eels site app I Links I search I FL # FL2197-R5 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MITek Industries, Inc. Address/Phone/Email 145IS North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mil.com lechnical Representative David Wert Address/Phone/Emall 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314)851-7480 dwert(tpmli.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. Certincate of Independence F?197 RS COI Certificate of Independence for Evoluation. odear f 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_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FOC Approval Date Approved 07/05/2015 Summary of Products e Page 2 of 3 FL V Model, Number or Name Description 2197.1 M18SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 lnstallationESR-1988 Aoril2411.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 -1988 Supplemental FL2197 RS AE ESR -1988.01 for the Florida Building Codefor 2197.2 MIl 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 Il InstalladonESR-1311 Nov20111_odf 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 RA, AE ESR-1321.0df for the Florida Building Code 2197.3 MTIBHS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FI 2197 R5_ It lnstallaNDnESR-1988 Aoril2011.odf 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.D0 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 InstallatlonESR-1988 Aoril2011.odf 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.odf 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 R5 11 InstallationESR-1311 Nov2011.odf 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.odf for the Florida Building Code. Bad Mort Contact Us :: 1940 Nerth Monroe Street. Tabahaysee FL 32YA Phone: 850.187.1821 The State of Florida Is an AMEEO employer. rarn,rloht 2007.2013 State of Florida.:: Prrvaty Statement :. Accessibility Statemold:. Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a Public -records request. do not send electronic mail to this entity. Instead, contact the office by phone or by tradltlonal mail. It 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 addr iss if they have one. The emalls provided may be used for official cornmunkauon with the Ilcensee. However email addresses are public record. Ir you do not wish to supply a personal address, please provide the Department with an email address which can be made available m the public. To determine if you are a licensee under Chapter 455, r.S.. please dick b=. product Approval Accepts: WALE® https://ver,Arw.tloridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Cre 'Ar E' Pagc 3 of 3 https://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC -ES ESR -1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from 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 ANSIITPI 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, M1120 HS AND MT20HSTM ICC ICC ICC PMG LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Polity Council WSSPQ Award in Excellence" A Subsidiary of ICC -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 ICC Evaluation Service, LLC, express or implied as to any finding or other matter in this report, or as to any product covered by the report.101 .*••+«+ Copyright © 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) 699-0543 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: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS'- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codec (IBC) 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)l The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and Mil 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 [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) to 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 MII 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 MiTeke M-20 HS, Mil 20 HS, and MT20HS'-: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3 /4 -inch -by -1 4nch (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, ICC.0 Evaluation Reparn are not to be construed as representing aesthetics or any other attribuus nes specifically addressed, nor are they to be construed as an endorsement of the subject of rhe report or a recommendation for Its use. There is no warranty by ICC Evaluation Service, I.I.C. express or implied us to any finding or other natter in this report or as to any product covered by the report Copyright O 2015 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 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 altematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 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, 5.6 5.6 5.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANS11TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIfrPI 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-relardant- 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. MiTeke 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, ANSIfrPI 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/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE Efficiency Poundsllnch/Pair of ConnectorIPlates M-16 AND Mil 16 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)' 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 0.55 174 126 147 122 849 0.48 841 M-20 and Mil 20 1321 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 1055 0.55 645 M-20 HS, Mll 20 HS and MT20HS 792 Shear ® 120° Douglas fir -larch 0.5 165 146 135 143 Hem4lr 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lbfinz = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 --EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency Poundsllnch/Pair of ConnectorIPlates 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 Joint' 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 @ O° 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 ® 900 0.55 1055 0.55 645 0.45 792 Shear ® 120° 0.48 914 0.42 490 0.34 608 Shear ®150° 0.35 672 0.46 544 0.3 537 For SI: 1 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 Accepted and Trusted Page 4 of b 0 3W' o 160' 0 Qr* 1Amm t Imm loomm H fl H o -a -o o n o°o°o°o°o ED o o a o 0000 IL 000000000 0 0. 0.0.0 M-16, M1116 0125' 0 25W 0125' J 2 nun 6 4 mm 12 mn 000000,0000,00 000000000000 000000000000 r 000000000000 000000000000 10 10 000000000000 mum 0 301 0 3 nun n M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) ESR -1311 I Most Widely Accepted and Trusted Page 5 of 5 0.126' 0.260' 05W 03W 32mm 64mm 127mm 93mm t no A ono 00 000 000 U --Do Ono 000 J r— 00o 000 000 0D0 0n0 000 000 opo 000 M-20 HS, MII 20 HSI 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. wwwJec-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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM 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 Wee 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. ICC -GS Evaluation Reports ore not to be construed at representing aesthetics or any other attributes nut spec yrreally addressed. nor are they to be ivnunued as an endorsement of the subject of the report or o recommendationfirr Its use. Therm Is no .varranty by ICC Evaluation Service. I.I.C. express or rmpher( as to any finding or other matter in this report, or as to any product covered by the report. copyright 0 2015 Page 7 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: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek°Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSym, 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 MiTek®Truss 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—a Evaluation Repurt. ore not to be construed as representing aesthetics or any other attrlbuscs not specffleally addressed nor ore they to be construed ] as on endorsement of the iubjeet of the report or a reeoarnendation for its use. 77tere is no ivarronly by /CC Evaluation Service. UZ. express or Implled, as il E£iiL\ to wry f nding or other natter In /hta report, or as to any product covered by the report CopyrightO 2015 Page 7 of t 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-201 MII 20, M-20 HS, MII 20 HS AND MT20HSTM ICC ICC ICC PMG . LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of ICC -1:S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not °Cca«s' `d specifically addressed nor are they to he construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. Room= Copyright © 2015 ICC -ES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-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: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) 2012, 2009, 2006 international Residential Codee (IRC) 2013 Abu Dhabi International 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 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 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 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'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HS7m metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 314 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic platen embedment presses, ICC- IFF. voluatton Reports un not to be construed as rcprescnnng outhencs or any other attributes nor specifically addressed, nor are (hey to be construed as an endorsement of (he subject ofthe report or u recommendation for its use. There is no ivorronry by ICC Evaluation Service. MC, express or Implied, as to anv)7nding or other nrourr In this report, ar as to any product covered by the report ui'mo Copyright O 2015 0 Page 1 of 5 ESR -1311 I Most Widely Accepted and Trusted Page 2 of 6 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 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 MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek* metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC -ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek* Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govem. 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 MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative4reated 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, ANSIITPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR -1311). ESR -1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE Efficiency PoundstinchlPair Efficiency of ConnectorIPlates M-16 AND MII 16 Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir-4arch 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 0.30 849 M-20 and Mil 20 0.52 1321 Douglas fir4arch 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 1 190 184 200 0.55 1055 M-20 HS, Mil 20 HS and MT20HS 0.45 792 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 1 150 For SI: I Win' = 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 hydtaufic-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 Mll 16 M-20 AND Mil 20 M-20 HS, MI120HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency PoundstinchlPair Efficiency of ConnectorIPlates Poundslinch/Pair of ConnectorIPlates Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Tension ® 09 0.70 2012 0.50 1 880 0.59 -]-1505 Tension ® 900 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 @ 00 0.68 1945 0.62 1091 0.67 1716 Tension ® 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear ® 00 0.54 1041 0.49 574 0.43 761 Shear ® 300 0.61 1173 0.63 738 0.61 1085 Shear ® 60° 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 1 608 Shear ® 1500 0.35 672 0.46 544 0.3 1 537 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 o Asa o leo• o.nr, e4Mm 41mm 108mm 1 1 11 H OD000 DODO DO0D0 o 000 0 BE000000000 0 0 0 0 0 M-161 M1116 0125, 0 25M 0125` 0 W 3 2 imn 0 4 mM 3}Z{mM f! 3 n fl H 00og00a000o0 000000000000 000000000000 1:000000000000 I0000009000D 00000D0O000 M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR -1311 1 Most Widely Accepted and Trusted Page 6 of 6 0.1W 0254r 0500" 0 X 32}m}m 84}m{m 933mmm12277mm 00 000 000 00 000 000 1#1nn nen nen 1 4 J r— 000 000 ono 000 000 000 000 000 Ono M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Con0nued) 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: 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: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the wee truss connector plates M-16, Mil 16, M-20, Mil 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. ICC -!S F.voluation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be corutrued j av an endorsement ojthe subject ojthe report or o recommendation jot its use. There is no warronry by ICC Evaluation Service, U.C. apress or nmphed to any finding or other matter In this report or as to any product covered by the repos 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.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 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 MT20HS7" 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, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTe, recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTek*Truss Connector Plates M-16, MII 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—Residential, provided the design and installation are in accordance with the International Building Code* (IBC) provisions noted In the master report. Use of the MiTek*Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT201-181" 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 -FS Fvaluutlon Reports are not to be construed as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construedasanendorsementofthesubjectn/the report w a recommendation for les we. Thnoereb warranty by ICC FValuotian Service. LLC, express or Implied as to any flading or other mailer to this report. or as to any product covered by the report. Copyright 0 2015 Page 1 of 11 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 MT20HS` ICC ICC ICC Fts PMG LISTED Look for the trusted marks of Conformityl 10NO 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" A Subsidiary of G CWNpC ICC -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 Grecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as c+im+rti.n. to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 ICC -ES Evaluation Report ESR -1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org i (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: MITekm TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemational Building Codee (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADISC is based on the 2009 IBC. 2(109 IBC code sections referenced in this report are the same sections in the ADISC. 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 MA6 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1 -inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HS"": Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 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, 1CC-r.S rvaluarion Reports are not to be construed as representing aesthetics or any other ouribura nor .gxcsjrcally addrrssed nor are they to be construed NIMasanendorsementofthesubjectofthereportorarecommendationforitsuse. There Is no warranty by ICC Evaluation Service. Uc. -pr- or implied as IN to airy finding or other master to this report' or as to any product covered by she report. Copyright 0 2015 Page ;,of 6 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. 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 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 R3W.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTekm Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 5.6 6.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 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. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1311). ESR -1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA EA AE EE EHlclency Poundslinch/Palr Efficiency of ConnectorIPlates M-16 AND Mil 16 Tension Values in Accordance with Section 5.4.4.2 of TPI -1 (Minimum Net Section over the Joint)' Douglas fir -larch 0.5 176 121 137 126 Hem41r 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 0.48 841 0.52 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 0.55 645 0.45 M-20 HS, Mil 20 HS and MT20HS Shear @ 1209 0.48 Douglas fir4arch 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: tib/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 toad, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulio-platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses Into a stationary finish roller press. 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 EHlclency Poundslinch/Palr Efficiency of ConnectorIPlates Poundstinch/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 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI -1 with a Deviation Isee Section 5.4.9 (e)) Maximum Net Section Occurs over the Join? 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 @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1209 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 r 537 For SI: 1 Ib/inch = 0.175 N/mm, Iinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this lino passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR -1311 I Most Widely Accepted and Trusted Page 4 of 5 0 33W 0 767 A4mm 41mm o -o -o -o 0 0000 a0000 o°o°o°a°o ooaa 000 00 00 00 0 0000 J -L! worm I M-16, M1116 0 125- 0 250' 0.125` 3 2 toil" e 4 ime 3 2 mm DDDDDODDDD DBOADDDD 0 427' 10amm H 0 36sr 83mm M-201 M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR -1311 I Most Widely Accepted and Trusted Page 6 of 6 0 126' 0.250'' 0.900' 0 305 3.2tnm 64mm 8ll3mm 1227 7mm t 000 000 000 WJ 1:000 000 000 000 BOB 000 000 000 000 WUrH M-20 HS, MII 20 HSI 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.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: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST", described in master report ESR -1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are In accordance with the Intemational 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. CG1S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed nor are they to be convtrued as an endarsemem of rhe subject ofthe report or a recommendation for its use. There is no ivarrawy by !CC Fvoluatiun Service. U.C. express or implied. as to any finding or other mower 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.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 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.co_m EVALUATION SUBJECT: MITekeTRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mill 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 MiTeke Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MTekeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSym, 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 Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code— Building and the 2014 and 2010 Florida Building Code—Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by 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. lCC-ES rraluation Reports are not to be eanstrued as representing aesthetia or any other attributes nm specifically addressed, nor are they to be etmstrued as an endorsement ojthe subject ofthe report or a recommendation jor its use. 77pere is no warranty by ICC hioluation &Mee. LLC, express ar tmp ird us to inT finding or ether mutter in On$ report. or at to any product covered by the report. Copyright 0 2015 Page 1 of 1 r 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 PMG LISTED Look for the trusted marks of Conformity GLF" 2014 Recipient of Prestigious Western States Seismic Policy Council 8_= WSSPQ Award in Excellence" A Subsidiary of owMar ICC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes notw«s specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a 4z' recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as O.Www 9 to any finding or other matter in this report, oras to any product covered by the report. I u Copyright 0 2015 ICC -ES Evaluation Report ESR -1311 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: 06 17 53 -Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MITek' TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codee (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 MiTek° 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 1 -inch (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 MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1 -inch -square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, M11 20 HS, and MT20HSIO: Models M-20 HS, Mil 20 HS, and MT20HS11A metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high-strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4 -inch -by -1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25 -inch -wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33 -inch -long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC•FS F, valuation Reports arc 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 o recommendation for its use. There is no warranty by ICC F_voluation Service. 11C. 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 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 ANSIfTPI 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 manufacturers published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 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. 5.5 All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from 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 MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR -1311).' ESR -1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1 -ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin'/PLATE) LUMBER SPECIES SG AA I EA AE EE Efficiency Pounds/Inch/Pair of ConnectorIPlates M-16 AND Mil 16 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)' 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 0.55 174 126 147 122 849 0.48 841 M-20 and MII 20 1321 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 1055 0.55 645 M-20 HS, MII 20 HS and MT20HS 792 Shear @ 1200 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: I IWO = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint. AA = Plate parallel to load, wood grain parallel to load EA - Plate perpendicular to load. wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2 -EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil /6 M-20 AND Mil 20 M-20 HS, Mll 20HS AND MT20HS Efficiency Pounds/Inch/Palr of Connector Plates Efficiency Pounds/Inch/Pair of ConnectorIPlates 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 0.30 849 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 @ 609 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 IbJinch = 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 1 Most Widely Accepted and Trusted Page 4 of 6 0 33V o 1 w 0 42r e4mm a Imm 108mm, o - I M-169 M1116 0 125' 0 250- 0 125- 31 mn. 0 4 mm 3 2 mr 0000000000 0000000000 1000006000D 1:00000000000 00000000000 a 00000000000 MUM I 0 wr 9;3' aw I M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR -1311 I Most Widely Accepted and Trusted Page S of S 0175- 0.750- 0 5W 0 365- 32mn 6}/mm 177nvn 93mm l-l_U=i- goo 000 DOo a- MOTH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) 000 000 DOD goo 000 DOo 0OODODOD0 r 000 000 000 000 000 000 T-000 000 000 MOTH 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: 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, Mil 20 HS, AND MT20HSTM 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 MTek® truss connector plates M-16, MII 16, M-20, Mll 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 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-F.0 F. i+oluation Reports arc not to be construed as representing aesthetics or any other attributes not speciykally addressed, nor are they to be construed 140atanendorsementojthesubjectoJtherepotororecommendotonjoritsuse. There is no warronty by ICC Evaluation Service, U.C.express or implied, os to any finding or other mower in this report, or or to any product covered by the report. ai s.0 =-S Copyright 0 2015 Page 7 of 1 ICC -ES Evaluation Report ESR -1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oEg 1 (800) 423-6687 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS" 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 MT20HST", recognized in ICC -ES master report ESR -1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code—Building 2014 and 2010 Florida Building Code—Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS7m, 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 Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss 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. CC -FS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not speai Golly addressed, nor are they to be consaaed as an endorsement of the subject ofthe report or a recommendation for its use. There is no warronty by ICC Evaluation Service. U.C. express or Implied as to any finding or other maner in W., report, or as to any product covered by the report , , zc-= Copyright ® 2015 Page 1 of I r Florida Building Code Online\ 1 C Page 1 of 26V Business & Professional Regulation rr r D?pDMmI 80s wonx I tog in I user RegWrabon i NO Topics I submt Surcharge 1 stats & Facts I Publications I FBC Staff I SCIS Ste Map I tanks I s"Fch I Busines product Approval Professi = ai ®USER: Public User Regulation pmEuct Aeareval Menu > Product a Aeel"tbn Search > Application IJst > App110tbn Data" FLIP 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 Registered Architect or a Licensed Florida Professional Engineer N-' 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 FU4239 R3 Eat& Eoulv.odf https://www.floridabuilding. orglprlpr_app_dti.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online 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 Summary of Products Page 2 of 2 N FL >3 I 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 II Dwo.odf 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. aadr 1_IM OJirLU1 :: 19k N n craw_ Ta acne FL 11 l90 Fhene, SSb487.1824 The State of nodde Is an ANEE0 employer. C.rn..rlelrr 2f1D7-2D1 a Sat of Florida.:: :: :: RMund Statement Under Florida law, ermil addresses are Public records. n you do not want your e -mall address released In response to a public -records reauesl, do not send electronic map co this entity. Instead, contact the office W phone or by traditional mall. It you have any at eumns, please contact 1150.487.1795. 'pursuant to section 4SS.27N 11. Florida Statutes. effective 009W 1, 2012, Ikehl4K Ikerrfed under Chirpier 45S, F.S. inust provide the Departmera with an emall Odom$ It they have one. The emalls provided may be used for eflklal oormnndcallon with the licensee. ibwever emab addresses are public record. It you do not wish to Supply a personal aedress, plisse provide tie Department with an ema0 address whldr can be made available 10 the public. To determine If you are a Ircensee under qupter 4$5. FS.. Please dick belt• Product Approval Accepts: ni®®® secut itvul rwati Nam https://www.floridabuildi ng.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNA IN MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY RESULT ASSUMED .0 ACT AT THE GEOMETRIC CENTER OF THE OMECHANICALUNIT. MECHANICAL UNIT MUST BE u uH SQUARC OR RECTANGULAR, NO IRREGULAR SHAPES. NOTE THIS PRODUCT APPROVAL ALLOWS TME LNNIT TO BE INSTALLEO ON TOP fr OFAN A/C STAND TNAT 6A AAXIMUN"' FAIL(FANAICSTAND is LTILYim 0 CHAS TO SFE THAT TWE STAND OOPS NOT EXCEED ID' d HEIGHT Zhu N W IM 1 (RCM GREATCRTHIAN Mltl NUI ALLOWAWX WIDTH 21' FT. JI 3' MAX THANRIFT AND LESS THAN 100 FT. SEC I.) ON TABLE S FOR THE HUMERICAL TVP. VALUES OF THIS DESIGN EXAMPLE HOST STRUCTURE DESIGN BY OTHERS. SEE DES( SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT SLB MIN. WEIGHT, NECNANICAL UNIT PER SEPARATE CERTIFICATION, TYP. tCENTER OF SEE DESIGN GRAVITY SCHEDULE FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TVP. t STEEL TIE -DOWN CUPS SEE DETAIL L/3 A 2/3 142 FOR CUP INFORMATION 3 TYv. L 3' HAX,• NTM,A( !w 7FF 3, MAx \ TYP. tLLpLTTP TYv. a i TIE -DOWN ISOMETRIC TYPE OF CLIP AND ATVMBER OF CUPS i !• . )--0- ISOMETRIC PER CORNER WILL VARY PER CONNECTION TYPES CI -CA ON SHUT 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE RE USED TO DEFER E THe _ ALLOWABLE TION _ _ GIVEN MECHALULU IT THA CONHONISEXAMPLE TOTHE OIMETMit NSOY KEESTRICIIONS ANO 00GN CRTER!A LIST D HEREIN. SEE SHHE5543 FOR OESIGN,11, FORSCHEDU KJ MECHANICAL UNIT CRITERIA: 7NSIOER THE INSTALLATION OF (1) MECHANICAL UNIT WTM THE FOLLOWING CRITERIA. WM.170 NPI., EXPOSURE IF AB- TALL NB- DEEP R 4' WIDE, WO LB (WEIGHT AS VERIITfD SY OT"EM INSTALLEO TO 3000 PSI MIN CONCRETE WITH (1)•2' CLIP AT EACH CORNER OF UNIT (70TAL OF (N) CUPS) PROCEDURE STEP RESULT 1 OEFERMtNE TYE CONNECTION TYPE (ASCD ON TH! OUCAVUI3 ON SMET i 1 CONNECTION TYPE 3 THIS INSTALLATION IS INTENDED FOR A %A-170 HM, EXPCSURE IT- THIS DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO I/SE CRITERIA CORPESPONDS TO TABLE S 2 OfiERMM! LARGESTTACE AREA OT MECHANICAL UNIT TO 0E INSTALLED AR-YAB'-16FT- THIS UNIT HEIGHT OF AB- IS !QUAL TO THE MAXIMUM ALLOWABLE HEIGHT Of HB-. NOTE THIS PRODUCT APPROVAL ALLOWS TME LNNIT TO BE INSTALLEO ON TOP a CMECILMAXIMUMUNTNEGHTRESIUCTION OFAN A/C STAND TNAT 6A AAXIMUN"' FAIL(FANAICSTAND is LTILYim CHAS TO SFE THAT TWE STAND OOPS NOT EXCEED ID' d HEIGHT S CMECN MINHNUM YNIT W101M N W IM 1 (RCM GREATCRTHIAN Mltl NUI ALLOWAWX WIDTH 21' FT. TH:S UNIT MAY DC INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS ADDITIONALLY, THIS CANT MAY 0E INSTALLED ON RCOFTO HIEl47TT5 GREATER 6 OETERNTN! TME ALLOWABLE ROOF -TOP MEIGIN OF THE INSTALLATION THANRIFT AND LESS THAN 100 FT. SEC I.) ON TABLE S FOR THE HUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE FLORifMC] CODEOE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE EO INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED 6, GI.ORATE THE ALLOWABLE ROOT -TO nE1GMT5 COIKIOEIl4 AStI 7• l0 SICflON 2l.S.L 0 M ROOF TOP HEIGHTS (N) 660 FT AND SECTIO( 2l.S FOIL ROOF TOP MCIGPM (H)>60 FT B SECTION 2l.4.1 FOR INSTALLATION! AT GRADE (GCGX_-I.10 WITHIN TME NVNL GCF).,I,w'I." OUTSIDE ME HVHZ, (Gr L --IPS FOR ALL LOCATIONS (WNWRRENT)• ALL COINER DESIGN VARIABLES ARE IM AOMMANCE WITH ASCE 7.10 CHAPTERS 26& M. THE HEIGHTS LISTED IN IME DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF TME BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EA04 UNIT TO BE INSTALLED ON A 14AXIMUM 30- TALL AIC STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE OSIGN SCPEOULES. GENERAL NOTES: 1. IRIS PRODUCT HAS BEEN DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA 6UILO:HG CODE 6 ASCE 7-10 THIS PRODUCT MAY BE USED WITHIN ANO OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33-1!316 INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON QIEVT MV)OED MROOUCF AND DIE SHEETS FROM TEST REPORTS PTS( OI4TD3S7A. •TEL OI9703{7B BY TESTING EVALUATION LABORATORIES, INC. NO SUBSTITUTTOAS WRMOIT WRITTEN APPROVAL BY THIS ENGINEER SMALL BE PERMITTED. A. MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL LIMIT SMALL CONFm.4 TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE• TONNAGE. ETC) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. S. FASTENERS TO BL P l2 X 3i- 04 GMTER SAE GRADE SUNLESS NOTEO OT1•EIRW ISE TAPCONS REFERRED TO HERON SMALL Be ITW BUILDER BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMENTS. All. FASTC14M SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS, 6. ALL STEL CUPS SHALL BE ASTM AZB3 STEEL (GRADE O) WITH FY -33 KSI OR BETIEIL ALL STEEL MEPIBBIS SHALL SE PROTECTED AGAINST CORROStON LYTIH AN APPROVFO COAT OF PADIT. ENAMEL OR OTHER APPROVED PROTECTION C90 -RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE SMALL BE STRUCTURAL C WJWTE A' HIM. THIO( AND SMALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSUCLAR MATERIALS TO PREVENT ELECTROLYSIS. ELECTRICAL ORDLAVYO, WHEN REQUIRED, TO BE DESIGNED B INSTalIE0 By OTHERS, L0. THE AOEQ{NICY OF ANT EXISTING STRLICIwE TO WITHSTAND SUPERIMPOSED LOADS SMALL BE VERIFIED BY TME OISTE OCSTGU PROFESSIONAL AND IS NOT IMUDEO IN THIS CEFMFlCAT10N.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO AOOTTIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. t I. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFEAENT FROM THE CONDITIONS DETAILED HEREIN, a LICEASED ENGINEER OR REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE Ol CONVICTION WITH THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING MOST SUBSTRATE SHALL BE TME FULL RESPORSIBILTY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RCSTOREO AFTER FABRICATION ANO INSTALLATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL NOT Be RESPONSIBLE MR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WATER: -TIGHTNESS SHALL BE THE RILL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. 17. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPAW THE VWt WINO SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7• l0. 1l ANCHOR SCHEDULE: Nq 1" CLIPS 2" CLIPS SUBSTRATE o[sClll/lloN= t ( q-7nsro cmim zsI O z,ii •• t ITW Sun oex TAFWd — _- 3 O tui p CONCRETE: 3Y.' FULL EMSm TO . R r HICK N1N. GOXCAL". W KIN. . N J . 7000 SI MIN.) EDGE OTSTgICE, 7 •NIN. SPACING TO ANY 1N ,. 6 to _ ADJACENT ANCHOR. < F al T O 5ms S ( i ALUMINUM: ( L)-.11 SAEGMDC S Z W y 3 0.125 MIN. SHEETJNTHUP4PRSCREWSOVIDE(S) WW ; (r. ^q JMICR, 6061.16 PITCHES MIN. PAST N K • 7' MAX NIM. AILMU.'UM) THREAD MANE • 1 1- CUPS TYP. i• C11P5 w O F C 3- MAX, r FLAX' • sg TYP. TrP. STEEL: (2)•-11 SAE GRADE S 1 HICKS J7 INKS STEEI, 1 1 MIN. STEEL) TCMES MIM. PAST MgrFAX VNO` r MAX y`o MREAD MxE ZTYP +VR' •• TYP. 7 1 • 1. EMBEDMENT AND CDGE OL"TANCE EXCLUDES FINISHES, If APKICABUL J z I 2 ENG/KE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. # CONNECTION TYPE C 1 7. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING m HeaAMrx IIIIIT. Z 8 e N, CONNECTION TYPE C2 Cl to CUP - VTIUZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT 1- CUP - UTILIZE (2) AT EACH COPNER FOR A TOTAL OF (Sl PER UMR }" W c Qln r G Z p z UNIT WIDTH c r y g d 1 6' NAX 6. MAX Z i Cii CUP OFFSET CUP PAIR SPAQt2G CUP OFFSET u,•I E Q- Tc f 5 •I •: • 7' TYP MECHANICAL m u tl N V (---cup-CUP uVtT PEa 7 SPACING SEPARATE _ ! cFRTIFIcanoM 3 FI' • ,bc` 0113• MAXrCUP`s 7• NAX • r CUPS 3' Y.U( UTILIZE (6) CUPS EA SIDE TYP. Of LINT FOR A TOTAL IT T e) PER unT 9 7• MAX r MAX `• TYP. .l1' TYP. g T P fii• I J OTROONPN(L TYImPL 15-2378 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL NT• f N.T.S. PIAN VIEW PAFj[oesaDPrTORI 5 G3 r CUPS • VnUZE (t) AT EA01 COPMR, FOR A TOTAL OF U PtR V—M 2• CUP$ • UTILIZE (2) AT EACH CHER FOR A TOTAL OF (III a uv(F 3 THIS DETAIL MAY Be USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) l S CUPS AT EAC I CORNER FOR A TOTAL OF (B) CUPS PER UNIT. F suastuTe oeslalvTmN Q•s/If•O T.AAInx 57F6 IrW emLoa u-coN, CONCRETE. 2Y,' FULL ENECA TO THICK MIN, CONUIEfE. J1(' NIN 000 P51 MI" EDGE DISTANCE, 3Y.' MIN. SPACING TO ANT AOIACENr ANCHOR. Aw.NNUN: ( u•n.sAeGRAOEs OJJT' MIN. SMFR KETAL SCREW TO THICK. 60f1•Tf ALUMINUM, PROVIDE (7I M[N, ALUMINUM) PITCHES NIM. MST MRe+o NAME STEEL; (1)•f II SAE GRADES 0.125 - MIN SHEET METAL SCAEW TO TMC[, ]] K51 STEEL, MIOYIOE (SI MIN. STEEL) nTcllS MIN. PAST THREAD PINE 7 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC Ir O 0.072- CR 0.THICK ASTM A283 A283 vvv AST STEEL. TYP. N o r FOR ANY CLIP THICK ASTM A263 645E OF UNIT SMALL BE FLUSH WITH BASE LONGER THAN 10• 3)-112 SAE GRADE S SCHEDULE 0 191 UTIL:ZE (5)•612 SAE FOR CUPS 4' LONG. SUBSTRATE PER ANCHOR rep. GRADE S SHEET METAL SCREWS FOR a ANCHOR DETAIL LONGER THAN 41. METAL SCREWS, TYP. ICLIPSTYP. 0.06e• THICK ASTM A283 3g STEEL. TYP" Ng pV 3)-112 SAE GRADE 5 , W o o SHEET METALSCREWS CUPSFORtaus UP To s LONG. URLIZE (5)•+12 a SHEET METAL SCREws10.7S g® FOR CLIPS LONGER THAN r. TYP. V 1D HOLE, WTTHANCHORFROM1• CUP ANCHOR SCHEDULE, TYP. OTHER DIMENSIONS SIMILAR) 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC Ir O 0.072- CR 0.THICK ASTM A283 A283 vvv AST STEEL. TYP. N o Y.'0 HOLES, NOT 10 BE USED FOR ANCHORS. TYP. FACTORY -MILLED Y,'O HOLES: IRILIZE (1) OR (2) ANCHORS /'• SPO FROM r cup ANCHOR SCHEDULE. TYP. 0.30' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BI OTHERS. ALUMINUM HOUSING UNITS SHALL RE 6063-T6 MIN. ALUMINUM SHEET WITH htY-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 iY.331(SI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.0299'). 0.068- THIOL ASTM r 4283 STEEL CUP, TrP. THICK ASTM A263 645E OF UNIT SMALL BE FLUSH WITH BASE NO SPACEGFC.IPPERM 3)-112 SAE GRADE S SCHEDULE SHEET METAL SCREWS FOR CUPS 4' LONG. SUBSTRATE PER ANCHOR UTILIZE (4)-112 SHEET SOIEOVIt VARIES) METAL SCREWS FOR a ANCHOR DETAIL LONGER THAN 41. DETAIL ICLIPSTYP. Y.'0 HOLES, NOT 10 BE USED FOR ANCHORS. TYP. FACTORY -MILLED Y,'O HOLES: IRILIZE (1) OR (2) ANCHORS /'• SPO FROM r cup ANCHOR SCHEDULE. TYP. 0.30' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BI OTHERS. ALUMINUM HOUSING UNITS SHALL RE 6063-T6 MIN. ALUMINUM SHEET WITH htY-30 KSL 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 iY.331(SI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.0299'). 0.068- THIOL ASTM r 4283 STEEL CUP, TrP. THICK ASTM A263 645E OF UNIT SMALL BE FLUSH WITH BASE NO SPACEGFC.IPPERM SCHEDULE PERMITTED. TTP. 3)-112 SAE G-tAOE S SHEET ' r—METAL SCREWS FOR CUPS VP TO lk : ' y, S LONG. UTILIZE (5)-117 SHEET METAL SCREWS FOR CLIPS '9 ••. • : Q LONGER THAN 5'. PROVIDE (5) PITCHES MIN. PAST THREAD PLME ;ii iT e FOR EACH SMS. TYR •• J AANCHOR NCHOR PER h77pi 7rn Q.V': U. SCHEDULE u4 cAmWa W ~W r. SUBSTRATE PER H ^; ANCMOP C SCHEDULE Vi G VARIES) w ol.f " 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3• - 1'q• DETAIL CLIP IS DESIGNED FOR FULL COtITACT WITH THE BASE OF EACH MECHANICAL UNIT, TVP MFCHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Tty-30 M, 0.125' (3).112 SAE GRADE S SHEETMIN. THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4' SMALL BE ASTM A653 FY-33KS( MIN. LONG. UTILIZE (41.112 SHEETSTEER. GRADE 33, 22GA MIN. (1-0.0299'). METAL SCREWS FOR CUPS LONGER THAN 4•. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0.072' Oa 0.113' .ice/ FOR EACH SMS, TYP. THICK ASTM A263 STEEL CLIP, iYP. :J.•5'/: BLASE OF UNIT SHALL BE RIR1 815E 1) OR PER ANCHOR 01=1NO SPACE SCHEDULE PERMITTED. TTP. SUBSTRATE PER ANCHOR SOIEOVIt VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3Jr v "w DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF tACH MECHANICAL UNIT. TYP. U z a 4 n b Z ac ZQA o r G EZ ui .t. a O S m 15-2378 m TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY It STRUCTURE IN THE HIGH VELOCITY HUTIUCANE ZONE•) TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTVRE•1 ALLOWABLE ROOF.TOo HEIGHT (HI TIE -DOWN CONFIGURATION TYPE MA)IMUM SURFACE AREA OF UNIT UNIT Cl I C2 C7 C4 UNIT'SWWEST ; HEIGHT WIDTH 6FT' ALLOWABLE ROOFTOP HEIGHT 1 -~ 9 FT' J TIE -DOWN CONFIGURATION TYPE MAXIMUM AT GRADE 60 FT<H 5100 FT SURFACEAREAOF UNIT UN11 Cl C1 O C4 UNITS HTLARGESTHEIG WIDTH N/A H S 100 FT N/A 6FT' 24• MAX 12' MIN .. N/A AT GRADE 6FT' IZ'MIN N_/A _ AT GRADE ATGRAOE H5200 Fr . 24'MA% 4 FP 32• MAX 1S' MIN NIA AT (SPARE HAZMFFTH530FT AT GRAOf H S 60 FT 4FT' Al GRAVE AT GRADE - m' 5.200 FF _ N5700FT 6FT' ATGRADE N540FT SAT ATGAADE 14670D FT 97rT' 46' MAX 2P MIN N/A GRAOF AT GRADE H % 160f1 _ lZ FN' NIA AI GRACIE ATGRAOE _ H S 40 FT 1y.c'TI - N/A pT GRACIE N%A GRADE N/A AT GRACIE AT N/A AT GRADE ATGRAO! WA ATGRADE N/A AT GRfOE so K, • 60'MAX 48' MIN N/A f A NIA AT GRAOfY 36 Al N/A H/ fl/A AIGRADE • THK TABLE IS PFPMISSIBIE TO 0E VSfO WI THINTHEHVH2 WIRCN CONTAINS BROWARO ANO f.11AMFOADE COUNTIES. CHECK WITH LOCAL AVTHORM HAVING JURISDICTION FOR THEAPPUCABIUTY OF THIS TABLE WITHIN, FAIAIN FLORIDA COUNTIES, GO' MAX • 46' MIN N/A N/A TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTVRE•1 ALLOWABLE ROOF.TOo HEIGHT (HI TIE -DOWN CONFIGURATION TYPE MA)IMUM SURFACE AREA OF UNIT UNIT Cl I C2 C7 C4 UNIT'SWWEST ; HEIGHT WIDTH 6FT' 24• MAX • 12' MIN N/A 9 FT' 3Z' MAX IS MIN N/A a Fi' AT GRADE 60 FT<H 5100 FT 6 F AT 9 FT' 43' MAX . 2A• MIN 12 FT' 16 FT+ 20 F- 25 T 60' MAX 46' MIN 30 R' I 36 FT' AS AN EXAMPLE. THIS TABLE IS PEK&USSIBL AUTHORITY HAVING NRDDICTION FOR THE H1200fT AT GRADE HS ZOO FT 00FT<H 5160 FT H S ZS F7 AT GRADE H S 200 FT T<H 5200 FT H520OFT H5100 FT H$200 FT H5200 FT HSAOFT H3200FT 60 FF4HS100FT AT GRADE TABLE 2 : VUlt=175 MPH, EXPOSURE D FOR VSE WITN A RISK CATEGOIIY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE -1 AILOLV11BlE ROOFdO HEIGHi AHI — TIE•OOWN CONFIGURATION PIPE iuliwMwi 115200FT 6p FT<HSIJOFT HSIDDFT SURFACE AREA OF UNIT UNIT C3 C2 C3 CA UNTTLARGEST HEIGHT WIOTH NA ATGRAOE 6OFT<N%700FT NIA AT GRACE N/A H S 100 FT N/A 6FT' 24• MAX 12' MIN .. N/A AT GRADE AT GRADE H S Z00 FT N/A 9 FT' W MAK 15' MON N/A AT GRACIE N/A H S 36 FT NIA 4 FT' t AT_GMOE_ HS200FT AT GRADE - m' 5.200 FF _ AT GRADE 6Fi+ N/A HS LS iii ATGRAOE HS200 FT 9F' 41P MAX 24•MIN ATGRADE ATGRADE HSBOiT 12 iT' IVA NIA W GRACIE IN AT GReOE WA < 16W H/A ATGRAO! AT GRADE 20 FT' 11/A ATGRAOE N/A AT GRACE 2Sn,R A N_JA NIA ATGRADE FT. GO' MAX • 46' MIN N/A N/A IF/A - AT6RAOE0 j6 RT MIA M/A N/A ATGIULDE j TMS TABLE IS PERMISSIBLE TO BE USED WITHIN THE HVHZ WHICH CONTAINS BROWARD AND MIAMI -DACE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISRCTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE -1 ALLOWABLE ROOF -TOP HEIGHT (H) nEoowN CONFIGURATION TYPE MAIOMVM SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNITY LARGEST HEIGHT WIDTH FACE N/A 115200FT 6p FT<HSIJOFT HSIDDFT N/A AI GRACE MIA NSZ00FT 32,14015'ANN 60FT<HS200FF NA ATGRAOE 6OFT<N%700FT NIA AT GRACE N/A H S 100 FT N/A AT GRADE MIA H S 100 FT N/A N/A N/A H S 30 FT CIO FT<Hf 200 FT N/A N/A NIA AT GRACE 6OFT4MSIBOFT NIA N/A N/A AT GRADE TO BE VSEO WITHIN PALM BEACH COUNTY. 04ECX WITH LOCAL LPPLKAGIUTY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES 6FT' 24'MAX 12'MU1 N/A H5200 FT AT GRADE 60 FT<H 560 FT HA200 FT 9iP 32,14015'ANN H S 40 FT 6O FT<H 5700 FT NA ATGRAOE 6OFT<N%700FT NIA HS200FT 4, 25 R' N/A AT GRACE 115200 FT N5200R H5200 FT 60*MM R' MIN . 46'MAX 24'MIN 60 FT<H SLOG FT H/A N/A H5200 FT HSISFF 60 F1<N S 200 FT N 515 FT 60 FT <IIS200 TT AT GRADE 115200 FT H3200FT 6FT' 9FT' 12 FT' NIA A. GRACE 6GFT 4 N 1120fT N/A H S IOP FT 16 FT' N/AWA N/A H S 40 FT 6O FT<H 5700 FT 20 FT' NIA A. -CAVE N/A H54p FT 60 FT<H 5200 FT 25 R' N/A N/A NIA AT GRADE 60 FT<H SZWFT 60*MM R' MIN . AT GRADE 30 FT' N/A N/4 11,/A 60 M < H 1100 FT 36 FT< N/A N/A N/A AT GRADE AS AN EW AIPLF. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHOATTY HAVING JURISOICFION FOR THE APPLICABILITY OF THIS TABLE WTIHIN CERTAIN FLORIDA COUNTIES - U Z zum O=ce= G W I iELu f IA I•. i W m 1121 ;. I I lI .I O4PoxL4nAlIwPs 15-2378 p HFA 29—m! im TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY 11 STRUCTURE') 1 AS AN EXAMPLE, THESE TABLES ARE QRMISSI8UF TO BE USED WITHIN BREVARD COUNTY. CI•ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR TWE APPUCABIUTV OF 8115 TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') M4XIMUM ALLOWABLEROOF•TOVHSGNTINl SURFACE AGFA OF UNIT UNIT Cl TIE -DOWN CONFIGURATION TYPE HEIGHT MAXIMUM Hs2GOR H1200FT I FACE wO AT GRADE SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNITS LARGEST HEIGHT WIDTH AT GRADE Hf200R , Hs200FT FACE 608<HSBOR N/A AT GRADE N/A N S 200 R ATGRADE- WA 608<N5200R 6Fr 24* MAX 12' MIN . HS1iR 608<H 5120FT H5200FT 5200 FT 5200 FT 9RG 32'MAX 15'MINATGRADE Hf200 FT HS200FT NSZOOR 4R' I L HS200FT HS200FT HS200 FT HSMOFT 6R' I WA NSWFT 608<H 5200 R' NS200R N5200R H3200R H5200R9R' 4B'MAX 24* MIN AT GRADE H5200R N3200R 60 FT<NS40R 12 FT' m AT GRADE H9200FT 5508Hs200R 608 <Hf200R I N6200FT16R' WA HS200R H 515 R H s 200 FT M RG N/A H5200FT HSISFT FF N IBM FT N5200R AT GRADE Hs200FT25R' WAH54OFT 60FT<HS200R 60R<HSEOR 60'MAX AB'MIN •- 30 FT* W N S 158AATGRADEHS200FT 6p F1<H 51608 36 FTG N/A AT GRA ATGRAOE H3200FT 60R<HSBOR AS AN EXAMPLE, THESE TABLES ARE QRMISSI8UF TO BE USED WITHIN BREVARD COUNTY. CI•ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR TWE APPUCABIUTV OF 8115 TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') M4XIMUM 12'MIN WA SURFACE AGFA OF UNIT UNIT Cl UNITSWLGEST HEIGHT WIDTH Hs2GOR H1200FT I FACE wO AT GRADE R 6 FP 2A' MAX 12' MIN AT GRADE 9 FT' Jr MAX IS' MIN N/A 4R' AT GRADE Hf200R , Hs200FT 6 FT' 608<HSBOR N/A AT GRADE N/A N S 200 R ATGRADE- WA 608<N5200R 6OR<NS200R 608 <H 516( 9 R' AB' MAX 24' MIN AT GRADE 12 FTG y WA N/A 16 FTG N/A 20 RT N/A 2S FT' I WA N/A 60' MAX 48'MIN F N/A 30 FTS m N/A 36 FrI MIA TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF -IOP HEWHT(NJ TIE-OOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT I UNIT Cl C2 C3 I CA UNIT S LARGEST HEIGHT FACE 6 R' «24• MAX 9 FT' , 32* MAX A RG 6FTG 9FT< , 4r MAX 12 FTG t6 FTG M RG 25 FTG 60' MAX 30 RG 36 FT1 WIDTH I 12'MIN WA Hf 200 FT W53OFT Hf20)FT 608<Hs100FT' _ 25' MIN N/A H S 200 FT AT GRADE H S 200 R608 <H 5140 FF HS40FT NS 200 FT Hs2GOR H1200FT I 608<N 5200FT wO AT GRADE H S ZOO R H 1200 F7 H S 200 R 60R4H 5100FT 24'MIN' WA H52CKIR Hf MOR608<HS200R HS40FF WA AT GRADE Hf200R , OR<H 1140 FT 6pR<H3200R 608<HSBOR N/A ATGRADE N/A N S 200 R ATGRADE- WA 608<N5200R 6OR<NS200R N/A ATGRADE AT GRADE H5200R R<H5200R y WA ATGRAOE N/A H S 200 R 60R<NSBOR 3 AS MIN WA WA I WA a 60R4HS200R N/A WA N/A AGRADE ' l60 R<T H S200FT ALLOWABLE ROOF -TOP HEIGHT (N) of -DOWN CONFIGURATION TYPE C2 ! C3 I pa HS200R I H52ODR I H5200 FP-,, INH5158 ' N f 200 FT NS20060R 8<N 92008 Z W` wgal H 5200 FT H5200FT 100 FT N5zoo R I Hs200RHS200R H3200R 60R414 12008 HS20p FT wO G ATGE HS20OFT I60R<N SS114OR H5200FT HS1SR AT GRADE HS200 FT OR<HS200R H130FT AT GRADE Hf200R a F7414s200R V H YI AT GRADE AT GRADE H 5100 FT i! OR<H 1140 FT QATGRADElWAN5200RZ ATGRADE- WA 608<N5200R Q a - g g1 wovg a Z ' 3 H E: a FFA m 15-2378 0 QIVP-M,P • •T. ENGINEERING EXPRESSO PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with ASTMD1.7.61-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387B by Tesf<Ii \'`'_(,A[Al'^ l q ratodes, Inc. fh' .•" .r GAIn _ . ' STRUCTURAL ENGINEERING CALCULATIONS Ripsed Ln ' eer's Seal Valid fcr Pages %r9 2.- Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frank 4. Maximum Allowable Unit Surface Areala PE004% A 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENGEXP.COM B.MW ENGINEERING C—XRR 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 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM SUBDIVISION,. ..c v CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: /") a ) 8 - . Documented Construction Value: a Job Address: r Historic District: Ves No Parcel ID: Z `'C Residential 0—c-ommercialEl Type of Worlc: New Addition Alteration Repair Demo IJ Change of Use Move El Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name _C-ISDN Phone: Street: Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WI'Tll 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, beaters, tanks, and air conditioners, c1c. FBC 105.3 Shall be inscribed with the duce or application and the code in effect as or that date: 5iD Edition (2014) Florida Building Code Revised- June 30, 2013 Permit Applicnnon t 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 ofa plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 4tom^ 0 Signature of Owner/Agent Date Signature of Contra r/Agent e Print Owner/Agent's Name Print Contractor/Agent's arae A A Uyt Signature of Notary -StoicStatc of Florida Date Signature of tery-State of Florida Ugtt tut////q g ry- p1 Owner/Agent is Personally Known to Me or Contractor/Agent is Pi Produced 1D Type of ID Produced ID Type BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application At CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S d -7o o Job Address:/ L1) 'S• AJ /0,' Historic District: Yes No)4 Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use [J Move Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information IYame a.0 t:ir-1'Ybrriszs n Phone: 4cri (.oA9 -00 `12 I Street: o?OO C i ^ o Resident of property? • .r City, State Zip:Mc:-loa EL 323-51 Contractor Information. Name rn_ _•tA c_att &a,•,Tnrz_ Phone: 9cT, Street: a I53 ; 2r. IZ+a Fax:. 4(n City; State Zilj:' ' 00-10' -t c! 0 rte $ State License No.:. Cf OCA c a Name: Street: City, St, Zip: Architect/Engineer Information .- Phone: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: VARNING•TO.OWNEW YOUR FAILUR.E.T:O. RECORD A NOJ'ICF.OF COII!IKAt4 T MAY RESULT IN YOUR _ PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST E T RECORDED AND POSTED ON THP, :TOB 'SI'T'E 13EFOItE• THE FIRST INSPECTION. IF YOU INTEND TO' OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NO'T'ICE 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, itc. xAV iae a chotf t..:...."h.d with the date of aoolication and the code in effect as of that datc: 51 Edition (2014) Florida Building Code OTC : In addition to the requirements of this permit, there may be additional restrictions applicable to this property 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. ntract is red The, City of Sanford requires payment of a plan review fee at the time of pe submittal. coon value of the job at thet me of submittal. in order to calculate a plan review charge and will be considered the est permit is issued, in The actual construction value will be figured based -on the current ICC Valuation Table in effect at the time thectual construction value, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the a 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. Date Signature of Owner/Agent jSg'.g t6um OfCommc.,/Agent 535 Print Co or/Agent' Nam Print Owncr/Agarit's Name Signature of Notuy statc'4Florida Dato turco Nob-state.o Florida Daft KAREN HUGHES Notary FubRc - State of Florida commiss10n 1 GG 0698811 T MyComm.ExphesMar26,2021 N ' tAft ivfe or Owner%Agent is Personally Known to Me or t^,otitractor of ID' . Produced ID Type of ID Produced ID Type' BELOW IS FOR OFFICE USE ONLY e wired: Building Electrical - Mechanical PIumbing Gas Roof Permits Rq ne Construction Type: Occupancy Use: Flood. Zo . -- Min_. Occupancy Load:. # of Stories: Total Sq Ft of Bldg: r A i S 'e 02 iN sri`i1Lo -t- ' S'v?? PlUtnbing - # of Fiztores New Construction: Electric - # of Amps of$eads Fire Alarm Permit: Yes [_] No. Fire Sprinkler permit:.YrS No -O _..... .. APPROVALS: ZONING: IJ'TILITIES: WASTE WATER:. ENGINEERING: ' FIRE: BUILDING: COMMENTS: Revisio% Response to Comments T City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 1 J ab kq Submittal Date 10/25/17 Project Address: - l Aci 1ScS,e +w, -o4 L -f b Contact: Daphne Ph: 407-257-6940 Fax: Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building RECORD COPY CBUCK Engineering Sppclalty Sfructurdl EnQInGhL=rinq CBUCK, Inc. Certificate of Authorizotion #8064 Evaluation Report MMI -2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 vU)ING SANE ORO A, pcPAR i P, fVIS10N Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI -2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 Suv.Ilab.da Sul M Ouvds f WrOial r•V ''l1 GENgF' F,p No M42 rr T STATE OF 2 1// SON A1.e \` r rrliilll o'W+W spl.e by: lams L &KUW,. v.L CBUCK, Inc. 2015.03.02 10:57:51 -05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL tl: FL 16568.1 RI Date: 2/26/15 CBUCK Engineering \RepoPage rt No.: 25o0 MM2-104 Sp@ciaitly Structural Engineering CBUCK, Inc. Certificate of Authorizotion #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI -2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI -2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 RI Date: 2/26/15 g Page rt Ivo.: 3 of MM2- StORV- ER 14CBUCKEngineerin Speclalty Structural Enginelerinq CBUCK, Inc. Certificote of Authorizotion #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Wolls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval". ODtion for application outside "limitations and Conditions of Use" Rule 61G20 -3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 RI Date: 2/26/15 nq Page rt No.: 4 of MM2 StORV-ER_14CBUCKEnglnerl Spcwctalty Structural Enginc2erinq CBUCK, Inc. Certificate of Authorization 118064 Components/Materials Ridge Vent: "MMI -2" Off Ridge Vent by Manufacturer): Material Tyne 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4 -1/2 - Lengths: 2', 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 i FL #: FL 16568.1 R1 Date: 2/26/15 CBUCK Engineering Page rt No.: 55o0 MM2-104-ER_14 ISpecialty StfUcfiural Engineerinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI -2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2/26/15 CBUCKEngineering Page rt No.: 165-1 MM2-StORV-ER_14 of 7 Specldlty Structural Englr *wring CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI -2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 5-1/2" 12" 4 1/2 in. 12-1/81 18-1/4" I 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI -2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Higher Slope Back) Lower Slope Front) Typical Side View (Not To Scale) CBUCK Engineering FL #: FL 16568.1 RI Date: 2/26/15 Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 SPvalalN Structural Englneerinq CBUCK, Inc. Certificate of Authorization 118064 Installation Method Millennium Metals, Inc. MMI -2" Steel Off Ridge Vent Attached to Wood Deck 1 1/7 o.c. 1 12" W' o.c. W' o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) A G. Nominal Lengths 4 Ft. 6 Ft. 8 Ft. Ja a\ e\,e • • • • r ,- • • • • 4. Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws 24., Typical Ridge Vent Assembly Isometric View (Not To Scale) UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Materials Testing - Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 -P:407.423.0504 -F:407.423.3106 Client: Taylor Morrison of Florida, Incorporated 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, Lot 98 Material: Native Reference Datum: 0 = Bottom of Foundation Footing Hand Auger Borings: Location of Auger Borings: Northeast Corner Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 UES Project No: 0110. 1401008.0000 Workorder No: 9323239-1 Report Date: 09/14/2017 UES Technician Tristin Kegler Date Tested 09/06/2017 Tyne of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor 0-2', Dark Gray to Brown Sand; 24', Dark Gray Sand; 4-5', Tan to Orange Sand; 5-7', Orange Silty Sand Unsuitable Soils: Laboratory Test Results: Were unsuitable soils encountered: N Organic Content; N/A Moisture Content: N/A Samples Obtained: N Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture M Soil Compaction Pass or Fail 1 Footing at West Side of Pad 0-2 ft 105.4 11.8 105.8 6.7 100 Pass 2 Footing at North Side of Pad 1-2 ft 105.4 11.8 109.1 8.7 104 Pass 3 Footing at East Side of Pad 1-2 ft 105.4 11.8 106.2 5.1 101 Pass 4 Southwest Corner of Pad (TOF) 1-2 ft 105.4 11.8 110.7 8.5 105 Pass 5 1 Northeast Corner_of-P-ad-(_T_ F) 1 2-3 ft 1 105.4 1 11.8 108.5 1 6.4 103 Pass Remarks- TOF (0 = Top of F. 428 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 RevisionV Response to Comments O City of Sanford Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov NOV 2 2 2017 Permit # / / o BY' Submittal Date 1117,711, Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Vtical anical Life Safety Waste Water Fax: General description of revision: FAWAr ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building SF' iZ. S• •'i Laura Barkman From: Josh Aldrich <JAldrich2@delair.com> Sent: Tuesday, November 21, 2017 8:28 AM To: Stephanie Medlin; Kim Carter; Laura Barkman; Daphne Clark Cc: Estimating Admin; Cheryl Akers Subject: RE: Taylor Morrison- Lot 98 Thornbrooke- Needs Re -permitting- Rough 77/8 Attachments: TBK-98-WESTMINS ER_FiV.AC ERMIT-11-21-17.pdf Please get this lot re- ermi" tted due to the new Lennox match -ups. Thank you. Josh Aldrich . i d L -AI R HEATING -AIR CONDITIONING•APPIJANCES Estimator - Residential 531 Codisco Way Sanford, FL 32771 Phone 888-831-2665 ext Fax 407-333-3853 From: Stephanie Medlin Sent: Tuesday, November 07, 2017 7:44 AM To: Adam Shields Cc: Estimating Admin; Cheryl Akers Subject: Taylor Morrison- Lot 98 Thornbrooke- Needs Re -permitting- Rough 77/8 Hi, This is a North shop job and needs to be re -permitted due to new Lennox match ups. Thankyou 1 i -n - ac) \R - RECORD COPY ) _ o I FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name. Lot98ThornbrookeWestminsterBGRN Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip. FL, Permit Number: 1 8 (SANFORD Owner Jurisdiction• 4110ODesignLocation. FL, Orlando County:: Seminole (Florida Climate Zone 2AR= 1. New construction or existing New (From Plans) 9 Wall Types (2773.3 sqft) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13 0 1448 00 fl' b. Concrete Block - Int Insul, Exterior R=4.1 1092 00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 233.33 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types (1466.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1466.00 ft' 6. Conditioned floor area above grade (f1') 2197 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(420 1 sgft) Description Area a. Sup: Attic, Ret: Main, AH- Main 6 439.4 a U -Factor: Dbl, U=0 34 292.1311' SHGC- SHGC=0.31 b. U -Factor: Dbl, U=0 58 128.00 fl' 12• Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.2 SEER 15.00 c U -Factor: N/A ft' SHGC: 13 Heating systems kBtu/hr Efficiency d. U -Factor N/A ft' a. Electric Heat Pump 32.8 HSPF:8 50 SHGC: Area Weighted Average Overhang Depth: 5 337 ft. Area Weighted Average SHGC: 0.313 14. Hot water systems a. Electric Cap 50 gallons 8. Floor Types (1466.0 sgfl.) Insulation Area EF- 0 950 a. Slab -On -Grade Edge Insulation R=0.0 998.00 ft' b. Conservation features b. Floor over Garage R=19.0 468.00 ft' None c N/A R= fl' 15. Credits Pslat Glass/Floor Area: 0.191 Total Proposed Modified Loads: 71.03 PASSTotalBaselineLoads: 71.14 1 hereby certify that the plans and specifications covered by Review of the plans and tilE STgr this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance h ,,, '' ''_ :' ? •+ OwiththeFloridaEnergyCode. n++; :€ ;,''.,•„ PREPARED BY: Before construction is completed DATE: 11/21/17. _ this building will be inspected for a compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CObwiththeFloridaEnergyCode. 1+VE OWNER/AGE T: BUILDING OFFICIAL: DATE: / ( DATE: t V S' t 71 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. REVISION NOV 2 2 2017 11/21/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 1 of 5 FORM R405-2014 11/21/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 2 of 5 PROJECT Title- Lot98ThornbrookeWestminste Bedrooms. 4 Address Type: Street Address Building Type: User Conditioned Area: 2197 Lot # Owner: Total Stories- 2 Block/SubDivision. of Units: 1 Worst Case- No PlatBook: Builder Name- TAYLOR MORRISON Rotate Angle. 0 Street: Permit Office- Cross Ventilation. No County: Seminole Jurisdiction- 691500 Whole House Fan. No City, State, Zip - Family Type: Single-family FL , New/Existing. New (From Plans) Comment - CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2197 18674.5 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2197 18674.5 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R -Value Area Joist R -Value Tile Wood Carpet _ 1 Floor over Garage Main 468 ft' 19 0 0 1 2 Slab -On -Grade Edge Insulatio Main 117 ft 0 998 ft2 0.2 0 08 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1640 ft' 368 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 1466 ft' Y N CEILING Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1466 W 0.11 Wood 11/21/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 2 of 5 FORM R405-2014 11/21/2017 8:23 AM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 3 of 5 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Wall Type _ ____ _ _ _ Space R -Value Ft In Ft In Area R -Value Fraction Absor._ Grade% . 1 N Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 8 0 9 4 74.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood Main 13 61 0 8 0 488.0 ft' 0 0.23 06 0 4 E Exterior Concrete Block - Int Insul Main 4.1 41 6 9 4 387 3 ft' 0 0 0.6 0 5 S Exterior Frame - Wood Main 13 29 6 8 0 236.0 ft' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul Main 4.1 29 6 9 4 275 3 ft' 0 0 0.6 0 7 W Exterior Frame - Wood Main 13 61 0 8 0 488 0 ft' 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul Main 4 1 38 0 9 4 354.7 ft' 0 0 0.6 0 9 Garage Frame - Wood Main 13 25 0 9 4 233.3 W 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U -Value Width Height Area Ft In Ft In 1 Wood Main None 25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. J Wall Overhang Ornt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low -E Double Yes 034 0.31 15.0 W 1 It 0 in 0 ft 6 in Drapes/blinds None 2 n 1 Metal Low -E Double Yes 0.34 0.31 30.0 ft' 1 It 0 in 1 ft6 in Drapes/blinds None 3 n 1 Metal Low -E Double Yes 0.34 0.31 9.0 ft' 1 It 0 in 1 ft8 in Drapes/blinds None 4 n 2 Vinyl Low -E Double Yes 0.34 031 24 0 ft' 7 It 8 in 0 It 0 in Drapes/blinds None 5 n 2 Vinyl Low -E Double Yes 0.34 0.31 9.3 ft' 7 It 8 in 0 It 0 in Drapes/blinds None 6 e 3 Metal Low -E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 7 e 3 Metal Low -E Double Yes 0.34 031 30 0 ft' 1 ft 0 in 0 It 6 in Drapes/blinds None 8 e 4 Vinyl Low -E Double Yes 034 031 32 7 ft' 1 ft 0 in 10 ft 8 in Drapes/blinds None 9 e 4 Vinyl Low -E Double Yes 058 0.32 64 0 ft' 16 ft 0 in 0 It 0 in Drapes/blinds None 10 s 5 Metal Low -E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 11 s 6 Vinyl Low -E Double Yes 0.34 0.31 32.7 ft' 1 ft 0 in 10 ft 8 in Drapes/blinds None 12 S 6 Vinyl Low -E Double Yes 058 0.32 64.0 ft' 11 ft 0 in 0 ft 0 in Drapes/blinds None 13 w 7 Metal Low -E Double Yes 034 0.31 6.0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 14 w 7 Metal Low -E Double Yes 0.34 0.31 12.0 ft' 1 ft0 m 0 ft 6 in Drapes/blinds None 15 w 7 Metal Low -E Double Yes 0.34 031 15.0 ft' 1 ft 0 in 0 ft 6 in Drapes/blinds None 16 W 8 Vinyl Low -E Double Yes 0.34 0.31 16.4 ft' 1 ft 0 in 10 ft 8 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 510 ft' 510 ft' 64 It 8 f 1 11/21/2017 8:23 AM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 3 of 5 FORM R405-2014 11/21/2017 8 23 AM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 4 of 5 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 00027 1556.2 8543 160.67 .2427 5 HEATING SYSTEM System Type _ Subtype Efficiency Capacity Block Ducts 1 Electric Heal Pump Split HSPF:8.5 32.8 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 34.2 kBlu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPn1 Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply ---- V Return ---- Air CFM 25 CFM25 HVAC # Location R -Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 439.4 It Main 109.85 Default Leakage Main (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingI Jan j Feb jf ]1 Mar A r I Ma Jun Jul r Au X Se Oct Nov Dec He fX Jan fX Feb fx1 Mar APr rJA May Jun Jul j AuSep JAOctNovJXJrlJX Dec Ventin l[ Jan [l Feb [XJ] Mar Apr [ May Jun Jul [ Aug Se Oct Nov Dec 11/21/2017 8 23 AM EnergyGauge® USA - FlaRes2014 Section R405 4 1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule- HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/21/2017 8.23 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 100 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 (R') 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-Faclor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b Floor over Garage c. N/A FL, New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior Insulation b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 4 d. N/A R= 10. Ceiling TypesNoa. Under Attic (Vented) 2197 b. N/A Area c. N/A 292.13 R' 11. Ducts a. Sup: Attic, Ret: Main, AH- Main 128.00 R7 6 439.4 12. Cooling systems ft' a. Central Unit ill 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation 5.337 ft. R=13.0 0.313 Insulation Area R=0.0 998.00 R7 R=19.0 468.00 R' R= ft' 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation Area R=13.0 1448.00 R' R=4.1 1092.00 R7 R=13.0 233.33 R' R= fl' Insulation Area R=30.0 1466.00 R' R= fl' R= fl' R W 6 439.4 kBlu/hr Efficiency 34.2 SEER:15 00 kBtu/hr Efficiency 32.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/21/2017 8:23 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report 111FAM0 - AM C011101IONIII6 Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-831-2665 For: TAYLOR MORRISON WESTMINISTER Job: Lot%ThombrookeWest... Date: 06.04.14 By: BENTLEY Design Conditions Equipment type: Split ASHP Manufacturer: Outdoor design DB: 92.4°F Sensible gain: 25016 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 4698 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 29714 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230'++TDR Actual airflow: 1160 cfm Sensible capacity: 28640 Btuh 114% of load Latent capacity: 4467 Btuh 95% of load Total capacity: 33107 Btuh 111% of load SHR: 87% Design Conditions Outdoor design DB: 41.9°F Heat loss: 25443 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-036-230-19+CBA27UHE-036-230'++TDR Actual airflow: 1160 cfm Output capacity: 32240 Btuh 127% of load Capacity balance: 35 OF Supplemental heal required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: 7.4 kW 99% of load Temp. rise: 20 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017 -Nov -21 08 22 35 9 Right-Suile® Universal 2017 17 0.23 RSU24011 Page 1 ACCK . minslerBGRN\Lol98ThornbrookeWestmmslerBGRN rup Calc = MJ8 House laces. N PDEL--AIR Component ConstructionsP Job: Date: Lot98ThombrookeWest... 06.04.14 tlFAitMB•PON COMWTMM010 Entire House By: BENTLEY Cooling DEL AIR HEATING & AIR CONDITIONING 92 Infiltration: 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.831.2665 For: TAYLOR MORRISON WESTMINISTER Location: Orlando Intl AP, FL, US Elevation: 105 fl Latitude: 280N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Construction descriptions Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Irish Partitions 12C-Osw. Firm wall, r-13 cav Ins, 1/2" gypsum board Int fnsh, 2"x4" wood frm, 16" o c. stud HeatingIndoor: 70Indoortemperature (°F) 28DesignTD (°F) 30Relativehumidity (%) Cooling Moisture difference (gr/Ib) 92 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int Irish Partitions 12C-Osw. Firm wall, r-13 cav Ins, 1/2" gypsum board Int fnsh, 2"x4" wood frm, 16" o c. stud Heating Cooling 70 75 28 17 30 50 1.3 46.6 Simplified Average 0 Or Area Ll -value Insul R Htg HTM Loss Clg HTM Gain hT BNh/hT-•F hT-•F/BNh BNh/hr BNh BNh/IIT BNh n 182 0.091 13.0 2.56 465 2.32 422 e 443 0.091 13.0 2.56 1133 2.32 1026 s 191 0 091 13.0 2.56 488 2.32 442 W 455 0.091 13.0 2.56 1163 2.32 1054 all 1271 0.091 13.0 2.56 3250 2.32 2944 n 41 0.201 0 5.65 232 4.29 176 e 289 0.201 0 5.65 1634 4.29 1241 s 178 0.201 0 5.65 1003 4.29 762 W 337 0.201 0 565 1904 429 1446 all 845 0.201 0 5.65 4773 4.29 3626 215 0.091 13.0 256 549 1.42 304 Windows 2A-2om: 2 glazing, clr oulr, air gas, mll no brk frm mat, Or low -e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; e foreground = asphalt (0.10), 1 ft overhang (5 it window ht, 0.5 ft sep.); s 6.67 It head hi w all 2A-2om: 2 glazing, Or outr, air gas, mll no brk Irm mal, clr low -e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, foreground = asphalt (0.10); 1 ft overhang (5 ft window ht, 1.5 it sep.), e 6.67 fl head ht an 2B -21m: 2 glazing, Or ouir, air gas, mill no brk frm mal, Or low -e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; foreground = asphalt (0.10); 1 it overhang (2.7 ft window ht, 1.67 ft sep ), 6.67 ft head ht 10C -v: 2 glazing, clr oulr, air gas, vnl frm mat, clr low -e innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 7.67 ft n overhang (8 ft window hl, 0 ft sep.); 6.67 ft head ht all 15 0.340 0 9.55 143 10.5 158 30 0.340 0 9.55 287 21.0 631 45 0.340 0 9.55 430 2.58 116 15 0.340 0 9.55 143 21.0 315 105 0.340 0 9.55 1003 11.6 1220 30 0.340 0 9.55 287 10.5 316 15 0.340 0 955 143 22.3 335 45 0.340 0 9.55 430 14.5 651 9 0.340 0 955 86 10.5 95 24 0.340 0 9.55 229 7.38 177 9 0.340 0 9.55 89 10.5 98 33 0.340 0 9.55 318 8.27 276 C wri htsoft' 2017 -Nov -21 08,22 35 9 Righl-SuileO Universal 2017 17 0 23 RSU24011 Page t ACCA mmslerBGRN\Lol98ThornbrookeWeslminsterBGRN rup Calc = MJ8 House laces- N 2A-2ov: 2 glazing, clr ouir, air gas, vnl firm mat, clr low -e innr, 1/4" gap, a 33 0.340 0 9.55 312 303 991 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 it s 33 0.340 0 9.55 312 121 396 overhang (5.3 ft window ht, 10.67 It sep.); 6.67 It head ht w 16 0.340 0 9.55 156 30.3 496 all 82 0 340 0 9.55 781 23.0 1883 2A-2ovd: 2 glazing, clr ouir, air gas, vnl Irm mat, clr low -e innr, 1/4" a 64 0 580 0 16.3 1043 14.9 952 gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 16 ft overhang (8 0 window ht, 0 It sep.); 6 67 It head ht 2A-2ovd: 2 glazing, clr ouir, air gas, vni Irm mat, clr low -e innr, 1/4" s 64 0.580 0 16.3 1043 14.9 952 gap, 1/8" thk; NFRC rated (SHGC=0.32); 50% drapes, medium; 11 ft overhang (8 It window ht, 0 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr ouir, air gas, mil no brk Irm mat, clr low -e innr, w 6 0.340 0 9.55 57 20.2 121 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, foreground = asphalt (0.10); 1 It overhang (3 It window hi, 0.5 it sep.); 6.67 it head hl 2A-2om: 2 glazing, clr ouir, air gas, mil no brk Irm mat, cir low -e innr, w 12 0.340 0 9.55 115 20.7 248 1/4" gap, 1/8" Ihk; NFRC rated (SHGC=0.31); 50% drapes, medium; foreground = asphalt (0.10); 1 It overhang (4 It window ht, 0.5 ft sep.); 6.67 It head ht Doors 11 D0: Door, wd sc type n 18 0.390 0 11.0 196 11.9 212 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1467 0.032 30.0 0.90 1319 1.73 2533 gypsum board int Insh Floors 20P-191: Fir floor, frm 11r, 6" thkns, r-19 cav ins, gar ovr 468 0.050 19.0 1.40 658 0.70 327 22A-tpl: Bg floor, light dry soil, on grade depth 117 0.989 0 27.8 3252 0 0 htsoft' Page 2 2017 -Nov -2108.22:35 9 Right -SWIG Universal 2017 17.0.23 RSU24011Wrl. minslerBGRN%Lo198ThornbrookeweslminslerBGRN rup Calc - M.18 House laces: N RDEL-AIR Project Summary Job: LW98ThornbrookeWest... 1 7 Date: 06.04.14 MIMIC -AMCONDITIONNG Entire House By: BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.831.2665 For: TAYLOR MORRISON WESTMINISTER Notes: 12/26/14 GCR 1/6/14 GCR RVSD 3/2/16 JA LS 4/30/16 JA 9esign Information LS 2/ /17 A LENN 1!PM@N§^j1'JRYt1plPJAFL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 17 OF Daily range M Relative humidity 50 % Moisture difference 47 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 23298 Btuh Structure 20952 Btuh Ducts 2146 Btuh Ducts 4065 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh gone) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 25443 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 25016 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3523 Btuh Ducts 1174 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling none) Area (ft2 2197 2197 Equipment latent load 4698 Btuh Volume (ftp) 21029 21029 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 29714 Btuh Equiv. AVF (cfm) 144 74 Req. total capacity at 0.75 SHR 2.8 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-036-230-19 Cond 14HPX-036-230-19 AHRI ref 10258589 Coil CBA27UHE-036-230'++TDR AH R I ref 10258589 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 25650 Btuh Heating output 32800 Btuh @ 47°F Latent cooling 8550 Btuh Temperature rise 26 OF Total cooling 34200 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.046 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 35 OF Backup: Input = 7 kW, Output = 25222 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017 -Nov -21 08:22.35 wrightsoft' Right-Suile® Universal 2017 17.0 23 RSU24011 Page 1 ACCA minslerBGRN\Lol98ThornbrookeWesimmslerBGRN rup Calc a MJ8 House laces N DEL --AIR Right -JO Worksheet Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-831-2665 Job: Lot98ThornbrookeWestmin... Date: 06.04.14 By: BENTLEY 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 298.0 It 8.5 It 2466.3 112 FAMILY RM 40.0 it 9.3 It heal/cool 14.5 x 15.5 It 224.8 112 Ty Construction number U -value Btuh/Il2-•F) Or HTM BI J12) Area (II2) or penmeter (II) Load BI h) Area (I12) or perimeter (II) Load Btuh) Heal Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 612C-6sw 1113A-2ocs G I;- G G G y 1-C2 yl L --G G t -G 2A-2om 2A-2om 28-2Im - t0c-v 2A•2ov 12C-Osw 2A-2om 20-21m -- 13A-2ocs 2A -ZDV 2A•2ovd 12C-Osw 2A•2om _0.340 13A-2ocs _ 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.340 0.201 0.340 0.340 0.091 0.340 0.340 0.201 0.340 0.580 0.091 0.201 0.340 0.580 n n n n n n n a a e a a a 2.-M 9.55 9.55 9.55 5.65 9.55 9.55 2.56 9.55 9.%30 5.65 9.55 16.30 2.56 9.55 5.65 9.55 16.30 2.32 10.55 1055 10.55 4.29 7.38 10.55 2.32 22.33 21_02 4.29 30.33 14.87 2.32 2.58 4.29 12.12 14.87 236 15 30 9 74 24 9 422 158 316 95 176 177 98 0 0 0 0 0 0 0 182 0 0 0 465 143 287 86 232 229 89 6 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 0 0 0 0 0 486 15 386 33 64 443 0 2 289 0 64 1193 143 287 1634 312 1043 1026 335 631 1241 991 952 0 0 0 93 0 64 0 0 0 29 0 64 0 0 0 164 0 1043 0 0 0 124 0 952 s s s s s 236 45 274 33 64 191 44 488 430 1003 312 1043 442 116 762 396 952 0 0 13.5 33 0 0 0 102 0 0 0 0 0 0 178 0 64 577 312 0 438 396 0 1j! I--( l_[C; y/ G P C- F F 12C-0sw 2A•2om 2A -tom 2A-2om 13A-2ocs 2A-2ov 12C-Osw 11DO- _ 16B•30ad-- - 2OP-191 22A -Id- 0.091 0.340 0.340 0.340 w w w w 2.56 9.55 9.55 9.55 5.65 9.55 2.56 10,96 0.90 1.40 27 79 2.32 20.15 20.69 21 02 4.29 30.33 1.42 11.0 1.73 488 6 12 15 353 16 455 1 1 1 1163 57 115 143 1904 156 1054 121 248 315 1446 496 304 212 2593 327 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 201 0.340 w w 337 0 144 16 0 0 0 0 225 128 0 722 156 548 496 0.091 0_399 0.032 0.050 0.989 n 233 18 1467 215 18 549 19.6 1319 658 3252 0 0 P 0 40 0 9 0 0 1467 0 0 0 0 0.70 0 00 468 999 468 117 0 1112 6 c) AED excursion 0 176 Envelope loss/gain 18873 16343 4086 2778 12 a) Inldtration b) Room ventilation 4425 0 1403 0 649 0 206 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 1825 4 920 0 Subtotal (lines 6 to 13) 23298 20952 47351 3904 14 Less external load Less transfer Redistribution Subtotal Duct bads 9°/, 19°/, 0 0 0 23298 2146 0 0 0 20952 4065 0% 0% 0 0 0 4735 0 0 0 0 3904 0 r Total room load Air required (clm) 2544325016 1160 1160 4735 216 3904 181 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017 -Nov -21 O 22.35 Righl-Suite® Universal 2017 17 0.23 RSU24011 Page t mmslerBGRN%Lol98ThornbrookeWeslminslerBGRN.rup Calc a MJ8 House laces: N 4 DEL --AIR Right -J® Worksheet Entire House DEL AIR HEATING 81 AIR 531 CODISCO WAY, SANFORD. FL 3277 1'PIrND407-8833 - 2665G Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area KITCHEN 11 5 11 9.3 It heat/cool 145 x 115 It 166.8 II= DINING 25.5 11 9.3 11 heat/cool 15.0 x 10.5 It 157.5 112 Ty Construction B,U lue F Or HTM BI f12) Area (112) or perimeter (11) Load BI h) Area (I12) or perimeter (11) Load Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 1113A-2ocs VN - fGG Vj! Ih_-GG 12C-Osw 2A-2om 2A•2om 2B -21m IOC -v 26-2oy 12C-Osw 2A-2om 213-21m _ ___ ---_ 13A-2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.340 0.340 0.201 0.340 0.340 0.091 0.340 0.340 0.201 0.340 0.580 0.081 0.340 0.201 0.340 0.580 n n n n n n n_ a a a a a a s s s s s 2.56 2.32 9.55 10.55 9.55 10.55 9.55 10.55 5.65 4.29 9.55 7.38 9.55 10.55 2.56 2.32 9.55 22.33 9:55 21.02 565 4.29 9.55 3033 16.30 _14 87 2.56 2.32 9.55 _ _ 258 5.65 4.29 9.55 12.12 1630 1487 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 419 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0----0---- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 98 0 0 0 0 0 0 0 98 0 0 0 0- 0- 0 0 0 552 0 0 G_ V I -C C 12C-Osw-- - 2A-2om _ 13A-2ocs 2A-2ov 2A-2ovd 0i0 426 0 1043 0 0 0 0 0 0 0 0 0 0 0 140 0 64 76 0 64 324 0 952 G It - G 12C-Osw 2A-2om 2A -tom 2A-2om 0.091 0.340 0.340 0.340 w w w w 2.56 2.32 9.55 20.15 955 20.69 9.55 _21.02 5.65 4.29 955 _3033 2.56 1.42 10.96 _ _11.88 0,90 1.73 1.40 - 0.70 27 7i -_ 0 00 0 0 0 0 107 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI C P L ---D 13A-2ocs 2A-2ov _ 12C-0sw 11 DO _ 1612_30ad _ -__ 2OP-191 2?A-Id_ 0.201 0.340 0.091 9.390. 0,932 0.050 0,989 w w_ 107 0 604 0 459 0 0 0 0 0 0 0 0 0 0 0 0 0 167 0 D 0 0 12 0 0 0 0 0 0 0 0--- 0 0-- 0 0 26 0 0 0 0 0 0 0 q-- F_ _ F Q 0- 0 320 0 0 15$ 0 709 0 6 c) AED excursion 74 89 Envelope losstgain 924 385 2730 1606 12 a) Infiltration b) Room ventilation 187 0 59 0 414 0 131 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 1200 1 230 0 Subtotal (lines 6 to 13) 1110 1644 3143 1967 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 0°/, 0% 0 0 0 1110 0 0 0 0 1644 0 0% 01% 0 0 0 3143 0 0 0 0 1967 0 Total room load Air required (clm) 1110 51 16443143 76 143 1967 91 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C -4.1- wrightsoft- 2017 -Nov -21 08:22:35 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 minsleyBGRN\Lol98ThornbrookeWesiminsterBGRN rup Calc - MJ8 House laces- N DEL --AIR Right -JO Worksheet Job: Lot98ThombrookeWestmin... 1fD m-AMc"1100 n Entire House Date: 06.04.14 DEL AIR HEATING & AIR By: BENTLEY CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.831.2665 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area LIVING 32.5 II 9.3 11 heal/cool 1.0 x 375.0 It 375.0 It2 UTILITY 75 It 9.3 1I heat/cool 6 5 x 7 5 It 48.8 112 Ty Construction number U -value BIuh/ft2-•F) Or HTM BI 112) Area (112) or perimeter (II) Load 81 h) Area (112) or perimeter (11) Load Bluh) Heal Cod Gross N/P/S Heat cod Gross N/P/S Heat Cool 6t2C-Osw 11 0.091 0.340 0.340 0.340 0.201 0.340 0_340n 0.091 0.340 0.340 0.201 0.340 0.580 n n n n n n a a a a a a 2.56 9.55 9.55 9 55 5.65 9.55 9.55- 2.56 9.55 9,55 5.65 955 16.30 2.56 9.55 5.65 9.55 16.30 5.32 1055 10.55 10.55 4.29 7.38 10 55 2.32 22.33 21.02 4.29 30.33 14.87 0 0 0 0 74 24 9 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G LI -_-GG yl y/ Vy L G- 2A-2om 2A-ZDm 2B -21m 13A-2ocs - - t0C-v 2A-2ov 12C-Osw 2A-2om 28-21m _ 13A-2ocs 2A-2ov 2A-2ovd 0 0 0 0 0 0 0 0_ 232 229 89 0 0 0 0 176 177 98 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 41 0 0 0 0 0 195 33 0 0 0 0 163 0 0 6-0 0 0 918 312 0---- 0 0 698 991 0 0 0 0 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A_2om - 13A-2ocs 2A-2ov 2A-2ovd 0.091 0.340 0.201 0.340 0.580 s s s s s 2.32 V 4.29 12.12 14.87 0 0 0 0 0 0 0 0 0 0 0 0 y/ 0 0 0 V/ I --G L- GG Vy tC_ PI _ F - F 12C-Osw 2A-2om 2A-2om 2A-2om 13A-2ocs A_2ov 12C-Osw 20P-191--- _ 22A_t01, 0.091 0.340 0.340 0.340 w w w w 2.56 9.55 9.55 9.55 5.65 955 2.56 1098 1.40 27.79 2.32 20.15 20.69 21.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70 0_ 0 0 0 0 70 0 60 0 0 8-- 0 0 0 0 394 0 0 0 0 0 299 0 0.201 0 340 w w 4.29 30.33 1.42 11138 0.70 0_00 33 0 33 0 184 0 140 0 0.091 0_390-n 0.050 0.989 172 91 0___-O 154 18 394 218 212_- 60 0 0 0 49 155 0 0 0 208 86 0 0 0 0 0 33 0 0 903 0 0--- 0 0 375 61 c) AED excursion 71 44 Envelope loss/gam 3458 2782 757 341 12 a) In1illralion b) Room ventilation 527 0 167 0 122 0 39 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 600 Subtotal (lines 6 to 13) 3986 2949 879 979 14 15 Less external load Less Iransler Redistribution Subtotal Duct loads 05/. 05/. 0 0 0 3986 1 0 0 0 0 2949 0 0o/6I0°/, 0 0 0 879 0 0 0 0 979 0 Total room load Air required (clm) 3986 182 2949 137 879 40 979 45 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed 1- wrightsoft' 2017 -Nov -21 08.22 35 4G ' TRighl-Su le® Universal 2017 17.0 23 RSU24011 Page 3 rninsterBGRNXLol98ThornbrookeWeslminslerBGRN.rup Calc = MJ8 House laces: N i DEL -AIR Right -J® Worksheet KAMM-= Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277111 hND4071On2665G Job: Lot98ThornbrookeWestmin... Date: 06.04.14 By: BENTLEY 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area POWDER 0 It 93 II heat/cool 7.5 x 3.5 It 26.3 W MASTER SUITE 38.0 It 8.0 11 heat/cool 1.0 x 230.8 It 230.8 112 Ty Construction number U -value Blull/ft2•'F) Or HTM BtulVll2 Area (112) or perimeter (11) Load BI h) Area (112) or perimeter (11) Load Btuh) Heat cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 11 G v G C IL ---(fa; T=_ yl - f--(i C C 2.56 2.32 9.55 10.55 9.55 10.55 9_55 10.55 5.65 4.29 9.55 7.38 9_55 10.55 2.56 232 9.55 22.33 21.02 5.65 4.29 9.55 30.33 16.30 14.87 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 0 0 0 0 0_ 0 0 0 0 0 0 0 80 0 0 0 0 0_ 116 45 0 0 0 0 0 0 0 0 0 0 80 0 0 0 0 0 71 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C•Osw 2A•2om 2A-2om 2B -21m _ _ 13A-20cs 10C•v 2A-2ov0.340 12C-Osw 2A-2om 2E -21m 19A-Yocs 2A•2ov 2A•2ovd _ 12C-Osw 2A•2om 13A•2ocs 2A•2ov 2A-2ovd 0.091 0.340 0.340 0.340 n n n 0.201 0.340 0.091 0.340 0.340 0.201 0.340 0.580 n n n PL_ a a e9_55 a a a 0 0 0 0 0 0 0 0 0 0 0__ 205 0 0 0 0 182 430 0 0 0 185 0 0 0 0 164 116 0 0 0 0.091 0.340 0.201 0.340 0.580 s s s s s 2.56 2.32 9.55 - -.2,58 5.65 4.29 9.55 12.12 16.30 14.87 0 0 0 Y ---GY ---G_ 12C-0sw 2A-2om 2A•2om 2A•2om 13A-2ocs 2A-2ov 0.091 0.340 0 340 0_340 0.201 0 340 w w w w w w 2.56 2.32 9.55 20.15 9.55 20.69 9_55 21 02 5.65 4.29 9.55 30.33 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 108 0 0 0 0 0_-_0 108 0 0 0 276 0 0 0 0 0 250 0 0 0 0 0 0 0 0 0 0 0 P LD C_-- F _ F_ 12C-Osw 11D0_- -- t6B_30ad_ 2OP-191 _- MA_Ipl- _ 0.091 23 0.032__ 0.050 0989 2.56 1.42 1Q, 11.68 0_90 1.73 1.40 0.70 27.79 __-0_00 0 0 0- 0 0-- 0__--_--0___-0 0___ 0--- 0 0 0---0 0 0 0 0 0 0 0 231----231---207 0 0 0 0 0 0 0 Q.----0 0 0- 0 398 0 0 0 26 6 c) AED excursion 1 69 Envelope loss/gain 0 1 1300 1183 12 a) Inliltration b) Room ventilation 0 0 0 0 530 0 168 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 25 1 230 0 Subtotal (Imes 6 to 13) 0 24 1830 1581 14 151 Less external load Less transfer Redistribution Subtotal Duct bads 0'/e 1 0°/, 0 0 0 0 1 0 0 0 0 24 0 239/6 1 43^/0 0 0 0 1830 416 0 0 0 1581 678 Total room load Air required (clm) 0 0 24 11 1 2246 1 102 2259 105 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsoft• 2017 -Nov -21 08:22 35 4CC.P. Right-Surle® Universal 2017 17.0 23 RSU24011 Page 4 minslerBGRN%L0198ThornbrookeWeslminslerBGRN.rup Calc = MJ8 House laces N RDEL--AIR Right -JO Worksheet NINI-AM`°"°"'°'° Entire House DEL AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY. SANFORD, FL 32771 hone: 407.831.2665 Job: Lot98ThornbrookeWestmin... Date: 06.04.14 By: BENTLEY 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MASTER BATH 9.5 It 8.0 II heal/cool 9.5 x 9.5 It 903 112 MASTER W.C. 3.5 It 8.0 It heat/cool 6.5 x 3.5 It 22.8 112 Ty Construction number U -valueBluNll2-'F) Or HTM BI 112) Area (112) or perimeter (It) Load BI h) Area (112) or perimeter (It) Load Bluh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 11 n n n n__9.55__ n n n a a e a a a 2.56 2.32 9.55 10.55 9.55 10.55 10.55_0 5.65 4.29 9.55 7.38 9_55 10_55 2.56 2.32 9.55 22.33 9.55 ?-192 5.65 4.29 9.55 30.33 1630 14.87 2.56 232 9.55 ---2 58 5.65 4 29 9.55 12.12 16.30 14.87 Vjl II---( CC 12C-Osw 2A-2om 2A-2om 2B -21m 0.091 0.340 0.340 0.340 0 .20 0.340 0.340 0.091 0.340 0.340 0.201 0.580 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 10C -v 2A -2w 0 0 0 0 0 0 0 0 00 6 0 0 0 0 0 0 0 0 0 0 GG' Vj/ I - LS 12C-Osw 2A-2om 2B -21m 0 0 0 0 0 0 0 0-- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A -2w0.340 2A-2wd 0 0 0 0 0 0 0 0 0 yl f 12C-Osw 2A -tom 0.091 0.34_0 s s_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A -2w 2A-2wd 0.201 0.340 0.580 s s s 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ C Lam(( 12C-Osw 2A -20m 2A-2om 2A-2om 0.091 0.340 0 340 0.340 0.201 0340 w w w w w w 2.56 2.32 9.55 20.15 9.55 20.69 9.55 21 02 5.65 4 29 9.55 3033 76 0 12 0 64 0 1 0 164 0 115 0 148 0 248 0 28 0 0 0 28 0 0 0 72 0 0 0 65 0 0 0 y/ L -G 13A-2ocs 2A-2cry 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L -D 12C-Osw 11 DO 0 091 0.390 0.032 0.050 0.989 n 2.56 1.42 10_96 _ 11_88 0.90 17 1.40 0.70 27.79 _0_00 0 0 90 0 0 0 0 90. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F 16B_30ad 2OP-191 _ 22A -Id 81 0 0 156 0 0 23 0 23 0 20 0 39 0 0F000 6 c) AED excursion 222 5 Envelope losstgain 359 774 92 99 12 a) Infiltration b) Room ventilation 133 0 42 0 49 0 15 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 610 13) 492 816 141 114 14 15 Less external load Less Iransler Reclislnbution Subtotal Duct loads 23% 43% 0 0 0 492 112 0 0 0 816 350 23% 43% 0 0 0 141 32 0 0 0 114 49 Total room load Air required (cfm) I 1 604128 1166 541 1 173 8 163 8 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsoft" 2017 -Nov -21 0822 35 gA Right -Suite® Universal 2017 17 0 23 RSU24011 Page 5 minsterBGRN\Lol98ThornbrookeWeslmpnsterBGRN rup Calc - M,18 House faces N DEL --AIR Right -JO Worksheet r"°'AN '° Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 3277(1',Pt1oneND407-8833 - 2665G Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY t 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area MASTER WIC 25.5 It 8.0 It heat/cool 15.0 x 10 5 It 157.5 112 OTB AND HALLWAY 36.0 It 80 It heat/cool 1.0 x 485.5 It 485.5 112 Ty Construction number U•value Bluh/112-*F) Or HTM BI 112) Area (112) or perimeter (11) Load BI h) Area (112) or perimeter (It) Load Stuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 11 Vjl -- IIF ------ G GG vjl SCG I -G y/ 12C-Osw- -- - 2A-2om 2A-2om 2B -21m t 3A-2ocs - tOC-v 2A-2ov 12C-Osw - - - 2A-2om 2B-2frn 13A-2ocs 2A-2ov 2A-2ovd 12C•Osw - - 2A-Zom- 13A-2ocs 2A•2ov 2A-2ovd 0.091 0.340 0.340 0.340 0.201 0.340 0 340 0.091 0.340 0.340__e_ 0.201 0.340 0.580 0.091 0.340 0.200 0.340 0.580 n n n nn n n _ a a a a e s 5--- s s s 2.56 9.55 9.55 9.55 5.65 9.55 9.55 2.56 9.55 9_55 5.65 9.55 16.30 2.56 9.55 5.65 9.55 16.30 2.32 10.55 10.55 10.55 4.29 7.38 10.55 2.32 22.33 21:02.-- 4.29 30.33 1487 2.32 2.58 29 122.12 14.87 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 64 0 0 9 0 0 0 55 0 0 0 0 0 0 141 0 0 86 0 0 0 353 0 287 0 0 0 0 0---- 0 0 0 127 0 0 95 0 0 0 320 0 631 0 0 0 0 0 0 0 0 84 0 0-- 0 0 0 84 0 0 0 0 0_ 215 0 0-- 0 0 0 195 0 0_ 0 0 0 278 0 168 0 30_ 0 0 0 0 0-- 138 0 2- 0 0 0 0 0- 0 0 0 120 0 0 0 0 120 0 307 0 0 0 0 0 0 0 0 0 0 0 0 0 V[- G12C- Osw Vj/- G P L C - F F 2A-2om 2A•2om 2A-2om 13A-2ocs 2A-2ov _ 12C-Osw 10 DO 1 6B_ 30ad 2OP-191 ZZA_Id_--- __---. -- 0.091 0.340 0 340 0.340 0.201 0.340 0.091 0.39910_96 0_032 0.050 0.989-__- w w w w w w 2.56 9.55 9.55 9.55 2.65 955 2.56 0.90 1.40 27.79---0.00 2.32 20.15 20.69 21.02 4.29 3033 1 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 56 0 0 15 41 0 0 1 105 0 0 1_43 95 0 0 315 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 486 30 0 0 437 42__-.-21 0 0 8881.73 0.70 158 0 158 0 142 0 272 0 486 30 6 c) AED excursion 37 113 Envelope losstgain 663 707 1593 2329 12 a) Infiltration b) Room ventilation 356 0 113 0 502 0 159 0 13 Internal gains- Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1019 820 2095 2489 14 15 Less external load Less transfer Redstribution Subtotal Duct bads 23% 43% 0 0 0 1019 232 0 0 0 820 351 23% 43% 0 0 0 2095 476 0 0 0 2489 1067 Total room load Air required (clm) 1251 57 1172 54 2572 117 3555 165 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. ACOA - Fk wrightsoft- Righl-SudeO Universal 2017 17 0 23 RSU24011 2017 -Nov -21 0 Page 5 minslerBGRN\Lo198ThornbrookeWeslminslerBGRN.rup Calc - MJ8 House laces N 1 DEL -AIR Right -J® Worksheet WAM0-AM` "°''° Entire House DEL AIR HEATING & AIR PNDITIONING 531 CODISCO WAY. SANFORD. FL 32771 hone: 407.831.2665 Job: Lot98ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name BATH 2 BED 4 2 Exposed wall 10.5 It 25.0 It 3 Room height 8.0 It heat/cool 8.0 It heat/cool 4 Room dimensions 5.5 x 10.5 It 10.5 x 14.5 It 5 Room area 57.8 112 152.3 02 Ty construction U -value Or HTM Area (112) c) AED excursion Load Area (112) Load 46 number Btuh/112-eF) 355 BI 119 or perimeter (II) 967 910 BI h) a) Infiltration b) Room venlitalion or perimeter (11) Btuh) 46 0 349 0 111 0 13 Internal gains. Occupants @ 230 Appliances/other Heat cod Gross N/P/S 0 Heal Cod Gross N/P/S Heal Cod 6 V(! 12C•0sw 14 151 0.091 n 2.56 0 0 0 502 114 2.32 0 439% 0 0 0 0 1020 437 0 Total room load Air required (clm) 0 84 616 28 69 176 1 160 1457 68 2A•20m 0.340 n 9.55 10.55 0 0 0 0 15 0 143 158 2A -20m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 II-GG 2B -21m 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 11 t3A-2ocs 0.201 n 5.65 4.29 0 0 0 0 0 0 0 6 G 1013-v 0 340 n 9.55 7.38 0 0 0 0 0 0 0 0 G 2A-2ov 0340 n 9_55 10_55 0 0 0 0 0 0 0 0 v 1213-0sw 0.091 a 2.56 2.32 0 0 0 0 0 0 0 0 1--13 2A -2o m 0.340 a 9.55 22.33 0 0 0 0 0 0 0 0 G 2B•21m - 0-340-e 9`r`- 21.02-- 0-- 0 0 0- 0------0 0 y1 13A-2-2ocs 0.201 a 5.65 4.29 0 0 0 0 0 0 0 0 1--{i 2A-2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0 t 2A•2ovd 0.580 a 16.30 14.87 0 0_ 0 0 0 0 0 0 T 12C-Osw 0.091 s 2.56 2.32 0 0 0 0 0 0 0 0 T -C 2A-2om 0.340 s 9.55 2.58 0 0 0 0 0 0 0 0 13A-2ocs 0.201 s 5.65 4.29 0 0 0 0 0 0 0 0 2A-'5 0. s 1A.n2 0 0 0 0 0 0 0 nOh-A i9. M El-2om 0.: 9.55 0. w I 9.551 0.15 2069 O2 6 I 70 1501 1201 1160 1106 2970 1-,I PISA-Zocs I u.zurt w 1 0.001 q Cbl ut ul ul ut vI ut vI vi Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed. wrightsoft- 2017 -Nov -21 08 22 35 ACCP. Right-Suile® Universal 2017 17.0 23 RSU24011 Page 7 minsierBGRN\Lol98ThornbrookeWesiminsterBGRN rup Calc = Mill House laces N 6 c) AED excursion 106 46 Envelope loss/gain 355 530 967 910 12 a) Infiltration b) Room venlitalion 147 0 46 0 349 0 111 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 502 576 1316 1020 14 151 Less external load Less Iransler Redistribution Subtotal Duct bads 23% 43% 0 0 0 502 114 0 0 0 576 247 231/6 439% 0 0 0 1316 299 0 0 0 1020 437 Total room load Air required (clm) 171 616 28 823 381 1 1615 74 1457 68 Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed. wrightsoft- 2017 -Nov -21 08 22 35 ACCP. Right-Suile® Universal 2017 17.0 23 RSU24011 Page 7 minsierBGRN\Lol98ThornbrookeWesiminsterBGRN rup Calc = Mill House laces N RDEL--AIR Right -JO Worksheet Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-831.2665 Job: Lo198ThombrookeWestmin... Date: 06.04.14 By: BENTLEY 1 Room name BED 3 BED 2 2 Exposedwall 27.0 If 6.011 3 Room height 8.0 It heal/cool 8.0 It heat/cool 4 Room dimensions 11.0 x 13.5 It 1.0 x 122.0 11 5 Room area 148.5 112 1220 112 9.55 Ty Construction U -value Or HTM Area (112) Load Area (112) Load number Bluh/ll"-'F) w Bluh/II2) or perimeter (11) Bluh) or perimeter (II) BI h) 0 0 0 0 0 Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heal Cod 9.55 21.02 0 0 0 0 0 0 0 0 6 VG 0.091 n 256 2.32 88 58 148 134 0 0 0 0 2A-2om2A-2om 0.340 n 9.55 1055 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.55 10.55 30 0 287 316 0 0 0 0 21m 0.340 n 9.55 1055 0 0 0 0 0 0 0 0 11VII 2B 13A-2ocs 0.201 n 5.5 4.29 0 0 0 0 0-0-0-- 484 0 867 12 1013-v 0.340 n 9.555 7.38 0 0 0 0 0 0 0 0 b) Room ventilation 2A-2ov 0.340 n 9.55 10.55 0 0 0 0 0 0 0 0 12C-Osw 0.091 a 2.56 2.32 108 108 276 250 48 33 84 76 0 2A-2om 0.340 a 9.55 22.33 0 0 0 0 15 0 143 335 28-21m 0.340 a 9.55 2102 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 e 5.65 4.29 0 0 0 0 0 0 0 0 0 2A-2ov 0.340 a 9.55 30.33 0 0 0 0 0 0 0 0 14 Subtotal 2A-2ovd 0.580a 1481 16.30 14.87 0 0 0 0 0 0 0 0 231% Vy 1213.0sw 0.091 5 2.56 2.32 0 0 0 0 0 0 0 0 1818 f 2A-2om 0.340 s 955 2.58 0 0 0 0 0 0 0 0 78 13A-2ocs 0 201 s 5.65 4.29 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 955 12.12 0 0 0 0 0 0 0 0 9e.%-14 n rare la 1A le A7 n n n n n n n n Ivy 1 13A-ZOCS 1 weulI w I b.bbl 4.zal ul ul ul ul ul 01 ul ul 12C-Osw 0.091 w 2.56 2.32 20 20 51 46 0 0 0 0FG2A•2omI 0.340 w 9.55 20.15 0 0 0 0 0 0 0 0 2A 20MM 0.340 w 9.55 20.69 0 0 0 0 0 0 0 0 2A. 0.340 w 9.55 21.02 0 0 0 0 0 0 0 0 Ivy 1 13A-ZOCS 1 weulI w I b.bbl 4.zal ul ul ul ul ul 01 ul ul Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsotFt" Righl-Su4e4D Universal 2017 17 0 23 RSU24011 2017 -Nov -21 08:22:35 age8 monsierBGRN\Lol98ThornbrookeWesiminsterBGRN rup Calc - MJ8 House laces N 6 c) AED excursion 53 172 Envelopeloss/gain 1104 1054 484 867 12 a) Infiltration 377 120 84 27 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) 1481 1174 568 893 Less external load 0 0 0 0 Less transfer 0 0 0 0 Rerkslribulion 0 0 0 0 14 Subtotal 1481 1174 568 893 15 Duct loads 231% 43% 337 503 235/6 43'/0 129 383 Total room load 1818 1677 697 1276 Air required (clm) 83 78 32 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsotFt" Righl-Su4e4D Universal 2017 17 0 23 RSU24011 2017 -Nov -21 08:22:35 age8 monsierBGRN\Lol98ThornbrookeWesiminsterBGRN rup Calc - MJ8 House laces N Job: DEL --AIR Duct System Summary Date: Lot98ThornbrookeWest... 06.04.14 n"s"t"OOND N010 Entire House By: BENTLEY Actual Ln (ft) DEL AIR HEATING & AIR CONDITIONING Trunk BATH 2 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.831.2665 For: TAYLOR MORRISON WESTMINISTER External static pressure Pressurelosses 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 0.183 in/100ft 1160 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.183 in/1001t 1160 cfm 131 it Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 c 823 28 38 0.218 4.0 Ox 0 VIFx 25.1 85.0 sit BED 2 c 1276 32 59 0.216 6.0 Ox 0 VIFx 26.1 85.0 SO BED 3 h 1818 83 78 0.204 6.0 Ox 0 VIFx 32.8 85.0 sit BED 4 h 1615 74 68 0.211 6.0 Ox 0 VIFx 28.7 85.0 sit DINING h 3143 143 91 0.201 7.0 Ox 0 VIFx 24.1 95.0 s12 FAMILY RM h 4735 216 181 0.191 8.0 Ox 0 VIFx 30.3 95.0 s12 KITCHEN c 1644 51 76 0.199 6.0 Ox 0 VIFx 25.7 95.0 st2 LIVING h 3986 182 137 0.201 8.0 Ox 0 VIFx 24.4 95.0 s12 MASTER BATH c 1166 28 54 0.308 4.0 Ox 0 VIFx 7.8 70.0 MASTER SUITE c 2259 102 105 0.289 7.0 Ox 0 VIFx 13.0 70.0 MASTER W C. h 173 8 8 0.321 4.0 Ox 0 VIFx 4.7 70.0 MASTER WIC h 1251 57 54 0.276 5.0 Oxo VIFx 16.8 70.0 OTB AND HALLWAY c 3555 117 165 0.285 7.0 Ox 0 VIFx 14.1 70.0 POWDER c 24 0 1 0.193 4.0 Ox 0 VIFx 29.1 95.0 st2 UTILITY c 979 40 45 0.183 4.0 Ox 0 VIFx 36.0 95.0 s12 wrightsoft' Righl.Suite® Universal 2017 17.0.23 RSU24011 14CCA..minsierBGRN\Lol98ThornbrookeWesiminsierBGRN.rup Calc = MJ8 House laces 2017 -Nov -21 08.22.36 Page 1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cf m) cfm) FR fpm) in) in) Material Trunk sit Peak AVF 216 243 0.204 445 10.0 0 x 0 VinlFlx st2 Peak AVF 632 532 0.183 591 14.0 0 x 0 VinlFlx wrightsoft' Righl.Suite® Universal 2017 17.0.23 RSU24011 14CCA..minsierBGRN\Lol98ThornbrookeWesiminsierBGRN.rup Calc = MJ8 House laces 2017 -Nov -21 08.22.36 Page 1 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 Mail Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx Wi2017- Nov-21 08 22:36 lhtsoft' A 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 2 mmslerBGRN\Lol98ThornbrookeWeslmmslerBGRN rup Catc = MJ8 House laces N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot98ThornbrookeWestminsterBGRN Budder Name. TAYLOR MORRISON Street. Permit Office - City, State, Zip: FL, Permit Number. Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/23/2017 1245 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst-case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) D Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 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 2/23/2017 12:44:40 PM Page 1 0( 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot98ThornbrookeWestminsterBGRN Builder Name TAYLOR MORRISON Street: Permit Office: City, Stale, Zip- FL, Permit Number - Design Location- FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2197 sq.ft Cond. Volume 18675 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: — n: _ R: CFM(50): — ---- Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I ELA: EgLA: -- ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope During testing: 1 Exterior windows and doors, fireplace and stove doors shall be closed, but not 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 lest, 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: THE STc- I urr ,''' • `, 3` O Qc" oW ! 0 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1 1 and R402.4.1.2 The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity 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 lest 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, backdraff and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3 Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S 2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2 0 cfm (0 944 Us) when tested in accordance with ASTM E 283 at a 1 57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heal pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)NII 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 lightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test- Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9 29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feel (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. 2/23/2017 1245 PM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) Q R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 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 heal 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 Y. inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide healing 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. 0 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 healing equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302 1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1 15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403 6 1 O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or healing equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on-off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -Tired pool and spa heaters. All gas- and oil -fired pool and space healers 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 verity 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. 2/23/2017 12:45 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 42X42 A/C SLAB BY BLDR MIN r---. 2' FROM WALLi A/CPAD M, 1 1 FAMILY ROOM1 . ru-• I•eR w 1 r-r.l.•• II 14.Iwllo 11.8 I.cd180 air 1 I 12.6II. 9Ud r 1 I v arae 1.9 DINING}f¢ c I 1..• ___ __ _____ 7' sr • la fN ie.B I we I.ctl'40 i411a le.n ie Ixi7I2 !« _ - _ _ J Y 14.8 s. auo i 1 1111eVII I A WING ' iilv rrm 1• d 8.4 I.c ; ' 1 I I e aauowsa. 1>. em.lamiaa«r s4 • '} +ta4laauwe 61 1 nt y ' I EI I 4e sleef/awse.tl s 61 1 dryer .oa GOO spssaos1>etAA— reluo 3' both duct to ll cap w/fon a m..lalr ENMY Nutone 696RNBGARAGE 4r 1 .-.• n,! n is-rm.r V Vm .`.p OYm r-.• RI .1 1L- Y.'A.YOROOY. t Yl<•DOIUIp• IS. I.II 1a• GYM i1.1/s N d DSI M b. W 14 Lei 1A,L11 AG V.f fJ• I 1 a1I s1O II iaA I 1 I 1 I INOeIDpAY• 1 Q 1 r« LrYOV! IMTOIRID IEGF/O' ri1.i. , W 10Ye0• a i. i9 3' both duct to roof cap w/fan Nutone 696RNB io• 41.r HOTS To BUILDERMST rROVloc umcsraarc0 1 RSINCHUNDERCUTBELOVDOTO HA81TA8LE ROOKS0011..0 Transfer ducts/ONIs shed ti canal nAN iLpOR . Ith narltla Resl`=sl 8u0ap Cede•N1602.4 Is"PF.Ra I hslsnced return et-. r014L LhttO I C%CEOTIOlG 1-3 aARAr LANAIENR' rm 6o er MAIN FLOOR PLAN UPPER Must hove a nlNnun clearance of 4 Inches around the air handler per the St,2 pp nerpy code. All duct hos an r=6 Insulation value. WE CLILd W CLI Y ON O f 1—/ C7 Z W f1 /. Ml. f.. W yV O U',Z J J Q' 00 Cr i-- C:) z Q W C7 2 Q Ltl i-- CO Rating zo Co R PLAN NO w•• > o a Co z a GARAGE J O =)Q m 0_ J In K 0 0 DESCRIPTION AS FURNISHED: Lot 98, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Moriely Yopor; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding NARCISSUS AVENUE (R/W REC. 1/2" I.R. N 89058'38" E NO 1. D. 40. 00 PRM) 120.00 p,y Aj c 10' LANDSCAP WALL. 9 'e FENCE dE UTIL. ESMT. DO 6' CONC WALL 34.47' 34.47' LOT 198 3.0'x3.0' AC PAD VARIES) REC. 1/2" I.R. NO I.D. O Q PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS r'—= PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.4' PROPOSED GRADE PER CONSTRUCTION PLAN0: RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W 2 ` 2t'D dZost P -A LOT 99 LUT = 4,800 15.0 15.0' 5.00' 998 SO. F). GARAGE = o COV'D. c SO./7. ENTRY - 53 SOFT CONE. 150 50. FT. BREEZEWAY= 5.00' 15.0' DRIVEWAY = 40,3 W A/C PAD = 9 50 rT. W N Q SO F'i TWO STORY 45.7 CN? Q p 2.19.7 RESIDENCE SOD = Q T,. r - SIDEWALK = F.F.= 25.49' SO FI LOT 97 Q Q SOD - 2,736 SO FT O Q o C\2 o C/B • CONCRETE ROCK SCALE I--- I- 20'----4 1 DRAWN BY: ••' P.C. • POINT or CURVATURE rrQ GO l 5.00, 8.0' CERTIFIED aY: OAFS ORDER No. COV'D. CONC. PLtADIUSOTPLAN02-28-17 795-17 D DELTA 0 REVISED PLOT PLAN 05-3I-17 C.B. cin DCARUHG of FORMBOARD iOUNOATION/ELEVS. 08-J1-17 J758-17 BRICK 22.0' 5.00' NORTH FINAL/ELEVS. 03-21-18 WALK 16' THIS BUILDING/PROPERTY DOES. NOT UE WITHIN OL BRICK THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER FIRM• TOM . VSENMR.L.S. / 4714JRS 1 25.20' DR. 25.20 JAMESW SCOTT / 4801 10' UTIL. ESMT. 0.3OFF5R.REC. OFFREC. 1/24' CONEWALK 1/2" I.R. NO I.D. NO I.O. B.B.)N 89058'38" E 40.00' O Q PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS r'—= PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 25.4' PROPOSED GRADE PER CONSTRUCTION PLAN0: RED ROSE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W 2 ` 2t'D dZost P -A LOT 99 LUT = 4,800 50 Fr. LIVING = 998 SO. F). GARAGE = 510 SO./7. ENTRY - 53 SOFT LANAI - 150 50. FT. BREEZEWAY= N/A SO. FT. DRIVEWAY = 40,3 SO FT. A/C PAD = 9 50 rT. WALKWAY = 71 SO F'i IMPERVIOUS= 45.7 SIDE CORNER IO' 2.19.7 lz, r: SOD = J r,IL; T,. r - CRUSEYVNE,M?—SCOTT ASSOC, INC. — LAND SURVT'YO.RRSH R/W = 440 so. r-'. P . PLAT Pal• • POINT ON LIE[ APRON = 1 )0 SO. F I BUILDING SETBACKS: IA. •IRON ROD SIDEWALK = 200 SO F7 FRONT = 25' 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGTHTVRE AND ORICIINL RAISED SEAL DOS SURVEY MAP OR CORES ARE NOT VALID. SOD = 130 SO FT TOTAL AREAS_ CALL. • CALCULATED EASEMENTS THAT AFFECT THIS PNOPERTY. REAR 15' PCRRAIENT REFERENCE MOM1KENi AREA = 5.240 SO. FT. SIDE = 5.0' PROPOSED INFORMATION SHOWN SIDE CORNER IO' BASED ON SUPPLIED PLAN DRIVEWAY = 513 S0.171 7. BEARINGS ARC BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BLARING (B.B) AND/OR INSTRUCTIONS PER SIDEWALK = 271 SO FI CLIENT NOT FIELD VERIFIED SOD - 2,736 SO FT VDrE. • VOOD rENCE CRUSEYVNE,M?—SCOTT ASSOC, INC. — LAND SURVT'YO.RRSH LEGEND - LCGCND - 5400 E. COLONIAL DR. ORLANDO, Fl. 32807 (407)-277-3232 FAX (407)-658-1436 P . PLAT Pal• • POINT ON LIE[ r • rIELI I.P. •IRON PIPE IYP. • TYPICAL PAf- • POIHT OF RCVERSC CURVATURE 1. ME UNDERSIGNED DOES HEREBY CERTIFY TINT THIS SURVEY HERS INE STANDARDS OF PRACTICE SET rORTH BY THE FLORIDA BOARD Or IA. •IRON ROD f- • POINT or COMPOUND CURVATURE PROrESSRONAI.•SURVLYORS AND YAPPERS W CHAPTER 3J -T7 FLORIDA ADMINISTR MT CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES CA CONCRETE M OMKCNT RAO. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGTHTVRE AND ORICIINL RAISED SEAL DOS SURVEY MAP OR CORES ARE NOT VALID. SCT IR. • 1/2' IR •/ILII 4396 RCC. NA. • NON -RADIAL V.P. VITHESS POINTORJ. THIS SURVEY WAS PREPARED FROM 1RtE INFORMATION FURNISHED TO ME SURVEYOR. THERE MAY BE OTHER RCSTWCTIONS RECOVERED P -0.D. • POINT or CALL. • CALCULATED EASEMENTS THAT AFFECT THIS PNOPERTY. DINT COWWCNCCKCNT COMMENCEMENT PCRRAIENT REFERENCE MOM1KENi 4. NO UNDERGROUND ILIPROVEMERTS HAVE BEEN LOCATED UNLESS OTTO MISE SHOWN. 41t • CCNTCRLINELI FrFf. • rINISNCD FLOOR CLEVAitUH 3, T/145 SVR1iY R PREPARED FOR TIME SOIL BENVIT W THOSE CERTIFIED TO AND SIOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. NLD NAIL t DISK RSL BUILDING SETBACK LIKE a DIMENSIONS SHOWN FOR ME LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARI• LINES. R^' • RIGHT-Or-VAY CSMT. EASCHCNT DA • BCHCIONRK RR •BASE DEARING 7. BEARINGS ARC BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BLARING (B.B) DRAIN. DRAINAGE ELEVATIONS IF SHOWN, ARE BASED ON N4170941. GEODETIC DATUM OF 1020. UNLESS OTHERWISE NOTED. UTIL. •UTILITY 0. CERTIFICATE OF AUTHOWIAl10N Np 430D. ELJFC. CHAIN LINK rENCE VDrE. • VOOD rENCE C/B • CONCRETE ROCK SCALE I--- I- 20'----4 1 DRAWN BY: ••' P.C. • POINT or CURVATURE P.O. • PoINT or TANGENCY I CERTIFIED aY: OAFS ORDER No. DESC. • DESCRIPTION R . ARC LENGTH PLtADIUSOTPLAN02-28-17 795-17 D DELTA REVISED PLOT PLAN 05-3I-17 C.B. cin DCARUHG FORMBOARD iOUNOATION/ELEVS. 08-J1-17 J758-17 NORTH FINAL/ELEVS. 03-21-18 1375-18 THIS BUILDING/PROPERTY DOES. NOT UE WITHIN OL THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER FIRM• TOM . VSENMR.L.S. / 4714JRSZONE -X- MAP / 12117C 0055 F. JAMESW SCOTT / 4801