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HomeMy WebLinkAbout411 Rocky Grove Ln 17-1905; NEW SFHCOUNTY OF SEMINOLE 9IMPACTFEESTATEMENT q STATEMENT NUMBER: 17100004 DATE: July 06, 2017 1*7- 1gAS BUILDING APPLICATION #: 17-10000426 BUILDING PERMIT NUMBER: 17-10000426 UNIT ADDRESS: ROCKY GROVE LN 411 21-19-30-510-0000-0930 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: 411 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 93 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Housing 00 1.000 dwl unit 00FISinRESCUEmily 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE Housing ORD 5,000.00 1.000 dwl unit 5,000.00 PARKS N/ 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 0001, 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY dWNEA AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THt 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 REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE 1'OP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • ` '1 QO Documented Construction Value: $ ,1010 Job Address: me, L4 m, Historic District: Yes No Parcel ID: 27-19-30-510-0000-Oq3 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use[]. Move Description of Work: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: 407-257-6940 City, State Zip: MAITLAND FL 32751 State License No.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: Fax: E-mail: Mortgage Lender: N/A Address: CBC1257462 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 o f a}p plication and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 W.!/ ^ 3 Permit Application S — a5 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. tP signatu f owner/Agent Date Signa a of Contractor/Agin Dd, TAYLOR MORRI ORIDA INC JOHN AS& MIGHT Print Owner/Agent's N Print C 's Name Signature of No to of Florida a Si atu -State of Florida D e r auD. A. CLARK MY COMMISSION f FF 209108D. A. tOB My COMMISSION 0 FF 209 EXPIRES: June 27.2019 EX IRES: June V 2019 d. e1 Banded 1nN 90pt Hour/ Sanicnd Owner/Agent is ally, *%V or Contractor/Agent is YES Personally Known to Me or Produced ID N/A "`t'40e of ID Produced ID WA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Z Electrical Q Mechanical R Plumbing® Gas Roof Construction Type: Occupancy Use: 7-3 Flood Zone: I.L5 t r^y% WI '(T/KH Total Sq Ft of Bldg: ffIZ 9 Min. Occupancy Load: Z -- # of Stories: 2- v75 New Construction: Electric - # of Amps 2 ero Plumbing - # of Fixtures 25 Fire Sprinkler Permit: Yes No (0 # of Heads Fire Alarm Permit: Yes No Z APPROVALS: ZONING: L UTILITIES: -awl WASTE WATER: ENGINEERING: tM'(C. FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 50`/o imp. BUILDING: 5F 7'31-t7 Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 11- vk o 5 BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address_ " \ % acm-%i ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 01 "Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Parcel I D Number: aF 19-30-tJ 1fl-0000-0 93 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:LERI; OF CIRCUIT COURT 6 COMPTROLLERBY, 649 P9 72 (1F'ss ) CLERK'S Ar 2017069111 RECORDED 07/07/2017 03:24:55 PM REC:CINI;(NG FEES $10.00 RECORDED BY hdevove 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. I . Description of property : LOT Legal Description : Thornbrooke Phase ,according to the plat thereof, as recorded in Plat Bookp/ Pag 6 of the public records of Seminole County, Florida. Addresses : ll Q a Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 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(I)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : b Signature of Owner's Agent : /1— ennAsa Wright alor Morrison of Florida 1 Sworn to and subscribed before me this by John Asa Wright who is o ly known to me. Notary Public DA Clark My Commi ion expires: 6/27/19 Seri o. 0 108 AND (0 SEMINO I RIDl1 DEPU CL IA.0 Nota ignature: &ry 1dt7 e"' . 0 7 2017 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: 411 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0930 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O 'FIC•IA USE ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: 0 floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1905 Reviewed by: Michael Cash, CFM Date: June 29, 2017 tr-)),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 Department of Planning & Development Services nfor 300 North Park Avenue. Sanford, Florida 32771vwwaanfordn.gov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. 7NjW Wdj Or 3 rm..eani, -1Call- retmeyoudla 1. Project Location/Address: 2. Proposed Activity: Vr Driveway ' Walkway M Other: 3. Schedule of Work: Start Date d Coomplpletion Date Emergency Repairs 4. Brief Description of Work: AMIkC; Y AM A4 09 Maintenance Responsibilitieslindemnifrcation The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installatWiimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater faotlides, 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. It necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its counalpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, Indirect or consequential), or Injury of any nature whatsoever to person or property, and the costs and expenses Incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and free to pay all city fees related to this application as required by the city's adopted Fee Resolution Signature: Date: CO_Oxr! _% 2 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: 0. 40 5ep[emoer [uiu ROW Use Odve"y.pdf taylor morrison 0000 MOT.. ITIOIIb 0 Y TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 327S3 June1 , 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% 411 kDou C-1 YUVI, LA This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and 5. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 andS for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WI ESSES: Signature eecx2ec— Al r'o P 'n ed Name xl c._ Signature Printed Name Owner j Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day of , 2017 y Brian Brunhofer as President for Taylor Morrison of Florid Inc. who is personally known to me. P&"MSi Notary Public Sta FI da Print Name:i mission Expires: y ; z°/7 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method T,homb Project Nam_ Q: I / ee,,/IIIAGI.W` 4*4t' Builder Name: Taylor rrjson Hpmes V 0C4 1 -I$, Permit Office: • City, State, Zip: FL, S4N- l Permit Number. Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3543.6 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1762.50 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1561.80 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 219.33 ft' 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (2007.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2007.00 ft' 6. Conditioned floor area above grade (ft') 3422 b. N/A R= ft' c. R= Conditioned floor area below grade (ft') 0 11.Ouctcts R ft' ft 7. Windows(580.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 348 a. U-Factor. Dbl, U=0.34 452.89 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 336.4 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 b. Central Unit 25.2 SEER:16.00 25.2 SEER:16.00 c. U-Factor. N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.140 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3422.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1740.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1428.00 ft' None c. other (see details) R= 254.00 ft' 15. Credits Pstat Area: 0.170 Total Proposed Modified Loads: 90.03 PASSGlass/Floor Total Baseline Loads: 96.37 I hereby certify that the plans and specifications covered by Review of the plans and HE STg7, this calculation are in compliance with the Florida Energy specifications covered by this N+04, Code. - calculation indicates compliance yam,,, with the Florida Energy Code. urin c., ,s= .3 , PREPARED BY: yi R4.` Before construction is completed is , DATE: 3/10/1] this building will be inspected for V t a compliance with Section 553.908 a o 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. OWE OWNER/AGENT: BUILDING OFFICIAL: DATE: e<y ' a (- /? DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report In accordance with R402.4.1.2. 3/10/2017 4:23 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 Revision Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # ' Submittal Date Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: NP/Building Plumbing 11 1Electrical ICJ Mechanical Life Safety Waste Water Fax: General description of revision: MIJJ /-q q da- a LT 11-i ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building 1-31-11 CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD,, FLORIDA 32772 PHONE: 407.688.SiS0 FAX: 407.688.SiS2 PLAN REVIEW COMMENTS Application Number: 17-1905 Date: 07/14/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: daphneclarkinc(a)ctl.rr.com Project Description: New Single Family Home Job Address: 411 Rocky Grove Lane (Lot 93) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: 1. Missing complete Product Approval package FBC 107 2. Missing Plumbing DWV Riser FBC 107 No Review Conducted** Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorey Qsan ford fl.gov . Respectfully, Steve Fiorey Residential Plans Examiner CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD FLORIDA 32772 PHONE: 407.688.5150 FAx: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 17-1905 Date: 07/14/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: danhneclarkincQcfl.rr.com Project Description: New Single Family Home Job Address: 411 Rocky Grove Lane (Lot 93) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: 1. Missing complete Product Approval package FBC 107 2. Missing Plumbing DWV Riser FBC 107 No Review Conducted** Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorey_@sanfordfl.gov . Respectfully, Steve Fiorey Residential Plans Examiner DESCRIPTION AS FURNISHED: Lot 93, THORNBROOKE PHASE:.4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. 8(' 1'j- M'Sj PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZONIN134 DATERECORDCOPY THORNBROOKE PHASE 1 Ok to construct single family homePLATBOOK79, PACES 3-7) with setbacks and impervious area S 00010' 44" E shown on plan. 50.00' LOT 93 3.5 xJ.5' AC (2-1TYP.) 25.80' 25.80 LJ 30.3' 5.50' 6.0 sgyoLANAI '• 5.00' e 0.16.2 5.5 5.00' 8' RE ESS FOR , POCKET SLIDER PROPOSED RESIDENCE to MODEL: EDEN 1I1 CLASSIC -A o 2 CAR GARAGE LEFT p. O LOT 92 CSLOT 94 001 00 COV'D. ENTRY 00 i. rn 13.3' 5.00' N PAVER 20.7' WALK 5.00' 16, PAVER DRIVE 25.20' 25.20' 10' unL. ESMT. 1/4 43.15 P.C. 5' CONC. WALK 3' FLARES ON LOT CULA71ONS: CUR LOT - 6.000 SO.FT. LA-47so:F(B.B.)S 00°10'44" E 4GARAGE r. 50.00' CRY - 34 SO.FT. LANAI - 273 SOFT. BREEZEWAY- N/A SOFT. ROCKY GROVE LANE DRAY - 403 SOFT. A/C PAD At 24 SOFT. 50' RIW) TRACT I WALKWAY - 76 SOFT. IMPERVIOUS- 50.0 XUTILITY & ACCESS R/W - 2.999 SO.FT. aG O SOD - 3 001 SOFT. LOT0OFF AREA N R/1L' = 550 SOFT. Q PROPOSED - FINISHED SPOT GRADE ELEVATIONAPRON 110 SOFT. ONLY- PER DRAINAGE PLANS BUILDING sETMW. *PLOT PLAN SIDEWALK - 250 SOFT. V'- PROPOSED DRAINAGE FLOW 190 SOFT. FRONT - 25' (NOT A SURVEY) 9LOTGRADINGTYPEA • PROPOSED F.F. PER PLANS - 24.8' REAR AA15' SIDE - 5.0' PROPOSED INFORMATION SHOWN AREADRIVEWAY - 6,550 SOFT. D ON SUPPLIED PROPOSED GRADEPROPOSEDGRADE PER CONSTRUCTION PLAN +t PLAN 513 SO.FT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK - 326 CLIENT NOT FIELD VERIFIED SOD 3,191 SOFT. CRUISENM.E'YER-SCOTT & ASSOC, INC. - LAND SURVEYORS LEGEND - LEGEND - PUTF : TV. 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 MO : TYPICALL - P. . TV. PRG • POINT Or ROVERS[ CCURVATUREROD A06 • POINT tp rD]POIMD CIRIVAIIDK Norm- 1. INE UNDERSIQMED DOES NOM CDFW ANT ITOS SURYFY MEETS THE STANGWW OF PRACTICE SET FORM or THE FLDMOA MM OF C MIMIC SE • 1/2, L Tf /OLD"ONL4MT NA0. • RADIAL W. A79i N' StMo0RS AND MWPM IN CTNPIER TJ-17 FLORIN AOMIMSTNIM V CODE PURSYANr M SWnON 472.427. FLORIN SrARX3 8 UNLESS EMBQSSED NAN SUR EYORY STOI nw AND ON 44L RAISED SEAL AOS ETRWV MAP OR OWOM ARE NOT VAUQ R : RE RECOVERED : WITNESS MWr PAL • POINT Or KODRNNO CALL. • CALCULATED S. TITS SURKY WAS PROWED TROY TIRE YOORIWION Afth% E0 TO DC STNfVEYOR. MERE WY Or OMER R67R ra" OR fASO1ENTT MIT ER AFTMPROPOM.. COMMENCEMENT . POINT orCOMMENCEMENTNCNTPAPL • PCRNAIQIT REFEREMCC NWARER t r1r. rINISNEa 4, NO UNDERGROUND DAMMUENTS HAVE BEEN LOCATED UNLESS OWS MLSE SHOWN. CENTERLDE . FLOOR ELEVATION NO. D • MALL L DISK O SMACK LINE MIT SURWY IS PRO'ARfI) POR Mf SOLE BEPOW OF DIOW COMFIM TD AND SHOULD NOTW ROJEO UPON UVANY OMER EMTTY. RN . M SA SEN00 VAT LIKNCIDII. Owifts0NT SHORN M* INC LOeAnoN Or WPR01'OIENIS HLREDN Shuw Nor of USED TO REODewrAcr OOUNDURr LIM L D. L :DALE DCARUNU EASEMENT AR7OEARG M , WED ASSUMED OATUII AND ON THE LINE SHOWN AS ILLSE BEARING (D.D.) MAIN. DR UrIL. • UTILITY 4 ILMIJON& R' SHOW ARE RUM ON NADONC MOM OLTUM OF 1D2UL UNlln OMfJI'MITf NOTM CLA. • CHAIN LINK FENCE D. COMIGTE Of AU HWOMIION Me. 4500. vOrt. • WOOD rEMCE C/D • CONCRETE DLOCK P.C. POINT Or CURVATUK SCALE 1- 1- 20'-----4 1 ORAWN BY: ••• P. P.T. • POINT Or TANGENCY ESC. O• DESCRIPTIONCERTIFLCP BY.• DATE ORDER No. R •RADIUS L • ARC LCWTM PLOT PLAN 03-10-17 1058-17 D • DELTA C CNORD LENSED PLOT PLAN 03-31-2017 C.L CHORD DEARING NORTH THIS BUILO/ NG/PROPERTY OOES.NOT LIE W11HIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' 1RUSENM R.L.S. j 4714 ZONE C MAP j 12117E 0o3S F. JAMES W. SCOTT, .LS j 4801 t- 2'''r11L I I MASTER I BATH i UA u-y . 777 BATH 2 HT lr-T I- TAYLOR MORRISON HOMES THORNBROOKE S.F. HOUSE TYPE EDEN III _-.. LOT 93 SECOND FLOOR. - I - I --II - I i -- I ' - 1..- BATH I - 3 I-- I-- •• -;- 3" WASTE LINE FRO2fVD FLOOR MTERMINATING TO THE 1ST FLOOR r- I- r L_ r- T I _.L 1__ . _r J= C. i i I ; i z' ; --1 Vol RECORD COPY p p iffe 'Z oELEGIF' La vEviceiAc. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP HOME OWNER Taylor Morrison Homes HOUSE PLAN Eden III 3422 2 1 1 1 1 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 10266 VA 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA LAUNDRY CIRCUIT AT 1 7 - 1 go 51500 VA RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 8000 VA WATER HEATER 4500 VA DISHWASHER SANFORD 1200 VA CLOTHES DRYER o A , 5000 VA DISPOSAL (1/3 HP) ART'° 250 VA FIRST 10 KVA OF GENERAL LOAD AT 100% VA VA SUBTOTAL OF GENERAL LOAD 33716 VA 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23716 VA x . 4 9486 VA TOTAL NET GENERAL LOAD 19486 VA 4 TON HEAT PUMP #1 28 AMP X 240 VA = 6720 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19486 VA NET TOTAL HEAT 20930 VA TOTALLOAD 40416 VA CALCULATED LOAD FOR SERVICE 40416 VA / 240 V= 168.40 AMP 200 AMP SERVICE Lumber design viald9sv a ig accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0093 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0093 Model: Eden III A Lot/Block: 93 Subdivision: Thonbrooke 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 98 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 I No. I Seal# I Truss Name_ Date i 1 I T10738586 1 C1A 3/27/17 118 1 T10738603 1 F62 3/27/17 12 1 T1 0738587 1 C1 B 13/27/17 119 1 T107386041 FG3 13/27/17 13 1 T10738588 I C2A 13/27/17 120 1 T107386051 FG4 13/27/17 I 14 1 T1 0738589 1 C3A 13/27/17 I21 1 T1 0738606 1 FG5 13/27/17 1 15 1 T107385901 C38 13/27/17 122 I T10738607 I FT1 13/27/17 6 1 T10738591 C5A 3/27/17 23 IT10738608IFT2 3/27/17 7 1 T10738592 1 C5B 3/27/17 24 1 T10738609 FT3 3/27/17 18 1 T107385931 CJ1 13/27/17 _125 1 T107386101 FT4 13/27/17 19 1 T1 0738594 1 CJ2 13/27/17 126 I T10738611 I FT5 13/27/17 1 110 I T107385951 CJ3 13/27/17 127 I T10738612 I FT6 1 3/27/17 I Ill I T107385961 CJ4 13/27/17 128 I T10738613 I FT7 13/27/17 1 112 1 T107385971 CJ5 13/27/17 129 1 T107386141 FT8 13/27/17 1 113 1 T107385981 E7A 13/27/17 130 1 T107386151 FT9 13/27/17 I 114 I T10738599 EJ1 1 3/27/17 131 I T10738616 I FT10 13/27/17 I 15 IT10738600JEJ5 3/27/17 32 IT10738617IFT11 3/27/17 16 IT10738601JEJ7 3/27/17 133 IT10738618IFT12 3/27/17 117 I T107386021 FG1 13/27/17 134 I T10738619 I FT13 13/27/17 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. GENS 'ti'L'. F•' ' No 9 10 •' P: • STATE OF : / i ' N i S ON A E Walter P. Rnn PE No.22639 Wak USA, Inc. Fl. Cert 6634 6904 Parka East Blvd. Tampa Ft. 33610 Date: March 27,2017 Finn, Walter 1 of 2 RE: TB0093 - Site Information: Customer Info: Taylor Morrison Project Name: TB0093 Model: Eden III A Lot/Block: 93 Subdivision: Thonbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name I Date No. 178 I Seal# I Truss Name I Date 35 IT10738620IFT14 3/27/17 IT10738663IT24 3/27/17 136 1 T10738621 1 FT15 13/27/17 179 I T10738664 I T25 1 3/27/17 137 I T10738622 I FT16 13/27/17 180 I T10738665 I T26 13/27/17 I 138 I T10738623 I FT17 13/27/17 181 I T10738666 I T27 13/27/17 39 T10738624 1 FT18 3/27/17 182 IT10738667IT28 3/27/17 40 T10738625 1 FT19 3/27/17 183 IT10738668IT29 3/27/17 41 IT10738626IFT20 3/27/17 184 IT10738669IT30 3/27/17 142 I T10738627 I FT21 13/27/17 185 I T10738670 I T31 13/27/17 143 I T10738628 I FT22 13/27/17 186 I T10738671 I T32 13/27/17 144 I T107386291 FT23 13/27/17 187 I T10738672 I T33 13/27/17 I 145 I T1 0738630 1 FT24 13/27/17 188 I T10738673 I T34 13/27/17 146 I T10738631 I FT25 13/27/17 189 I T10738674 I T35 13/27/17 147 1 T10738632 1 FT26 13/27/17 190 I T10738675 I T36 13/27/17 1 148 1 T107386331 H5A 13/27/17 191 I T10738676 I T37 13/27/17 149 1 T107386341 H513 13/27/17 192 I T10738677 I T38 13/27/17 1 150 I T107386351 H7A 13/27/17 193 I T10738678 I T39 13/27/17 151 I T107386361 HJ1 13/27/17 194 I T10738679 I T40 13/27/17 52 I T1 0738637 1 HJ3 13/27/17 195 1 T107386801 V01 13/27/17 153 I T107386381 HJ5 13/27/17 196 I T10738681 1 V02 13/27/17 154 I T10738639 I HJ7 13/27/17 197 I T107386821 V03 13/27/17 55 IT10738640IT01 3/27/1 198 1 T10738683 1 VO4 3/27/17 56 IT10738641IT02 3/27/17 1 1 I I 1 I I I 157 I T10738642 I T03 13/27/17 158 I T10738643 I T04 13/27/17 159 I T10738644 I T05 13/27/17 160 I T10738645 I T06 13/27/17 161 1 T10738646 I T07 13/27/17 162 I T10738647 I T08 13/27/17 163 I T10738648 I T09 13/27/17 64 IT10738649IT10 3/27/17 65 IT10738650IT11 3/27/17 166 I T10738651 I T12 13/27/17 167 1 T107386521 T13 13/27/17 168 I T10738653 I T14 13/27/17 169 I T10738654 I T15 13/27/17 170 I T10738655 I T16 13/27/17 71 IT10738656IT17 3/27/17 72 IT10738657IT18 3/27/17 173 I T10738658 I T19 13/27/17 174 I T10738659 I T20 13/27/17 175 I T10738660 I T21 13/27/17 176 I T10738661 I T22 13/27/17 177 I T10738662 I T23 13/27/17 2of2 Job Truss Truss Type ty r • T10738586 T80093 CIA ICarrierJobt Reference 9uddars Frrstbource, Tampa. Plant Gay. Florida 33566 104119 Apr iv Zulo wax inausmas, inc. man Nor zi ro:7a:zi Zell i raga r ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-6pPEr5nNrc4NJSXOV?KO(4eodciXK4k_mLMGCgzW hp_ 1-0-0 1-0-0 1-0-0 1-0-0 Scale . 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI DEFL. In hoc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.00 4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(rL) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/Size) 3=3/Mechanice1, 2=135/0-5-10 Max Horz 2=41(LC 12) Max Uplilt2=-57(LC 12) Max Grav3=17(LC 3), 2=135(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oC punlnS. 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.Opsf: h=25ft; Cat. II; Exp B; Encl., GCpl=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 D0L=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide vnll lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 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 - VeAIy design parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE MD7472 rev. IdA1 MIS BEFORE USE LX-JW valld tot trse only with MBok® connectors. this design 6 based orgy upon paiameton srewn. and Is lot on Individual bul ling component. not a truss system. Berelo uso. itie bulldl ig designer r nust verity the alt,xleability, of design ixuatnelois and propoily heorporate this design into the overall bildtrtg design. Bracing Indicated Is to tickling of Individual truss wob and/or chard members only. Additional lemponay and peanarteni Macing WOWprovont 6 aiways recjAW for stablily and to ptevent eel,q)so with possible personal belay and ptof:ierty damage. For WnefV guidance regarding the 6904 Parke East Blvd. Iabrlcclflm storage, delivery, election and bracing of pusses ardd Irtm systems. SeeANSI/IPI I Quality Criteria, OS8-69 and SCSI Building Component Tanya, FL 33610SateryInformationavallabiefromtnaaPlatekutiture. 218 N. Leo Street, Suite 312. Alexandria. VA 22314. cuss runs Ihty Ply T10736567 Tob C. Cans/.Iyp»ack 2t I JobReference (optional) CWCara 1- aasoufN, I*mp*, MM aty, I-Ionaa SJbbb "Au s rap( lY Lule MI I W 1(gYlfl(IW. IfIL. m Ma( L/ (eZz' "' r0 e 1 ID:YPdNv2JXSeH28W1d- IvoslYgz4GmX-6pPEr5nNrc4NJSXOV?KOf4eopcizK4k_mLM C9zWhp_ 140 1- 0.0 1-" 100 — 11 Scale . IS 6 3x4 = 100 10o LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait 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 8C 0.01 Ven(rL) 0.00 2 >999 180 8CLL 0. 0 ' Rep Stress Incr YES W8 0.00 Horz(TL) 0.00 3 rVa n/a BCDL 10. 0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/ size) 3=-9/Mechanical, 2=138/0-8-0, 4=9/Mechanical Max Horz 2=23(LC 8) Max Upliit3=- 9(LC 1), 2=-91(LC 8) Max Grav3= 10(LC 8), 2=138(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2pst; BCDL=6.Opsf: h=2511: Cat. II; Exp B: Encl., GCpl=0.18; MW FRS ( envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1. 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 91 lb uplift at joint 2. 6) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Verily dadon parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MD-7473 ray. f00,1 MIS BEFORE USE Design valid la use only Win MiloM connectors. IV* design Is based only ugxxn Ixaamoters shown. and is lot an Individual buldi ng component. not a truss system. Before use. the bWd&ng doslgnet must vodry the alxAicab silty of doslgn lxxorne lots card Ixorerly Incorpowto this design Into the ovottll txddtng design. Bracing Indicated Is to t=Wfrlg of Individual hues web and/ot chofd members only. Additional le mporaty and petmanont bxacing M iTek' rxoveni isalways tecslrod lot sk"Ity and to rxovenl eollepso with possible rxxsor4d h4tay and rxorerly damage. Fof general guidance regcading the 6904 Pork* East Blvd fabdcallm steago. delivery, orecllon and bracing of trusses and truss systems. SMANSI/IPI I Quality Criteria, OS869 and SCSI Building Component Tampa. FL 33610 Safety InformationavailablefromInsRatefruaMo. 218 N. Loa Street. Sumo 312. Alexandria. VA 22314. Job russ ru ssypey780093 Ply I T1073808 C2A Corn*t Jack 20 1 1Job Reference(Optional) Budders FUttSOUrCe. Tarrpe. Plain Cdy. Fbnda 33566 7.610 a Apr 19 2016 MI Iek Indu0lnaf, 1nC. MOO Mar 27 16:23 28 2017 1'890 1 ID: YPdNv2JXSeH2BW kHvoslYgz4GmX-aOzd3Ro'7cwCOx16c3irFBIAz602k3X_S??SpibzW hoz 1. 0.0 2.2.10 1- 0-0 2.2-10 20 = LOADING( psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCOL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/slze) 3=33/Mechanical, 2=176M-6.0, 4=19/Mechanical Max Hort2=67(LC 12) Max Uplift3=-34(LC 12), 2=-59(LC 12) Max Grav3=33(LC 1), 2=176(LC 1), 4=38(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale, . 1:10.3 DEFL. In loc) Well Ud PLATES GRIP Vert( LL) 0.00 2 999 240 MT20 244/190 Vert( TL) 0.00 2-4 999 180 Horz( rL) 0.00 3 n/a n/a Weight: 9lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS ( envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at Joint 3 and 59 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 WARNma . verity dedgn pantmatar and READ NOTES ON rNfS AND WCLUDEO 1/REK REFERANCE PAGE M9.7473 rev. 1002MIS BEFORE USE. Design vdikl for use only wpm l4lol8 connectors. Ns design Is based only 10on parameters Yawn. and Is for an Individual Ixddno component, not a truss systran. Boforo use, the building designer roust verify the c Wicab:91ly of doslgl parameters and Iroporly haotlorato it& design Into the over,, blldlrlg design. Bracing Indicated Is to lxevont buckling of Individual it = web and/or chord members orgy. Additional temporary and permanent bracing WOW Is always tepultod Ior stability and to Ixovont co lcpso wllh possible petsoncd Injury aril lxop arty dcanago. for genes, glldome toguding the fabxk: atktn stotago, dellvory. erocllon anct bracing of nu=os and [ACE systems seeANSI/IPI I Dually Criteria, OSS49 and SCSI Building Component 6904 Porke East B,vd. Safety Irgdratation avatiatxo Rom trim Plate Institute. 218 N. Lee Skeet. Suite 312. AlexancAm VA 22314. Tampa, FL 33610 Job rues TfUSS Type ry ply s T10738589 T80093 C3A Caner Jack 1 1 Job Reference(optional) Builders Firstsoutce, Taeepa, Plain coy. Fwide 33566 7 640 6 Apr 19 2016 Wak Industries. Inc. Mon Mat 27 16.23.28 2017 Page 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-aOzd3Ro?cwCDxl6c3lrFBIAzYO2S3X 8??5plbzWhoz t-0-0 3-0-0 1-0-0 3-0-0 Scale a 1:12.3 3x6 II 3-0.0Ofi 0 8-0- 0 2.&0 Plate Offsets (XY)-- 2:0-1-4,Edael,12:0-1-4.0-9-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.07 Ven(LL) 0.00 9 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 4-9 999 180 8CLL 0.0 ' Rep Stress Incr YES we 0.00 Horz(TL) 0.00 3 n/a n/a SCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 12 lb FT = 2M° . LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=5 1 /Mechanical, 2=221/0.6.0, 4=23/Mechanlcal Max Horz 2=84(LC 12) Max UpIIll3=-39(LC 12). 2=-62(LC 12) Max Grav3=51(LC 1), 2=221(LC 1), 4=39(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf: h=25ft; Cat. 11; Exp 8; 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 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 39 lb uplift at joint 3 and 62 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Vedly design pemmerers end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A07473 niv. VOW1201S BEFORE USE fX-* l vdkl for use only wilh HIeW connectors. this desIM Is based only upon pmoInelets shown, and is for an IrxBNdrwl IxAdhlg component, not a truss systom. Before trso. the txAldrl ft desIgnot must verify Ilse ololcoU01N of desldn final netots and fxopoily Incogxxalu rots doslgn Into the over,, I-Addho design. 810chg fixAcolod Is to prevent b uCkIIr g of IrWMarsc! Muss web aril/or chord mombels only. AdrDllonal temporary c W pofmctrlenl bractr g WOW Is always requited lot slab ilty arW to prevent collapse wllh possSllo poisoncil"and pioMrty darnago. roe general gtlUulce tWarciMYl Iho rabilcalion. storage, dellvory, otocllon cvxl biacIrlg of misses and truss systems, sooANSI/IM I Qualify Cdtedo, DSB-89 and SCSI Bullding Component 6004 Parke East Blvd Safety InformaBon avallable Mom In ss Rote Mss9MAe, 216 N. Lee Street. Sulle 312. Alorrarldda. VA 22314. Tampa, FL 33610 Job TruSS TrUSS Type Qty Ply T107311.590 T80003 C38 Caner Jack 2 11 Job Reference Donal ttntlMala 1-Irst5ooAce, lamp=, mom cm. I-Wksa 335bb I wa a PW 1I Zelb M11eK IMMIMa, Inc. Man met ZI lb LJ Ze Zel I rape 1 10:YPdNv2JXSeH2BWkHvoslYgz4GmX-aOzd3Ro?cwCDxl6c3JrFBIAz 0193X_8??SplbzWhoz 1-0-0 3-0.0 1.00 3-" 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Ven(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 8C 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 3 n/a rl/a BCDL 10.0 Code FBC2014(rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb slze) 3=58/Mechanlcal, 2=205/0-8-0, 4=26/Mechanical Max Horz 2=44(LC 8) Max Uplil13=-44(LC 12), 2=-108(LC 8) Max Grav3=58(LC 1), 2=205(LC 1), 4=52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.1 PLATES GRIP MT20 244/190 Weight: 11 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25It; Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Vedly dedgn parnmetme and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE NIL7p31ov. I00113201 S BEFORE USE. DosW valld lot tao only Min Mllek® connectors. it* ckrJM Is based orgy upon Iwramoton Mown. and Is lot an Individual btAdirq component. not a form systotn. Below tau. the IxAdrng desfgrnot mtal votify the applicatAlty, of design potatnelots (xxt pltopeny Incapooato it* design hlto the ovorclll bJdng doslgn. Bracing IrWlcated Is to t)wldkV of individual buss web and/of ctxxd mamtxxs only. Addflooux temporary and permanent txactrV M iTek' poovent B always togWod lot statAly and to pevent collapse Wirt possmle p etsorxl Irnitay and pxopeny ckanage. Foe genotat guickme oogcadrny the fabrication, sloeago, dollvoty. eooctlon arncl btachng of trusses and miss systems. soeANSI/rPl I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bid. Safety InfamaBan avahatAo hom trim Plate Institute, 218 N. Lee Sloeet. StJto 312. AlexatKkkx VA 22314. Tampa. FL 33610 Job truss Truss Type t117 ply I T1o736se1 T80093 CSA Jack•Open t lJob Reference(optional) BUddels Fnt5eU1Ce, lanP6. Plant Gay. monde 33566 Zu a npr rY "TO MI 9K maacmes, rnc. mum III.' dl ro a-cr cv i i aye I D:YPdNV2JXSeH29W kFlvoslYgz4GmX-2CX?GrtpdNEK4YShpdONUkV14jOKLozEHEfrMF I zW hoy 100 540 Scale = 1:17.3 20 = 3x6 II 0 6-0 5-0-0 nr..n as-0 Plate Offsets (Y Y)— 12:0.1-4 Ednel 12:0-1-4 0.9-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) 0.07 2.4 777 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20%* LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEDGE Left: 20 SP No.3 REACTIONS. (Ib/size) 3=131/Mechanical, 2=27310.6-0, 4=47/Mechanical Max Horz2=128(LC 12) Max Uplift3=-108(LC 12), 2=-69(LC 12) Max Grav3=131(LC 1), 2=273(LC 1), 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will 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 108 lb uplift at joint 3 and 69 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of (his truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Verify deafen perartrefen and READ NOTES ON THIS AND WCLUDED AffTEK REFERANCE PAGE N1167473 rev. IaO SWIS BEFORE USE. Design valid for use only vAlh Mllokl9 conrloclois. Itds design Is based orgy upon pdnomefers shown. and Is for an lrldlvldttal Ixddtng component, rot a puss system. Before use. the Ix/kB1g doslgnot must verify the clpplleat%lly of design patarnoters and propoily Incorpaato "design Into the avoi dl txAc&V design Bracflg Indicated Is to ptovenl buckling of lrldlvidual Muss web and/or chord members orgy. Additional tom"any, and permanent bracing MiTek' Lt ddwoys tedddted for stt"lty aad io rxevenl CdkFSe wllh possible poisondf kWy and rxoperly danago. Foi gentetai gukknce legaad ing Itte 6904 Parke East Blvdfdriricalkomstorage, dotNery, erection and bacing of misses and miss systems seeANSI/IPI I Qua9y Criteria. DS6.69 and SCSI 6u9dhtg Component Tampa. FL 33610SafetyInformationaw.9ksdo from huss Plato Institute. 218 N. Lee Street, Sulto 312, Alexandria. VA 22314. Jobruse fuss ype plyPly Tf0736592 T80093 581C. Corner Jack 2 t Job Reference Gomel uuaoea rrnrboutce. tampa, ram cay, ranee saabb I.b4U a Apr 1 V ZUIe Nu reR Inaualnee, inc. men Nor Z/ 1b Z.s.zv ZUl r rage 1 ID:YPdNv2JXSeH2SW kHvoslYgz4GmX•2CX?GnpdNEK4YShpdONUkV1500KVozEHEtrMF 1 z W hoy f00 500 1-0-0 500 30 = LOADING (psi) SPACING- 2-0-0 CSI. OEFL in hoc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/slze) 3=127/Mechanical, 2=27608-0, 4=46/Mechanical Max Horz 2=66(LC 8) Max Uplltt3=-86(LC 12). 2=-122(LC 8) Max Grav3=127(LC 1), 2=276(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale: I *-V PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psh 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 86 Ito uplift at joint 3 and 122 lb uplift at joint 2. 6) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' aL WARNOVO - Vadty daatgn pammaten and READ NOTES ON DO AND INCLUDED MI7EK REFERANCE PAGE 61I167473 rov. 1003MIS BEFORE USE. Design valkl for use onfy w11h 1,41ok0 convectors. BVs design Is based oNy upon paanelen shown, ant B for an frldlvkAral txrlclklg COmlbr1e111, not a lttrss system. Before tao. the IxAUng designer roust vedfy tie applk;alb illy of dosigl paanotets and popedy Worpoate this design Into the overall txAdhg design. Bracing IrxOcated Is to rxovont hwckllflg of Irnllvklual truss web ant/or chord members ordy. Adaillorwl lornl"ary orld potmanent IxaCing MiTe k' Is always required for stability and to prevent collapse with possible persanl " arnl porxMy damage. For genval gulckme tWxdkV the kdrbotkbn, sfotogo, cWllvety. erecllon and bracing of trusses and trtrA systems KK ANSI/FPI I Quality Criteria, OSS•69 and SCSI Building Component 6904 Parks East Blvd Safety Information available from Iran Plato fr dilute, 218 N. toe Strool. Srllo 312. Ale[a fila. VA 22314. Tampa. FL 33610 Job I fuss cuss ype N Tt0736593 T80093 cJt Corner Jack 9 t Job Reference Gone tsuaaers i-eetsource. I ampa, rmnt "ny, rlonao :sa-wo ID: YPdNv2JXSeH28W kHvoalYgz4GmX-W O4NU6gFSXSxAcF*)B8ujGjGJzgigXOURSJawnUzW hox 1. 0-0 1-0-0 1- 0-0 1-0-0 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. ( lb/size) 3=-9/Mechanical, 2=138/0-8-0, 4=9/Mechanical Max Horz 2=41(LC 12) Max Uplift3=-9(LC 1), 2— 58(LC 12) Max Grav3=11(LC 8), 2=138(LC 1), 4=18(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when Shown Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown: Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 3 and 58 lb uplift at joint 2. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify deefpn pentmefers and READ NOTES ON THIS AND INCLUDED N/TEk REFERANCE PAGE 11104e73 rev. 1=12015 BEFORE USE. Dosign Vaud for use only vAm Mllek®connoclots. Inls design b based only upon parameters shown. and is for an Individual txAdfrng component, not a truss system. Solaro use. the Wcling designer must verity the crWicatAly of design parameters aril rAopetly Incomotate this doslgn Into the overall building dostgn. Bracing trw4coled Is to rxevont buckling of InclNksual lam web and/or chord rmombets only. Additional temporary and permanent b1aclnD MiTek' Is always toc"ed far stability and to preveni eouep6e vAlh possIble personal "and fxopem damage. For general guidance regarding 9e fabricallom stotago. dellvory, erecllon and braclrng of trusses and Iuuss systems SooANSi/TPi I Guallfy, Criteria, OSS49 and SCSI 6uBdlng Component 6904 Parke East Blvd. Solely Information awAdbie from muss Plato Inslltute. 218 N. Leo Sheet. Sulto 312. Alexdndla. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty ply T10738594 T80093 CJ2 CanetJack a t Job Reference lions 9uadere Fusiswrce. tarrpa. Plant Gay. Fiona 33566 r 6+u a npr rtr zvr6 miex maacmes. Inc. men wi zr ro.za..w zvr r rape 1 ID:YPdNv2JXSeH28W kHvoslYgz4GmX•WO4NU6gF8XSxAcF?BSuiGiGJcgrnXOURSJawnUzWhox t-0-0 2-8-14 1-0-0 28.1a 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/rP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 2x4 = 2•e-14 CSI. DEFL. TC 0.09 Vert(LL) BC 0.07 Ven(TL) W B 0.00 Horz(TL) Matrix) REACTIONS. (Ib/size) 3=54/Mechanical, 2=191/0.6.0, 4=24/Mechanical Max Horz 2=77(LC 12) Max Upl1113=-49(LC 12). 2=-60(LC 12) Max Grav3=54(LC 1), 2=191(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. In (loc) Vdell Ud 0.00 2-4 >999 240 0.01 2-4 >999 180 0.00 3 n/a rt/a Scale = 1:11.4 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=2511; Cat. If: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at Joint 3 and 60 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verify dedgn panwWrom and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67472 rev. 160311015 BEFORE USE Design vdkt for use only vAm Ml lek®conneclors. this design Is Lxwd only upon hxaarneters shown. and Is lot on Indil"ral "dine component not a buss system. Boloto use. the txndkrg doslom must verity, the cWlcatAlly of design parnnelors and propody Incotpaate this design Into the ovolatl Ixdc ing design. Bracing Indicated Is to bxlcldRtg of h&Adtxti huss wet) end/or chord members only. Axk9tlonal temporary and permanent Ixaclrrg WOWIxovonl It always teyJred Rx statAlty and to prevonl collapse Win possible petsonal trVuy anti property ckanage. For genorcd gtick=e tegac&tg the 6904 Parke East Blvd. klhdcation. storage, cWWory, erection and txadng of trusses and leas systems. soeANSI/1PI l Quality Criteria, OSBd9 and SCSI Building Component Tampa. FL 33610SafetyInformationavollatAoRantrussRateInstitute. 218 N. too Sheat, suite 312, Alexandria. VA 22314. Job Truss Truss Type ty ply T10738595 TBoo93 CJ3 Corner Jack 9 1I Job Reference tonal ounaers restoource, t arrpa. rrant cey, rtonoa css000 r wu a Apr 1r zutc mr r sit maustnes, inc. non mar zr 16:z3::rt zu1 r rags 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX_belhSgtvraoolgBkrPypwoTSE2sGtkahzKTKwz W how 3-0-0 1 •o-0 3-0-0 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in poc) Weft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 2.4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Ven(rL) 0.01 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb/size) 3=58/Mechanlcal, 2=205/0-8-0, 4=26/Mechanical Max Horz2=84(LC 12) Max Upllft3=-54(LC 12), 2=-63(LC 12) Max Grav3=58(LC 1), 2=205(LC 1). 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale - 1:12.3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 54 lb uplift at joint 3 and 63 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' I& WARNING - Verrry daHgn parameters e t READ NOTES ON THIS AND INCLUDED M EK REFERANCE PAGE Af1F7473 ray. IMMOS BEFORE USE Design %Old tot use only calm Mriok& connocars. Ofb design is based only upon psaneters shown. and Is for an Indtvltltb buildhlg component. not Ile IxaTrusssolorn. Before use. lldhw designer must verity 11w aplrllCahUlry of design patamotots and popnly Incorporate this design Into the overall bxllding design. Bracing Indicated Is fo povenl buckling of IndNkWce truce web and/ax chard rnembers only. Additional temporary ad perrnonent tracing MiTek' Is always tec}lted for stalAlty and to pavenl eollorm wllh possblo personal hUry and popeny canasge. for gon ettl guidance regarding One Ia tmIcaflon, storage. delivery. efoctlon rind Lvoclng of fntsses and truss systems. seeANSI/IPI I Quality Criteria. OSS-69 and SCSI Building Component 6904 Parks East Blvd. Safely IMorttlallon crvcllcaxe from Truss Plate ho9Mo. 218 N. tee Street. Salto 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss ruas ype ry ply t Tt0738598 T80093 CJ4 Jaok-Open 2 t Job Reference(optional) tsumers anr urce, t arrpa. MM day, roonaa scubc /."V . P. t."..... — tnaaunsa, Inc. — — ., ,....;..... i V. . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX_belhSgtvraoolgBkrPypwoOhEOmGtkahzKTKwzWhow 1-0-0 4.5-12 1.0-0 4.5.12 20 = LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20,0 Plate Grip DOL 1.25 TC 0.27 TCDL 10.0 Lumber DOL 1.25 BC 0.21 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0-6-0, 4=42/Mechanical Max Harz 2=114(LC 12) Max Uplitt3=-93(LC 12), 2=-67(LC 12) Max Grav3=114(LC 1).2=253(LC 1).4=83(LC3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scala. 1:15.7 DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) -0.02 2.4 >999 240 MT20 244/190 Vert(TL) -0.05 2-4 >999 180 Horz(rL) -0.00 3 We rda Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5.12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; 11=2511; Cat. II; Exp S; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterfor(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.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 93lb uplift at joint 3 and 67 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNING - Vorlly dodyn pomnetws and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE MB-7472 rev. IM31MOS BEFORE USE Desli1 will too use only Win fAlek®connoctats. M design is txaod only tips n Woametors shown. and Is for an Individual buAdfrng component. not a Ituss system. Before use. the Widing designer must verify the dlppficat 111y of design pcoarnefots and pt"ty Incorpotato 0% design Into it* overdrll building design. Bracing Indicated Is to Welding of Individual Inns web aril/a chord marntots only. Addtkxnal temporary and pelmonenl IxOcklg MOWprevent is always tec"ed for stab011y and to prevent collapse with poslbW personal Yt'ay and property d ainago. Fos general guidance tegutd ing the 6004 Parka East Blvd. k6xlcatkxx storage, delivery. erection and bracing of tnrses ana Inca systems. seeANSI/IPI I Quality Criteria, OSB-89 and SCSI Building Component Tempo. FL 33610SafetyInformationavdLdfilofromtrussPlatoIns11Me. 218 N. Lao Street. suite 312, Alexandria. VA 22314. Truss lruss I ype ty r T10736597jJobTB0093cisCurranJack41 Job Relerenee o uonal Builders Flistsounce. Tampa, Plana city. Florida 33'ti4u s AP/ I 2VI0 M1reK MUM11e5, Inc. Man Mar [I IG:rJ.J1 [Vr r raga 1 IO:YPdNv2JXSeH28WldivoslYgz4Gmx_belhSgtvraoolgBlcPypwoPOE?pGlkahzKTKwzWhow 14-0 5-0-0l 5.0-0 2x4 = SAO Scale = 1:17.3 LOADING(psp SPACING- 2-0-0 CSI. DEFL in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Ven(fl-) -0.07 2.4 >777 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(rL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc punins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. Qb/Slze) 3=131/Mechanicaf, 2=273/0.6-0, 4=47/Mechanical Max Horz2=128(LC 12) Max Up1if13=-108(LC 12), 2=-69(LC 12) Max Grav3=131(LC 1), 2=273(LC 1). 4=94(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t, Cat. 11; Exp 8; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 3 and 69 lb uplift at joint 2. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING - Vwrly dastgn parnmaters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAOE M67473 mv. laO3,2015 BEFORE USE Design valid lot trso only elm Mlfek® connectors. 0* design is Losod only upon rxaametors shown. and Is for an IndMdtal Ixddbg CMM%ont. not o trim sysloin. Before we. Ile Ixlldlng designer must verity the appllcalAlry of design paanetots and pfoferly Ineoil"ote min design Into Ile owndl boding design. Bracing bxJlcoled Is to buckling of fraviduaf fnal web and/or chord mernbeis only. Additional temporary and permanonl txocblg Welk' prevent Is always roclu ed got s1ab01ty and to rxovenl collapse Win possible personal lyury and property damage. For genefai gtkkme iegu idbtg the fafxiballolx slofago, delivery, erection and txaelrlg of trusses and trim systems socANSI/iPl I Guulity Cdtefb, OSS-89 and SCSI Building Component 6904 Parka East Blvd. SahNy Information available from bits Rate institute. 218 N. Lee Street, Suffe 312. Alexanldfla. VA 22314. Tanga, FL 33610 Job fuss ruse ype ry Ply no73asea T80093 VA Jack•Open 2 1I Job Reference (optional) Binders FestSoutee. Tempe. Plant Gey. Florida 33566 r o4v a Apr iv "m n I ek maven". env. morn rvnr 27 .o a-a2 cv i r rays v 10:YPdNv2JXSeH2BW kHvoslYgz4GmX-TnC7vorW g9riPvPO1ZwBM8LVKdIZ_Kzkwd3l sMzW hov 100 7-0-0 30 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.08 2-4 980 240 TCDL 10.0 Lumber DOL 1.25 BC 0.49 Vert(TL) 0.25 2.4 323 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=177/Mechanical, 2=352/0.8-0, 4=79/Mechanical Max Horz 2=89(LC 8) Max Upiift3=-107(LC 12), 2=-140(LC 8) Max Grav3=177(LC 1), 2=352(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale a 1.15.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oC puffins. SOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4 2psh BCDL=6.Opsf; h=251t; Cat. II; Exp 8; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This taus 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 107lb uplift at joint 3 and 140 lb uplift at Joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- V*d#y deNyn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PACE M6f473 rsv. rdWMI6 BEFORE USE. Design vdkJ for use only vAm MlloM connectors. INs design Is Iwwd only trpon paameters sttowft, and Is for an frtdlvldual Lxddtg component. not a truss system Before use. the btllcOng designer mutt verily the arxxlcoLdity of doslgn parametors and property Incotpotolo Mb cleslgn Into the overall Bracing Indicaled Is to bucafng of IncllvkhKd truss wob anal/or chord members only. Adc011onal temporary and permanent txadng Welk' btBcing design prevent Is dways rocehed tot sk"Ity and to prevent collapse wllh po personal "and property danago. For general dtkJatce regadirV the 6904 Parke Cam Blvd. fatetcatkxt storage, delivery. oroctlon anct lxackV or mrsaes and trim system; seoANSI/rPI I Quality Criteria. OSS-69 and SCSI SubdIng Component Tampa. FL 33610SafetyinformationavaOatAafromtrussPlatotnstlMo, 216 N. Lee Street. Suite 312 AlexcrKf , VA 22314. Job Truss Truss Type ty ply Tt073B599 T80093 Us Jack -Open 7 11 Job Reference (optional) ' ttuaaers haatSoufco. Iaripa, rtant toffy. Florraa 33566 r o4u a Apr 1Y Late avlex moustnea, inc. Mon Mar at la.zi 3L Lu1 / rage 1 I D:YPdNv2JXSeH2BW kHvoslYgz4GmX-TnC7vorWggrlPvPOIzwBMSLeRdPA_Kzkwd3l sMzW hov 1.0-0 0.10-8 1.0-0 0.10.8 Scale a 1.6.8 2x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(rL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10.8 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. pb/size) 3=-19/Mechanical, 2=139/0-8-0, 4=8/Mechanical Max Horz 2=38(LC 12) Max Uplllt3=-19(LC 1).2=-61(LC 12) Max Grav3=14(LC 8). 2=139(LC 1), 4=16(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opst; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This thus 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 19 lb uplift at joint 3 and 61 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - Vedly deatgn peramefen and REAO NOTES ON THIS AND INCLUDED MIrBK REFERANCE PAGE MP7473 rev. I&DY10I6 BEFORE USE Design, valid to use Orly vem Mllek0 corneelm Rls design, b based orgy upon parameters shown. and Is lot an Individual bulAhtp component, not a truss system. Before use. the txBdng designer must verity the applicatAlty of cMrJM paanolots and ptopoly Incerpotate this design Into the over.., building design. Bracing Indicated Is to prevent buckling of Individual It= web and/or chord members only. Additional lonpotasy, end permanent txockg WOW Is always teyWed tot stasbIlly and to prevent collapse wllh possible personal Ir*ffy and property darnage Fot general gtldance tegardrtg Bo lobdcallom statoge. delivery. ooctbn and bxacng of tames and truss sVsternL soeANSI/rPI I Cuaft Criteria, DSB-89 and SCSI BulklIng Component 6904 Parke East Blvd. Safety Information available from teas Rate InstiMe, 218 N. Law Strool, Suite 312. Alexandria VA 22314. Tampa. FL 33610 Job runs fuss ype ry ty T10736600 T80093 EJ5 1jeek-Open 4 t Job Reference Gone aunaen raslAOurce. r arrpa. ream cay. ruorran Bubb r."v s npt w evw .... mvusatsa. mc. rvwn mv zi ib w .0 cv . p. i 10:YPdNv2JXSeH28WkHvoslYgz4GmX-xzmW68s8RS(W 13_asGROuLulzIhRjnDt8HpaOpzWhou 14-0 5-0-0 1.0.0 5-0-0 2x4 = SO.O Smote a 1:17.3 LOADING (psi) SPACING- 2-0-0 CS1. OEFL. In foc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 10.34 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 8C 0.26 Ven(rL) 0.07 2-4 820 180 BCLL 00 ' Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=127/Mechanlcal, 2=276/0.8-0, 4=46/Mechanical Max Horz 2= 1 28(LC 12) Max Uplilt3=-106(LC 12), 2_ 70(LC 12) Max Grav3=127(LC 1), 2=276(LC 1). 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. 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=25ft; Cat. II; Exp 8; 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 OOL=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 106lb uplift at Joint 3 and 70 lb uplift at Joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Veft dedyn pamnefen and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE MIF7473 tev. 9&02 eIS BEFORE USE Design vulld rot use orgy vAm MlleW connectors. INs design Is basod ordy upon paramelors Yewrn. and Is lar an Individual Ixddhng component. not a hum system. Sofore use. fie txAding designer must vodry the aWlcahllly of design IxnamolorE and rxopetly frnconpaato it* design Into the ovordl IxAdhg design. ®acing Indicated It to txlckttng of Inndrvldsm huss web and/ot chard mornbers orgy. Additional temporary and p3umanont Ixacling M!Tek' povent Is always requited for slatAlly and to pevent collapse with possible personal frnkey and porwny dnnage. For gofetal guidance regarding the 6904 Parke East 81W. fatxkotbn storage, dullvery. oroclkxn and bfacfrng of tnnses and Inrss systems, seeANSI/IPI I Quality Cdledo. D36.69 and SCSI Building Component Tonga. FL 33610SafetyInfoanatlonavaAtmlefromItussRateinstitute. 2IS N. too Skool. Suite 312. AloxandAct. VA 22314. Job Truss fuss I ype ry ply Tt073860t T80093 E.17 Jack•Open 13 1 Jab Reference(optional) ouddess "sluource, lampo, Flom city, 1-I0414e 33556 f.e4e a Apr le Ze15 MI IOK inausines, inc. Man mat Z/ la.l3.331et / rage 1 10:YPdNv2JXSeH2BWkHvoslYgz4GmX-xzmW68s8RSrW 13_aSGROuLugjIdRlnDl8HpaOpzWhou 1-04 7-0-0 1-0-0 7-" 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.Be Vert(LL) 0.10 2.4 814 240 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Ven(TL) 0.26 2-4 303 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/slze) 3=179/Mechanical, 2=350/0.6-0, 4=82/Mechanical Max Horz2=172(LC 12) Max Uplllt3— 132(LC 12), 2=-80(LC 12) Max Grav3=179(LC 1), 2=350(LC 1). 4=126(LC 3) FORCES. (Ib) . Max. Comp.AAax. Ten. - All forces 250 (lb) or less except when shown. Scale a 1:22.2 PLATES GRIP MT20 244/190 Weight: 24 lb FT = 209b BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & 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 132 lb uplift at joint 3 and 80 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING . V0d1y d4W9n Perentefesr end READ NOTES ON THIS AND INCLUDED MI/EK REFERANCE PAGE 11I11.7473 tev. 160MIS BEFORE USE Design valkl Sol use orgy with 141ok9connectors. Irgs design Is basod orgy upon pmcirnoton stmown. ardl h lot an I d iviclud txAding component. not a Truss system. Before use. the I"ding designer must verily the alpplk:alAiry, of design posamelen and rxopariy kworpaalo iflh design Into the ovotall cling design. Bracing Indicated Is to Ixovent bucaing of Individual truss web and/ot chord ma nbets only. Adalllordl romporay and permanent txacing M iTek' h always tecl ltod tot stabalty and to ptevont eollapso wlfh possitxe personal Inf ry tint popery ddinago. rot gonmai guld neo tegardng the ralxkMkxm, staxoge, delivery. election and brachq of trusses and Inns syslems, sooANSI/rPl I Cudify Criteria. OSS-89 and SCSI Building Component 6904 Perks East Blvd Safety Information availatxe from iruss Plate frugtute. 218 N. too Stioel. Stlto 312. Alexancift VA 22314. Tampa. FL 33610 Job I russ TrusS Type I 011y Ply T10738602 T80093 FG1 Flat Gilder 1 3 Job Reference tfone 9u11ders F1r81500rCe, Tampa, Plant Gay, Florida 33566 7.640 6 Apt 19 2016 M116k In0ut01ee. 10C. Man Mat 27 1623 35 2017 1-006 1 10:YPdNv2JXSeH2BW kHvoslYgz4GmX-tMuGXgtOz45EGNeyzhTuzmzzlrJOBW AAcblhThzWhos 3.0.8 5-1t•3 a-9 t5 11-&10 14.7 6 17.6.1 20.6.9 3.09 2.10.12 2-ta12 2-1a12 2.10.12 2.1a12 3-0.8 Scale a 1:35 7 5x8 = 2x4 II 5X8 = 2X4 II 6X8 = 2x4 II 4x12 = 2X4 11 30 II 5xl2 = 2X4 II exlo = 2X4 II 4X12 = 20 11 4x6 = 3 0 8 5 11.3 8.9 15 11.8 2. 10 14.1 8 17.6 1 206-9 3.0•a 2•ta12 2.1a12 1a12 2-1a12 2-1a12 3-01 Plate Offsets (XY)-- 5:0-3-0,0.3-01.03:0-5-O,Edael LOADING (psf) SPACING- 2.0.0 CSI. OEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.31 12-13 >788 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.56 Vert(rL) -0.57 12-13 >430 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.74 HOrz(rL) 0.06 9 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.13 13 >999 240 Weight: 354 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.I 'Except' TOP CHORD 5-8: 20 SP No.2 BOT CHORD 2x6 SP M 26 BOT CHORD WEBS 2x4 SP No.3'Except* 1-15,3-15,3-13,5.13,5.11,7.11,7.9: 2x4 SP No.2 REACTIONS. (lb/size) 16=2813/0-7-4, 9=1903/0-7-4 Max Uplift 1 6=-770(LC 4), 9=431(LC 4) Max Grav 16=3726(LC 2). 9=3808(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-3446f/35, 1-17=-7457/1498, 2-17=-7457/1498, 2.18=-7457/1498, 3-18=-7457/1498, 3-19=-16143/2508,4-19=-16143/2508,4.5=-16172/2526, 5.6=-12541/1521, 6-7=-12541/1521 BOT CHORD 15.16=-64/282, 16.20=•2685/14437, 14-20=-2685/14437, 14.21=-2685/14437, 13-21 =- 2685/14437,13-22=-2172/16016, 12.22=-2172/16016, 12.23=-2167/15891, 11-23= 2167/15891, 11-24=-883/ 7875, 10.24_ 883/7875, 10-25= 88317875, 9.25=-883/7875 WEBS 1-15=- 1570r/858, 2.15=- 313/160, 3-15=-7644/1300, 3.14-125/999, 3.13_ 595/2733, 4-13_ 461/197,5-13=-537/ 1157,5-12=-56/1603,5-11_ 3956/712,7-11=-699/5139, 7.10=0/1276, 7-9=-8362/ 934 Structural wood sheathing directly applied or 3- 11-11 oc purtins, except end verticals. Rigid ceiling directly applied or 10.0. 0 oc bracing NOTES- (10) 1) 3-ply truss to be connected together with 10d (0.131 `x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-8-0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph ( 3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=6.Opsf; h=15ft: Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip OOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 770 lb uplift at joint 16 and 431 lb uplift at joint 9. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on oaae 2 WARNING - Vanity deelyn parameter6 and READ NOTES ON THIS AND INCLUDED MNTEK REFERANCE PAGE MI7473 rev. I&II&W IS BEFORE USE. Design valld fa use orgy vAn1 Mllek® connoclon. this desW Is basod only upon parametets shown and Is la an IndividualIxlldhq component. not a truss system. Before use, the tx6dhg designer must verity the aprAcatAlly of doslgn ixuanelors and propedy kncotltaato 0* design Into the overall building design. Bracing Indicated Is to buckling of Indlvltk7d lam wob and/oi chord members only. Additional temporary, and permanent wocklg M iTek' prevent Is always iegtNod tot slatillty, andto prevent collapse wllh rxY_*3o rwtsorvl Input' and pgxxly dkunage. Foe gerxeal guidance togtndkng the 69M Parka East Blvd f ttricallm storage, delivery. election and lxacingoftressesandmrsssystemssoeANSt/fP1I Quality Cdtetla, DSB-89 and BCSI Bullding Component Tampa. FL 33610 Safety Information avdktble from truss Nate Ins11Mo, 218 N. Leo Sheet. Suile 312. Alexandria. VA 22314. Job Truss russ ype I ry y T10736602 T60063 fGt flat Girder' der 1 3 Job Reference (optional) uuaaers "Smwres. 1 alive. rmat Uay, flonae 37b" 1.6406 Apr le ze16 11416x Inaustnes. inc. man war zr ioxx;m zap r rags z I D:YPdNV2JXSeH2B W kHvoslYgz4GmX-tMuGXgtOz45EGN11yzhTuzmzzlrJDBW AAcblhThzWhos NOTES- (10) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 138 lb down and 41 lb up at 1.0-0. 205 lb down and 61 lb up at 3-0-0, and 273 lb down and 81 lb up at 5.0-0, and 1250 lb down and 372 lb up at 6-9-0 on top chord, and 458 lb down and 173 lb up at 5-0-0, 718 lb down at 7-1-1, 718 lb down at 8-5-9, 718 Ib down at 10-5-9, 718 lb down at 12.5-9, 718 lb down at 14-5-9. and 718 lb down at 16-5-9, and 718 lb down at 18-5-9 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-8=-60, 9-16=-20 Concentrated Loads (lb) Vert: 2_ 205 13=-110(B) 11=-110(B) 17=-138 18=-273 19=-1250 20=-458(8) 21=-110(B) 22=-110(B) 23_ 110(B) 24=-110(B) 25_ 110(B) A WARNING - Verily design paranwent and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE M0.7473 rev. IdQ MIS BEFORE USE. DeslWt valld for use only with Mltek® connectors. Ilts 0c-J l Is based only upon parameters shown. and Is for an indlvldtal lxddbV component. nol a trim systern. Before use. to txActnp deslgret must verity the ctpltbalAlty of dosk/n Ixaarelers and ptopsdy Incorporate M design Into tho overall IxAdhng design. Bracing tndlcated Is to Ixovent IxscaIng of tndlvlducd inns: web and/or chord mornbets only. Additional lempxxory, aK1 permanent bactng MiTek' is always regrLod for skAANy and to prevent eollat3so with possbio prosorlul tn*ay arvi property dlanayo. for gdtreral gukknee tdegdad rg IW ktxlcolbn storage, aleltvoty. erection and Ixocing of trusm aril mass systems. sooANSI/rPI I Quality criteria, 038-69 and 6CSI Building component 6904 Parks East Blvd. Safety Information available from Ituss Rate InsOMo. 218 N. Lee Street. Suite 312. AlexarWda. VA 22314. Taff", fL 33610 Job Truss Truss Type ry y T10738603 T80093 FG2 Flat GWar 1 2 Job Reference (options" tsuaden Fesl5a0rN, Pampa, Plant Gay, Fanda 33566 7 540 s Apr 19 2016 sal Ilk mausolea. Inc. Men Mar 27 16 23.35 2017 rage 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-tMuGXgtOz45EGN8yzhTuzmz6DrObBbZAcblhThzW hos 3-10-0 7-0.0 3.10-0 3.10-0 Scate = 1:14.8 3x4 1 2x4 II 2 3x4 = 2x4 II 2x4 II 3.10-0 3-10-0 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.29 Ven(LL) -0.02 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.22 Vert(rL) -0.04 5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(rL) 0.00 4 We We BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (111/slze) 6=1131/0-8-0, 4=1131/0-8-0 Max Uplift6=-299(LC 4). 4=-299(LC 4) Max Grav 6= 1 149(LC 15), 4=1149(LC 15) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-673/207, 1-2=-1740/450, 2-3=-1740/450, 3-4=-673/207 WEBS 1-5= 432/1693, 3-5=-432/1693 NOTES- (10) 1) 2-ply truss to be connected together with I 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 If noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=15it; Cat. II; Exp 8; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi 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 fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 6 and 299 lb uplift at joint 4. 8) Girder carries tie-in span(s): 14-0.0 from 0-0-0 to 7-8-0 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any panicular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-3=-60, 4-6= 247(F=-227) A WARNING - YeArT dedgn paramstsra end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO.7473 rev. I&WAIS BEFORE USE Deskin valid fa use only with W lok®connoctors. thisdesign Is based only upon parameters sdlOwn. and Is for an Individual biAdln i component. not a buss system. Below use. the bulldkV deskinet must vodly the alTAlcd,Blry of design, ixaanaters and proforly MoMotate this doslgn Into the overall building design. Bracing Indicalod Is to Ixovenl buCMV of IndiMual truss web and/or chord membets only. Adalllonal ternpoiary and lormanonl b iacing WOW isalwaystoc"ed fa stability and to prevent collapse wllh posst7lo porsonal t ltey and Ixopeny danage. For gererd gJW,co regaralng ire labricatlon storage. delivery, election and brack,g of trusses and truss systems. seaANSI/IPI I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intatmallan avallable from truss Halo I sstilute. 218 N. Lee Stioot, Srllo 312. Alexandria VA 22314. Tampa, FL 33610 Job ruas russ ype ply y T1o73e6a TON93 fG3 FLAT GIRDER 1 2 Job Reference tiona rt Builders Fu4t5ource. Tampa, Plant City. halide 33566 r 644 a iw, , a <v,o m,ww n,uuw,ma. 4- ,.wn, ..w, a ,o.c+.w c... • .. , ID:YPdNv2JXSeH28WkHvoslYgz4GmX-LYSekAuOINO5uX19XO?7W_WlgfaMwzXJrFi BzWhor 2.7.13 5.1.14 7-7.14 10.1.15 12-9.12 2.7-13 2-6-12.6-1 2.6.1 2-7.13 Scale a 1:22.1 2x4 II 3x8 = 2x4 II 3x8 = 2x4 II 1 3x8 = 2x4 II 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20,0 Plate Grip DOL ' 1.00 TC 0.25 Ven(LL) 0.05 9.10 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.82 Vert(rL) -0.16 9-10 >925 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.73 Horz(rL) 0.04 7 n/a n/a BCOL 10.0 Code FBC20141TP12007 Matrix) Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.8-9 oc pudins, 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) 12=1822/0-7-4.7=3572/0-2-8 Max Uplil17_ 331(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1681/0, 1-2_ 2791/0, 2-3= 2791/0, 3.4=-4499/36, 4.5=-4499/36 BOT CHORD 11.14=0/4353, 10-14=0/4353, 10-15=0/4353, 9-15=0/4353, 9-16=-37/3070, 8-16=-37/3070, 8-17=-37/3070, 7.17- 37/3070 WEBS 1.11=0/3077, 2.11=-369/0, 3.11=-1782/50, 3.10=-108/404, 4.9=-365/0, 5-9=0/1631, 5-8=-150/476, 5-7- 3384/42 NOTES- (11) 1) 2-ply truss to be connected together with I 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: 2x4 - 1 row at 0-9.0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph: TCOL=4.2psh BCDL=6.Opsf; h=15111; 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 OOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 331 lb uplift at joint 7. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 138 lb down and 54 lb up at 1-0-0, 205 lb down and 80 lb up at 3.0.0, 273 lb down and 107 lb up at 5-0-0. 350 lb down and 137 lb up at 7.0.0, 350 lb down and 137 lb up at 9-0.0, and 350 lb down and 137 lb up at 11-0-0, and 1600 lb down and 626 lb up at 12-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Continued on oaae 2 Q WARNING - Vadly dedyn p.*mters and READ NOTES GN THIS AND INCLUDED MREK REFERANCE PAGE MD7473 rev. 10AUMIS BEFORE USE Design vcskl lot use only Win MlleW connectors. this destgl Is Lxwd only upon paamelers stlown, and Is lot a1 individual building component, not a truss system. Before Leo, the building designer must verify the orX)UcotAIIy of design IxdalnotenS and property Inconpaato INs design Into Ile ovefoU tx/ding design. Bracing trickated is to prevent bwc$dbV of IrltAvkW iris web and/or Chad members only. Addilor" l rllpaay a1d Immanent txacing WOW Is dways requited kx seblllly aril to prevent ed,cirm wllh possitAo persorvJ injury cxvJ properly dranoige. For gcmtd gukkneo fegtndrtg 11e fotxicalbn storago, delivery, erection CW LXacklg 01 Innses aril tnrss systems seeANSI/IPI I Guaft Cdtetld, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Sctety Information avdeble from Ituss hate Irlslltuto, 218 N. Leo Street. Suite 312 Alexandria. VA 22314. Tanya, FL 33610 Job cuss russ I ype ry Ply r,oT366w T80093 fG3 FLAT GIRDER t 2 Job Reference(optional) Buddent FitstSource. Twnpa. Plant Oily, Florida =66 7.64o s Apr le 2o16 MI IeK Inausm". Inc rmn mar 27 I5:27:;s 2e17 Ye Z 10:YPdNv2JXSeH28WkHvoslYgz4GmX-LYSekAuOIND5uXi9XO77W_WlgFaMwzXJrF1E BMhor LOAD CASE(S) Standard Uniform Loads (pl1) Van: 1-6=-150, 7-12_ 20 Concentrated Loads (Ib) Vert: 7=-1600 10— 273 13— 138 14=-205 15=-350 16= 350 17_ 350 WARNING - Vodl7 datlyn perametwe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0111I1403 rev. IMMI5 BEFORE USE Design wild let use orgy wlRn MIIek®connoctors. Rda design Is based only upon lxranelets shown, and Is la an I nalvldlral Ixddkng Component not a truss system. Wrote use. the building deslgnel roust vadly, the applicability, of design Memolors and Ixopmly Incorpotato this design Into the ovedl building design. &acing indicated b to lxtcldhg of IndNkfual truss web and/ot chotd momlxtts orgy. Additional tenlxxay and Mmanont txactng MiTe k' rxovent Is always required lot stability and to rxavent collapse with possible personal InKay, and prolwny carnage. Fot general guldknce toddading the ladlcatkm, steoge. delivery, election aid txaclrng of trusses and Insss systems soeANSIfrPI I Quality Criteria, OSB-69 and SCSI Sulk&Q Component 6004 Parks East Blvd. Safety Information avdlablo from flux Nato Institute. 218 N. Lao Street. Suite 312. Alexandria. VA 22314. Tompo. FL 33610 Job T fuss TrUSS Type I oty Ply T10738605 T80093 FG4 FLOOR I 2 Job Reference (optional) tsuaaem mrsmwrce. t arpo. rtara city, t-torrda 3w66 7.640 a Apr 19 2016 MrTek Industries, Inc Mon Mar 27 16:23'36 2017 Page 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX•LYSekAuOiND5uxi9XO?7W_W 8dFc JwytJrF I E?8zW hor 2-8.14 5.4.1 7.1' 3 10.8.8 13.3.4 2.8.14 2.7.2 2.7.2 2.7-2 241-14 t 2x4 II I 4x12 = 5x8 = 20 II 5x12 = Scale = 1:22.8 20 II M WAAP0MANAPPPP Ica mow, r r FMR 4x6 11 6x12 MT20HS = 3x6 II 700 = 3x8 II 5x8 = 2.8-14 5.4-1 7.11.3 10.6-6 13.3.4 2-8.14 2.7.2 2-7-2 2.7.2 2.8.14 Plate Offsets (),Y)-- I9:0-5-0.0 4 81.110:0 4.4.0-1-8L (11:0.6-0.0-2.121 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.89 Ven(LL) 0.20 9-10 789 360 MT20 244/190 TOOL 10.0 Lumber DOL 1.00 BC 0.63 Ven(TL) 0.31 9-10 509 240 MT20HS 187/143 BOLL 0.0 Rep Stress Incr NO W B 0.77 Horz(rL) 0.04 7 We We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' BOT CHORD 1.11,3.11,3.9,5-9,5-7: 2x4 SP No.1 REACTIONS. (Ib/size) 12=4396/0.7-4, 7=4848/0.4.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12- 3840/0, 1.2=-7563/0, 2-3=-7563/0, 3-4=-11546/0, 4-5=-11546/0, 5.6=-271/0 BOTCHORD 12.13=0/283, 11.13=0/283, 11.14--0/12131, 10.14=0/12131, 10-15=0/12131, 9.15=0/12131, 9- 16=0/8025, 8-16-0/8025, 8.17=0/8025, 7.17=0/8025 WEBS 1.11=0/8132, 3-11=-510210, 3-10=0/2212, 3-9=-654/0, 5.9=0/3933, 5.8=0/1847, 5-7=-8661/0 Structural wood sheathing directly applied or 2.3.2 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0.6-0 oc. Webs connected as follows: 20 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except 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) All plates are MT20 plates unless otherwise indicated. 4)'Seml-rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oC and lastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1256lb down at 2.1.0. 1348lb down at 4-1-0, 1348 lb down at 6-1-0, 1348 lb down at 8-1-0, and 1313 lb down at 10-1-0. and 1203 lb down at 12-1-0 on bottom chord. The deslgn/selectlon of such connection device(s) Is the responsibility of others. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Van: 1- 6=-100, 7. 12=-10 Concentrated Loads (lb) Vert: 9=- 1348(8)13- 1256(B)14=-1348(B)15=-1348(8)16=-1313(B) 17=-1203(B) NWO - vedry dedgn perametem and READ NOTES ON THIS AND INCLUDEO M/TEK REFERANCE PAGE N47473 rev. I"l-20IS BEFORE USE Design va lld too use only v40n MI Iek®coruoctots. this design 6 bawd only upon paamoten shown. and is lot an trxevkrum lxAdhg component. not a truss system. Before use. tho IxAdng cleskim must vedry Ito cptplk:dAlty of closlgn fxaanottns and ptopxnty ktcortotalo "* doslgn Into tho overall txlding design. Bracing Indcatod Is to rxevont rxacklung of Individual truss wob and/or chord memtots only. Adaillonal temporary and pornlanont Ixocfng MOW It always required lot slctAlyandtopooventcollapsewithposslAepotsorx4hufuyandrxoronydamage. Fa general guidance rogardlng the Iatxk:aIlQfX stofcgo. delivery. erection and bracing of trusses and miss syslems, seoANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Irdomwitlon avallable from truss Plato butltuto, 218 N. Lee Street. Su lto 312 Alexandtla. VA 22314. Tanya. FL 33610 Job Truss russ I ype ly 780093 fG5 1:1.00RT1073fl6081 2 Job Reference (optional) Builders 1`0e150utCe. Tampa, FUM Gay. 1`101ida 33566 7.540 s Apr iv zwo Nan ex mdustues, mc, man mar zi 7aXd:St zet i rage i IO:YPdNv2JXSeH28WkHvoslYgz4GmX-pk?OyWveUhLyWgIL56WM2B20 a?FtPvT3vnoXazWhoq 266 5.3-0 7.9.10 106-0 266 26.10 26-10 2.86 20 11 I 5x8 = FT-H 2x4 11 Scale = 1:18.0 5x8 = 3x4 11 314 1 266 53-0 7.9.10 10.6-0 2A6 26.10 26.10 266 Plate Offsets (xY)-- e:0.4-8.0-1-ei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Wait Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Ven(LL) 0.08 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.46 Veri(rL) 0.13 7.8 951 240 BCLL 0.0 Rep Stress Incr NO W B 0.79 HOrz(TL) 0.02 6 n/a We BCOL 5.0 Code FBC2014lrP12007 Matrix) Weight: 123 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 *Except* BOT CHORD 1-9,3.9,3.7,5.7: 2x4 SP No.2 REACTIONS. (Ib/size) 10=3130/0-4-0, 6=3302/0.4.0 FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD I.10=-2417/0, 1-2=-4634/0, 2-3=-4634/0, 3.4=-5215/0, 4-5=-5215/0, 5.6=-2720/0 BOT CHORD 9-12=0l7058, 8.12=0(7058, 8.13=0/7058, 13-14=Of7058, 7.14=0/7058 WEBS 1.9=0/4948, 3.9=-2717/0, 3-8=0/1852, 3-7=-2066/0, 5.7=0/5589 Structural wood sheathing directly applied or 5-2-9 oc puriins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing NOTES- (6) 1) 2-ply truss to be connected together with I Od (0. t 31'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 if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 868lb down a1 1.1.12, 868 lb down at 3-1-12, 868lb down at 5-1-12, 971 lb down at 6-6.4, and 868lb down at 7-1-12, and 868lb down at 9-1.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1.5=-100, 6-10- 10 Concentrated Loads (lb) Vert: 8_ 868(B) 11=-868(B) 12=-868(8) 13=-971(F) 14= 868(B) 15_ 868(B) WARNING - Vedry dedpn panmtefers and READ NOTES ON THIS AND INCLUDED AIMEK REFERANCE PAGE ND7473 rev. FOAMM16 BEFORE USE Design valid tot arse only with Mllek® connectors. this design Is based only upon potanwters shown, and h for an Individual building component. net a huss system. 8ofoto we. the building deslgnot must vedfy the app t abigry of design pararnelors and Ixopody incogwrato this design Into the ousel design. Bracing Indicated Is to bucaing of individual buss web and/or chotcJ rnai nbets only. Additional tompaary and polmarnonf baring Welk" building prevent Is always recsiltod lot stability and to prevent collapse with possible poisons! tdi+T and properly damage. nor general Guidance regarding the 6004 Parka East 8W. ratxpcatbn stotoge, delivery. erocllon and bachtg of Intsses and Inn sWtoms, soeANSI/IPI I Qua6ry, Criteria, DSB-89 and SCSI Suilcmq Component Tampa, FL 33610SafetyIMormlionavaltabloIrombiasPlateInstilue. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job russ ruse ype ty Tt0738807 780093 TifflowSupportedGableI1 Job Reference Lone cumen rasrwurca, rarrya, ream i.ay, rruuao 4- 0xa pr r cvo rvuraR nruusuras, n,. ,wwmu, er c ye I D:YPdNv2JXSeH2BW kFIvoslYgz4GmX-HxZ09rwHF?Tp7gtXfp 1 bbPbgs2SW02zclZW L30zW hop Scale - 1:36.0 3x6 FP= 30 = 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 18 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP = 3x4 = 21. 3.4 01a. e Plate Offsets MY)— 118:0.1.8.Edael LOADING ( psi) SPACING- 2-0-0 CSI. OEFL. In (roc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 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(fL) We - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.03 HOrz(TL) 0.00 19 n/a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 102lb FT=204bF,II%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flal) REACTIONS. All bearings 21-3-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 19, 36. 35, 34, 33. 32, 31, 30, 29, 28, 26, 25, 24, 23, 22, 21, 20 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. NOTES- ( a) 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)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNING - Vadty deWgn penurafen and READ NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE MP7473 rev. I69 MI5 BEFORE USE Dosllgt vdkl lot use only with Nick* connoclors. M do*p Is basod only uporl l>Qamoters Mown. and Is lot an hdMdtrd txddhg component. not a trust system. 6oloro use, lie buildlrtd eleslgrer rnusl vodfy Ito ap(xk:dbilly of dcskjn lxaarretots lxld properly heogxxato this design Into Ito ovordl Ixfidhg design. 9achg Indk:aled Is to buclAhg of Individual buss wd> and/ot chord mombets only. Addillonal tomporay and permanent txachg MiTek' lxevonlIt always recp4ed lot sktAfty aril to prevent collapse with possible personal k*ay and property damage. For ilenerd gulcl neo tWcxd1rg the fdxI= Ion, stomgo, dollvery, moctlon and txcrAW of Iftn3es and hiss Systems, soaANSI/rPl I Cuaely Cdleda, OSS-89 and SCSI eulldlny Component 6904 Peft East Blvd. Salary IMomWtlon owAc tAo porn truss Plate Institute. 218 N. too Sneet. Sulto 312. Alexoncida VA 22314. Tanya, fL 33610 Job russ rues ype ty T10738608 T80093 FT2 Floor t t Job Reference Gonal cumem rasia we. i anga. -Amy, rwnae s.uoo 0-1.8 H 1F=4.0 1.Sx3 II 1.5x3 = 1 Sx3 = 1 2 29 28 10:YPdNv2JXSeH2B W kHvoslYgz4GmX-65xg0v_ t rrOyrIKM489rgrXpTHsod6VgVzfHgzW hoi f-1 1f —8-0 30 = 3x4 = 1.50 II 3x4 = 3x6 FP= 3 4 5 6 7 8 9 10 Scale a 1:40.9 3x4 II tt 12 13 4 o 3x4 = 3x12 MT20HS FP = 30 = 3x6 11 3x6 11 3x6 II 30 = 3x6 = 3x6 II 233-4 r -1-1 1 Plate Offsets (KY)-- 19:0-1-8 Edclel 110:0-1.8.Edge1.114:Edae.0-1-81.118:0-3.0,0.0-01 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.38 20.21 718 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Ven(rL) 0.60 20-21 459 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.09 14 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 141 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2x4 SP No. I(flat) 'Except* end verticals. 14.24: 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/siie) 27=1263/0-8-13, 14=1263/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1947/0, 3-4=-3359/0, 4-5=-4277/0, 5-6=-4277/0, 6-7=-4775/0, 7-8=-4775/0, 8.9=-4724/0, 9.10=-4343/0, 10-1 1=-3447/0, 11.12=-1981/0 SOT CHORD 26-27=0/1096, 25-26=0/2775, 24-25=0/3908, 23-24=0/3908, 22-23=0/4629, 21.22=0/4628, 20.21=0/4878, 19-20=0/4343, 18.19=0/4343, 17-18=0/4343, 16.17=0/2814, 15-16=0/2816, 14-15=0/1141 WEBS 2-27— 1633/0, 2.26=011301, 3-26=-1266/0, 3-25=0/893, 4-25=-839/0, 4-23=0/550, 6-23=- 525/0, 6-21=0/263, 8-20=-345/140, 9.20=-23/1032, 9-19— 1020/0, 12.14=-1660/0, 12-15= 0/1285,11-15=-1276/0,11-17=0/942,10-17=-1349/0,10-18=0/796 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless otherwise Indicated. 4) Refer to girder(s) for truss to truss connections. 5) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131" X X) nails. Strongbacks to be attached ( o walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING. VmKy dedgn perometme and READ NOTES ON THIS AND INCLUDED AITTEK REFERANCE PAGE AM67472 rev. 1&03WIS BEFORE USE Design valid for use only vAm Mliok®cornnoclas. this design Is bawd only upon paanoton shown. "is for an i dMdral IxAdhng Component not a puss systan. Before use. the Wiling designer must verify the op lcolAity of design rxaa motets and gopody Incotpoiato Ihb design kilo the overall IxddUV design. Stating Indicated is to Ixovenl tMMIng of Individual truss wob and/or chord members only. Additional temporary and permanent txocbtg WOW is always tec calked rot sketAlty and to pevonl ce9c ipie Win powtAo personal knfley and property damage. For genord guidance regardln;f the 6904 Parka East Blvd falWotbrL storage. delivery. otoction and txacing of minas and truss systems. soeANSI/IPI I Quality Criteria, DSB-09 andSCSI Bulldhng Component Tampa. FL 33610 Safety informationavailablefromfrussPlatohnstlMe. 218 N. too Street. Suite 312 Alexandria, VA 22314 Job Truss Truss Type y ply T10738609 T80093 FT3 Flow 3 1 Job Reference lions ouuoam rlrsi a Fce. tempo, term {.sy, rgnua J.A00 0.1.8 Hi 114-0 I 1.5x3 II 1.Sx3 = 1.Sx3 = 1 2 3 30 29 3x4 = 1.Sx3 II 30 = 4 5 6 r wv s nPr r• cv w — — cr . r.V. r ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-isAAGG 1 Yv3jOKNeSEwCx7 W?9D4egkP64b6xlORzW hof 1f4•t2—I 3x4 = 1.50 II 3x4 = 34 FP= 7 8 9 10 11 Scale = 1:43.8 3x4 II 12 13 14 qR d 28 27 26 25 24 23 22 21 20 19 16 17 16 15 302 MT20HS FP = 3x4 = 3x6 = 3x6 If 3x6 II 3x6 11 Us 11 30 = 1.50 SP= 3x6 = 11 Plate Offsets (XY)-- 11:0-1-8,Edael. (15:Edoe.0.1-81. f19:0-3.0.0.0.01. f28:Edne,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udell Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) 0.50 20-21 588 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) 0.79 20-21 375 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WS 0.69 Horz(TL) 0.11 15 n/a n/a BCDL 5.0 Code FBC20141TPI2007 Matrix) Weight: 152 lb FT = 20%F, 1145E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.1(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 15-24: 2x4 SP M 31(flat) 2.2.0 oc bracing: 23-25. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 15=1354/Mechanical, 28=1354/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2110/0, 3-4=-3673/0, 4.5=-4783/0, 5-6=-4783/0, 6-7=-5274/0, 7.8=-5509/0, 8.9_ 4817/0, 9.10=-4817/0, 10-11=-4817/0, 11.12_ 3820/0, 12.13=-2223/0 BOT CHORD 27-28=0/1180, 26-27=0/3014, 25-26=0/4316, 24-25=0/5136, 23-24=0/5136, 22-23=015510. 21-22=0/5510, 20.21=0/5304, 19-20=0/4817, 18-19=0/4817, 17.18=0/3137, 16.17=0/1248, 15.16=0/1248 WEBS 13.15=-1815/0, 13-17=0/1457, 12.17=-1365/0, 12-18=0/1020, 11-18=-1509/0, 11 - 19--0/669, 2.28=-1757/0, 2.27=0/1423, 3-27=-1381/0, 3.26=0/1008, 4-26_ 982/0, 4-25=0/696, 6.25=-526/0, 7-23=-361/0, 8-21=-88/448, 8.20=-861/16 NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 24 = 11 % 5) Refer to girder(s) for truss to truss connections. 6)'Seml-rigid pitchbieaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nalls. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNWO - Verify dodge perameNm and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE MB-7473 rov. MUNNOiS BEFORE USE Design valid for use only vAm Mllok® connectors. Ihh design Is based only uI»n paramelers shown, end Is for an IndNkAKA building component, not a (russ sWom. Beroto use. Its brOdng doslgnor must verity the c"Alcalblity, of design lxrarnotors and Ixoporly Incorporate this design Into the overall biding design. Bracing Indicated is to truckling of individual truss wob and/or chord members only. Addifonal lomporary and permanent tracing M iTek' prevent Is always tea ulted tot stability and to prevent collapse with possible personal k*ffy and popery danago. For general gJdance tegrac0ng the 6904 Parke East Blvd. fatxlcallon, storage, dollvory oroclkxn and bracing of trusses and truss systems. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component Tonga• i. 33610SafetyInformationovaltc"o from kssss Plato Institute. 218 N. too Stool. Sullo 312. Alexandfks. VA 22314. Job russ russ Type ty plyJob Tt0738610 T80093 FT4 Floor t 1 1Reference (optional) uumers t-Immource, loupe, rrom Bey, mono rlaoo 0. 1-8 H 1 1. Sx3 II 1. Sx3 = 1. 5x3 = 1 2 29 28 3x4 = 1.5x3 II 3x4 = 3 4 5 6 1 wu c npr i>r cvna nuroc maucuwc, mc. , ,. y , ID: YPdNv2JXSeH28WkHvoslYgt4GmX-T2kZTc2A(NsFyWCfodkBYjYKeU TTsjEgmhOytzWhoe 3x4 = 3x6 FP = 7 a 9 2F 1-4 10 Scale a 1:42.7 3x4 II 11 12 13 Q Rrc? d 27 26 25 24 23 22 21 20 19 1a 17 16 15 14 3x6 = 5x6 II 3x6 FP= 3x6 II 3x6 II 3x6 II Sx6 II 30 = 24- 3.12 7A. 110 Plate Offsets (Y Y)— f9:0-1.8.Edgel.f10:0-1-8,Edgel.fl4:Edge.0.1-81.f18:0-3.O,Edgel,f27:Edge.0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.41 20 >705 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.64 20 >451 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 14 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20-V, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 8- 13: 20 SP M 31(flat) BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing, Except: BOT CHORD 2x4 SP M 31(flat) 'Except' 2.2.0 oc bracing: 23.25. 22. 27: 2x4 SP No. 1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 14=1320/Mechanical, 27=1320/0.8.13 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2053/0, 3-4=-3540/0, 4-5=-4722/0, 5.6=-4722/0, 6-7=-5263/0, 7.8=-5237/0, 8- 9=-5237/0, 9-10=-4716/0, 10-11_ 3695/0, 11-12=-2159/0 BOT CHORD 26-27=0/1150, 25.26=0/2918, 24-25=0/4208, 23.24=0/4207, 22-23=0/5099, 21-22=0/5099, 20. 21=0/5395, 19.20=0/4716, 18-19=0/4716, 17.18=0/4716, 16-17=0/3038, 15. 16=0/1216,14-15=0/1216 WEBS 12-14=-1769/0, 12-16=0/1408, 11.16— 1313/0, 11-17=0/982, 10.17=-1571/0, 10. 18=0/908, 2.27=-1714/0, 2.26=0/1380, 3-26=-1323/0, 3-25=0/950, 4-25=- 102 1/0, 4- 23-0/748, 6.23_ 550/0, 6-21=0/268, 7-20=-334/138, 9-20=-59/'975, 9-19— 863/0 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 4x6 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4)' Seml-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 lastened to each truss with 3-10d (0.131' X 3') nails. Sttongbacks 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 - v&ay deetpn pwe wt. end READ NOTES ON rNtS AND INCLUDED NIrEK REFERANCE PAGE NQ7473 rev. 16113MIS BEFORE USE Design valid far use only Win Mtiek® connactors. Ittls design Is txnocl only ulxxl parameters sftown. and b for an hdMtlual b ulding componenL not wt abusssysletn. Wow use. the building designer rnusl verity the aplxk;abAlty of doslgn pasamoters and rxor"ly Incapotalo 11% design Into the ovorall tx/ cAng design. Bracing Indicated Is to txtckting of Individual truss web and/of chord members only. Additional temporary and "manonl Ixacing MiTek' rxovontIs always required for sWbAlty and to fxevonl cdtarx:e with possdo Personal In'ey and fxoperly damage. For general Auldanco fodaralrrg the 6904 Parke East Blvd. fatxtcalkrxstorago, dollvoM etoctlon and bracing of Mrsses and Intss systems. seeANSI/IPI I Quality Cdteda, OSB-89 and SCSI Bulling Component Tonga. FL 33610 SafetyInformationovallabtehorntrussPlateItslihdo, 218 N. too Street. Suilo 312. Alexandria. VA 22314. Job russ puss I ype oty ply T10738611 T80093 FT5 Floor 1 1 Job Reference Donal auaaers FimiSoume. iarnpa. pram Cy. Fiwida 33566 7.640 a npr ra 20i6 Miiek mauarnes. rnc. man mar 27 w:za:4r evr r page r ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-T2k2Tc2AfNsfyWCfodkBY1YKAU1yTI EgmhOylzWhoe 0.1.8 H 11--4-0 1-54 Scala = I:38.3 1.5x3 11 1.Sx3 = I.Sx3 = 4x6 = 3x8 = 1.Sx3 II 1.Sx3 II 3x6 FP = 06 = 4x6 = 1 2 3 4 5 6 7 a 9 10 11 12 13 26 2S 4x6 = 3xl2 MT20HS FP = 3x6 = 1Sx3 II 4K6 = 4x6 = 3K6 = 3x8 = 22.3.12 44 Plate Offsets MY)— f9:0.1-8,Edge1,118:0.1-8,Edae1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Lord PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.40 18-19 665 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) 0.63 18-19 421 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.09 14 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 124 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 10-13: 20 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x4 SP No. 1(flat) 'Except' 14.21: 20 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/slze) 14=1210/Mechanical, 24=1210/0.8.13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1854/0. 3.4=-3172/0, 4.5=-4012/0, 5.6=-4012/0, 6-7=-4312/0, 7.8=-3902/0, 8.9=-3902/0, 9-10=3198/0, 10.11=-3198/0, 11.12=-1891/0 BOT CHORD 23-24=0/1049, 22-23=0/2635, 21-22=0/3682, 20-21=0/3682, 19-20=0/4262, 18-19=0/4274, 17.18=0/3902, 16.17=0/3902, 15-16=0/2641, 14.15=0/1100 WEBS 12-14=-1600/0, 12-15=0/1209, 11-15=•l146/0, 11-16=0/852, 9.16=-1110/0, 9.17=0/442, 2.24=-1562/0, 2.23=011232, 3-23_ 1194/0. 3-22=0/821, 4-22=-779/0, 4-20=0/491, 6-20=-373/0, 7-18=-738/93 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 30 MT20 unless otherwise Indicated. 4) Refer to girder(s) for truss to truss connections. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.13V X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING- Verify dedyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M07473 rev. FOA30201S BEFORE USE Design vald for use only wllh MllekO connectom this design Is based only upon parametors shown, and Is lot an Indlvklual building component, not a fruss syslotn. Boloto uso. erne txgcBng doslgnot must vodly Ito a(rpllcabllry of doalgn IXuamofers ad pxoledy i ncerperalo Ihb doslgn Inlo Ito ovotdl building design. Bracing indicated is to ptevonl bucafrng of Individual truss web and/of chord members only. Ad<9lbrxi temporary and permanent brocfrng WOW 6 always required ter stability and to prevent collapse wllh possible personal rVly and ptopony damage. For general guidance regarding the fabdcallon, slotago. dolNofy, erection and btacho of mtssos and frms systems soeANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from truss plate Institute. 218 N. too Stroot. Salto 312. Alexandria VA 22314. Tampa. FL 33610 Job ruSS rues ype ry, y T10738612 TS0093 FT6 Floor Supponed Gable 1 1 Job Reference (optionaQ cuuaem rrrsraou¢e, iampa. rww may, rwrwa saaoo W 14 13 2 3 IO:YPdNv2JXSeH2BWkHvoslYgz4GmX-xElxgy3oOh 6agnrMLF04x5ipuYKCTyN300_VKzWhod 4 5 6 Scale: 1'n 1' 12 11 10 9 8 7 6.9-d r 6-3d LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 Horz(rL) 0.00 7 We rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 33lb FT = 209'V, 1145E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BOT CHORD OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 6.3.4. lb) . Max Grav All reactions 250 lb or less at joint(s) 12, 7, 11, 10, 9, 8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid calling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verify dedgn pan movers and READ NOTES ON THIS AND INCLUDED LUrEK REFERANCE PAGE N11.7473 usv. 1803,2016 BEFORE USE. Design valld for use onry elm Mllek®connoctors. 1hh design 6 based ony upon pacimolers "wn. and Is to an bKlMdtKA building component. not a truss system. Before use. the txAldrlg designer must verify Iho agXxlcdsllty of design puamotors and properly Incopoalo this design Into the ovordl bucm,g design. ®acing Indicated b to provonl bxucMing of IndMdurl puss web and/on chord members only. Adaltlonca lempoury and permanent bracing WOW 6 always recphed for stabilityility and to provent eellcpso vAh possible, petsoral"arid property d urnage. for grmerd Auldrnee re"ding the latxlc 1larx sto<1go, delivery. erection and Wacklg of trusses and truss systems. sooANSI/rPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Irdomdtlon a a llable from Ire Plato "lute, 218 N Loci Street. Sullo 312. Alexondrla. VA 22314. Tampa, FL 33610 Job russ Truss Type I Oily pry t T10736613 T80093 FT? Floor 5 1 Job Reterence(optionatil ouuaant raoaou¢s, i orrya, rmtn terry, rtorlaa a uu 0.4-0 1-4-0 IH 4x6 11 1 2 3x6 If 34 5 r Wv a nPt lY Zulu Mnas Inaaslnas, Ina. Man alar Zr la Z3.*v" r ra9a 1 ID:YPdNv2JXSeH28WkHvoslYgz4GmX-xElxgy3oOh 6agnrMLFO4x5aSuMZCJSN3O0 VKzWhod t.5x3 II 6 7 a 9 Scale = 1:27.5 10 11 4 19 16 17 16 15 14 13 12 1.Sx3 II 5x8 = 1.Sx3 II 3x6 = r}d-0 16.1-0 d. 1 S.ad% r Plate Offsets (KY)-- 12:0-3-0,Edgel,16:0-1.8,Edge],115:0-1-8,EdQel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.17 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(TL) -0.26 14-15 >741 240 BCLL 0.0 Rep Stress Incr YES WB 0.66 HOrz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 91Ib FT=204bF,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 1=875/0-3-0, 12=878/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-972/0, 3-4=-925/0, 4-5=-972/0, 5-6=-1832/0, 6.7=-2217/0, 7.8=-2217/0, 8.9=-2030/0, 9.10=-1289/0 BOT CHORD 17.18=0/1483, 16.17=0/2217, 15-16=0/2217, 14-15=0/2237, 13-14=0/1780, 12-13=0(777 WEBS 3-18— 393/0, 2.18=0/1385, 5-18=-761/0, 5.17=0/533, 6.17=-649/0, 10.12=-1131/0, 10.13=0/782, 9.13=-750/0, 9.14=0/383, 8.14=-317/0, 8.15=-231/287 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 3-10d (0.131' X 3') nails. S(rongbacks 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.' WARNWQ - Vedry atlpd nQ pammafant aria READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M1F7173 raw. IQ47YlO15 BEFORE USE Design vdid for use only win MI lek0 connectors. 9t1s design Is bosod only upon Ixranotors shown. anti Is tot an hdlvkAM building component, not a truss sysloin. Wrote use. One b llc9ng designot must verity the aWlcobOlty, of design Iwtainelors and popody Iteorixxoto Itllt design hnlo ire oval, txBdhlg design. ®acing a,dicolod Is to rxevent buck11rV of lndNklucl trig web aril/or chord members orgy. ACdtlWtal lonn"ory as "nionent bracing WOW is dwoys toclulted lot slablilty orsd to povent cdlarAo wllh possible person" InW and poperty dnnago. For gerord guidance tegcodIng 9xs krixlcatbn storage, delivery, election arxt blacking of Infssos and Inn systems soeANSI/IPI I Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East Blvd Safety IMormatlon ava6oMo from trig Plato Ins0lule. 218 N. Lee Sltoot, S"to 312. AloxaxJda VA 22314. Tarrpa. Fl. 33610 Job Truss Truss Type Pry Ply T10738614 T80093 FTB Floor 2 t Job Reference(optional) Budder RmSoutce. Tanya, Plora Cay, Flwida 33666 0.4-0 h-1 1- 1 4x6 11 3x6 II 34 2 I.5x3 II 7.640 a Apr 19 2016 MTek Induatrtet, Inc. Mon Wr 27 16:23:51 2017 Page 1 10:YPdN12JXSeH2BWkHvoslYgz4GmX•PRSJu1408 6zBgM1v2mfd8di51gPxm9XH4AXtmzWhoc F 1.7.9 1r8 S e:318-=1• I.Sx3 II 1.Sx3 = 3x8 = 3x6 = 1.Sx3 = 10 11 12 23 4R 22 1.Sx3 II Sx8 = 1.Sx3 11 3xe = 3x6 = 16-4.0 16.1.8 16r34 18.3.6 15.9.8 0-• 2 1.11.8 0-0-12 Plate Offsets (XY)— 12:0-3.O,Edael.16:0-1.8,Edgel.117:0-1-8,Ednel LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.21 16-17 >910 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Ven(TL) -0.31 16-17 >628 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 104lb FT=20°bF,11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No 3(flat) BOT CHORD REACTIONS. (Ib/size) 1=882/0.3.0, 14=1106/0.4.0 Max Grav 1=890(LC 3), 14=1106(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-993/0, 3-4=-946/0, 4.5=-993/0, 5-6=-1878/O, 6.7=-2292/0, 7.8=-2292/0, e-9=-2076/0, 9.10=-1293/0 BOT CHORD 19.20=0/1512, 18.19=0/2292, 17-18=0/2292, 16.17=0/2297, 15.16=0/1805, 14-15=0/766 WEBS 3-20=-404/0, 2-20=0/1414, 11-14=-251/0, 5-20=-773/0, 5-19=0/560, 6-19=-701/0, 10.14=-1143/0, 10-15=0/819, 9.15=-795/0, 9-16=0/422, e-16=-351/0, 8.17_ 216/345 Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 17.18 6.0.0 oc bracing: 13.14. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1 Od (0.131' X X) nalls. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vatry daatpn Peraraotom and READ NOTES ON ruts AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. IWIMIS BEFORE USE OosIM volld lot use only vAth WoM connectors. Ihh design Is based only upon porctmeten shown, and Is for an hdlMdltal "dkng component, not a truss syskxn. Boforo use, the IxOdhg closlgret roust verify Ito applicatAlly of doslM paranelcvs and ptoledy Incorpototo M doslgn Into Ile overall txadVng d0stgn. Biochg VKftofed Is to prevent btrclding of kxlNkhal tru= web avWor chord members only. Ad<9lbrel lempoic ty and permanent txocfng MiTek' is always rec"ad fen skfi0tiy cxxl io rxovcnl collarxfo wllh possUo personrl"cod rxopeny cksnage roe genera guidance rogardhg the kAxIcallon . stotage, delNefy, etectlen and txochg of mows axt Inns systems soeANSt/rPI I Quality Criklrlo, OSS-89 o W SCSI Building Component 6904 Parke Ent Blvd. Safety Information avalk"o from truss Rate Institute, 218 N. too Street. Suite 312, Ala%axlAa. VA 22314. Tampa, FL 33610 Job Truss rush type IN T10738615 T80093 F79 Floor 6 1 Job Reference(optional) aexeers rtni]D UMG. Iellpe. rwnl Vny, rwrwa sJJoo 0.4-0 1-4-00H Sx6 II 3x6 II 1 2 3 4 11 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•tdPh5e53ylEpp xETIHu9MAtOh4zg90gWkv4Z zWhob I Style = t:3a.s 3x4 = ISO II 4x6 = 4x6 = 3x4 II 30 = 3x4 = 3x6 FP= 4x6 = 4x6 = 30 II 5 6 7 e 9 10 11 12 13 14 15 3x6 II 6x8 = 4x6 II 3x6 II 3x6 FP = 3x6 II 3x4 = 30 = 4x6 = 4x6 = 3x6 = 6x8 = LOADING (pst) SPACING- 2-0-0 CS1. DEFL. In loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Ven(LL) -0.36 21-23 >731 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.56 21.23 >466 240 BCLL 0.0 Rep Stress Incr YES W B 0.95 Horz(TL) 0.01 16 Na n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 141 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins, except 1.11: 20 SP No.I (flat) end verticals. BOT CHORD 20 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb slze) 1=1200/0.3.0. 16=120310-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1437/0, 3-4=-1364/0, 4.5_ 1437/0, 5-6=-2871/0, 6-7=-3883/0, 7.8=-3883/0, 8.9=-4402/0, 9.10— 3958/0, 10-11=•3222/0, 11-12=-3222/0, 12.13— 3222/0, 13-14=-1874/0 BOT CHORD 25-26=0/2223, 24-25=0/3883, 23.24=0/3883, 22.23=0/4289, 21-22=014289, 20.21=0/4297, 19-20=0/4296, 18-19=0/3700, 17.18=0/2639, 16.17=0/1087 WEBS 3.26=-510/0, 2-26=0/2004, 5.26=-114410, 5.25=0/968, 6-25=-1525/0, 6-24=0/842, 14.16=-1582/0, 14-17=0/1203, 13-17=-1169/0, 13-18=0/869, 10.18=-713/0, 10.19=0/393, 9-19= 517/0, 8.21=-131/301, 8-23=-722/75 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1Od (0.131- X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product is designed as an Individual building component. The suitability and use 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 - VM* deOgn pannroten and REAO NOTES ON MS AND INCLUDED NREK REFERANCE PAGE M9.7473 rev. I60MIS BEFORE USE Deslgn valld for use only with Mffek® connectors. M design Is Lxwd only upon Ix zamolers shown. and Is for an IncilvlcAfd Lxllcfhng component, not a fruss system. Ileforo use. Ilw brllding doslpnot must verity uno applk;abIlIty of design paramolors and lroperty Incomotale Its design Into the ovadl buldkng cosign Bracing kx9catod Is to Ixoveni buckting of kx Mdltal tnas web and/or chord mar nbefs only. AdcAllonal lotnlxxary and porrnanonl boclg MiTek' Is always tw4uhred for stabdIty, and to prevent edlatm with possible poesonal hMry arxt propeny danago. for garneaca guklanee tegadtng the latxlcatkxn. storage. dolivory, ofecllon and btachq of bras and Irss systems, scaMSI/rP1I Cuat ly Criteria. OSS-89 aW 6CSI Building Component 6904 Parke East Blvd. Safety Information avallable from hlr PksW InstihAa. 218 N. Leo Shael. Sldto 312. Alexandra. VA 22314 Tmrga. FL 33610 Job Truss russ ype ry ply t T10738616 T80093 FT10 FIaOr Supported Oobb t I t Job Relerence o bona rxumen mrya. rmm.rry. r.orwa s.>,00 . .,.y...c..... ...................... ..... ,.,w...,.. .. ,...w.w ...., ...y.. ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-Hx209rwHF?Tp7gtXfplbbPtWn Z02ycIZWL30zWhop 0•KB Scale = 1:37.2 3x6 FP= 1 2 3 4 5 6 7 a 9 10 11 12 13 14 15 16 17 1a 19 39 QR 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 FP= 30 = 22-0-0 22-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. to (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) Na n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(TL) 0.00 20 rVa n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 105 lb FT = 2045F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purllns, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 22-0-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 20, 38, 37, 36, 35, 34, 33. 32, 31, 29, 28, 27, 26, 25, 24, 23, 22, 21 FORCES. (lb) • Max. Comp./Max. Ten.. All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable Studs spaced at 1.4-0 oc. 5) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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 - Verify doslyn Parartreters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE 11,19•7473 rov. 1 OMIS BEFORE USE. Design wdld lot use only vAm Mllek®eonnectors. lhls deslgn Is based only upon pdaarrelors shown, and Is for an Individual Lidding component. not a truss system. Before uso. the building dosignet must verity the c"AlcaMlry of design parameters and IxoPody Incorpaato this doslgn into the ovorall txddkng Bracing Indicated Is to buckling of Individual truss web and/a cterd members only. Additional temporary and patmanent txactng Welk' design. povent Is always trxµLed got stability and to pevent eollarm with possible, personal k$jry and popedy darnage. rq general guidance regarding M 6904 Parke East Blvd. fabrication storage. delNery. erection and bracing of mines and inns systogns. sceANSI/IPI I Quality CMeda, OSB-89 drld &CSI Building Component Tango. FL 33610sWoryIrdomnaxonavailablefromfnmPlatoinstitute. 218 N. Leo Shoot. Suite 312. Alexandria. VA 22314. Job uss Trulis Type ry Ply T1073860 TSM23 FT1 I Floor Supponed Gable I 1 Job Reference (optional) o.,,.... .„.. a,a—Y.rw,wu OHa 1 2 2 23 22 3x4 = 3 4 5 6 ny, ausm.a. mc, - ma, .I ,.: — — i I.W. , ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-177nNBxvOlbgl RkCXYgSc$(TSoX7VBIXDGucSzWhoo om Scale - 1:22.5 7 6 9 10 11 12 25 21 20 19 1e 17 16 15 14 13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Ven(TL) n/a - We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(rL) 0.00 13 n/a rVa BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 69 lb FT = 20- F, 111SE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puriins, except BOT CHORD 20 SP No.2(Ilal) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13.8-0. Qb) - Max Grav All reactions 250 lb or less at joint(s) 23, 13, 22, 21, 20. 19. 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Following joints to be plated by qualified designer. Joint(s) 13. not plated. 6) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 - Vediy dedgn peromeare and READ NOTES ON THIS AND INCLUDED NfIEK REFERANCE PAGE N67473 rev. 1111MMIS BEFORE USE Design valld lot use only Win Mllok® connoclors. Ms design Is based orgy tlpon parameters shown, and h (of an IndMdial txAdhng component, not a Irtas system. Sofote use. the lAdldhg deslgnot must vodly Itte appllcd7111y of design Ixtramolors and Ixopedy htcogxxoto this design Into the ovoid, IxAdng design. Bracing Indicated is to prevent txrcMing of individual Mm wob and/or chord members only. Additionalnal tompotary and Mimanenl t>td cbv M iTek' Is always toed lot sl b611y and to Ixevd.-nl cdldpse wth fto>stle persorvl Mry oW IxopertytW ntQo. For gonetalgtldanco (egdrdhtg the tcixMalk)m stolooe, delivery, dltocllon and bfac lg of (maws and tntss systems, soeANSIAPI I Quality Cntedo. DSB-89 and SCSI Building Component 6904 Pafke East Blvd. Safety Information avdlldble horn Iruss hate institute. 218 N. Lee Street. Sidle 312. Aloxandda. VA 22314. Torrtpo, FL 33610 Job Truss f11ss A* r ty Fly T1073861a T80093 FT12 Floor 7 t Job Reference (optional) Bidden FestSoutce, Tanya. Plant City. Florida 33666 7 640 s Apr 19 2016 Wilk Industries, Inc. Mon kilar 27 16:23:39 2017 Page 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•177nNBxvOlbgl RkCXYgScBibSaC7RxlXDGucSzWhoo 0.1.8 H 1I-- 4-0 1— 1 1.5x3 II 1 Sx3 = LSx3 II Scale: 1/2'=1' 3x6 = ISx3 II 3x6 = 14.00 r 14.0-0 Plate Offsets MY)-- 13:0-1-8 Eduel f12:0-1-8 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Ven(LL) -0.13 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(TL)-0.2011-12 >819 240 BCLL 0.0 Rep Stress Incr YES W B 0.31 Horz(TL) 0.03 9 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 80lb FT = 2045F, 1145E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 15=750/0.3.8, 9=756/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1071/0, 3-4_ 1541/0, 4-5=-1541/0, 5.6=-1605/0, 6-7=-1069/0 BOT CHORD 14.15--0/652, 13-14--0/1541, 12.13=0/1541, 11-12=0/1705, 10.11=0/1456, 9-10=0/663 WEBS 2.15=-946/0, 2-14=0/641, 3.14=-700/0, 7-9=-965/0, 7.10=0/621, 6-10=-591/0, 5.12=-355/100 NOTES- (6) 1) Unbalanced 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) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Vedly design perometere and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE NO.7472 rev. 141103M1S BEFORE USE Design valid for use only Win MgeM connectors. Ms design Is Lxned only upon parometers Mown. and Is for an IndlWtual txdclbV component. nor a truss systain. Before use. the Ixdlding designer must verify the o;XAIcotA1ty of design pararnetots and Ixororiy Incorporate Ins design Into the overall Ixllding design. Stacing tndicated is to rxevont twclding of Individual truss web aril/or chord marmots only. Addlioncil temporary and rAtimcanent txOcing M iTek' Is elways roared for sktAly and to prevent collapse Win tossMe poesord"ancl rxoperN damage. Foe general gtkkme regarding the k"Icatkxl. storage. delivery. erection and txaci ng of mores and truss systems sooANSI/FP1I Quality Criteria, OSS-69 and SCSI Bulldlng Component 6904 Parke East Blvd Safety Information ovallatxo from truss Plate Institute. 218 N. Lee Street. Suite 312. Aloxcndtkt. VA 22314. Tanga FL 33610 Job Truss Truss Type r yply T107388t9 T80093 FTt3 Floor Supported Gable 1 t Job Reference o Gone ovaven raowun:e, arnpv, perm a.ar. ranwv .rwvv 2 3 4 5 16 17 16 15 ID:YPdN12JXSeH28W kHvoslYgz4GmX-EJh9aXxXncl W N80wmE33gggOHsSxsySvmt?SSvzWhon Scale - 1 17.0 6 7 6 1 14 13 12 11 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) We - rVa 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(rL) 0.00 10 Na rVa BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 50lb FT = 20°bF, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 10.4.0. lb) - Max Grav All reactions 250 Ib or less at Joint(s) 18. 10, 17, 16. 15. 14, 13, 12. 11 FORCES. (lb) - 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-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 slrongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an individual building component. The suitability and use 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 WARmNG - verify d*o9n p&mn etere and READ NOTES ON TN1S ANO MICLUDE0 AI EX REFERANCE PAGE M117473 rov. 10AM20IS BEFORE USE Design vcfld la use only with Mllok®cornnockxs. IMs cleslgn Is based only upon pcactflelm shown, cnd Is for an Wi N lual bulding component not a truss system. Bofao Lao. the building designer must verity the cy7ptlCablity, of design patometers and Ixopwdy Incapotolo this doslign Into the ovoids buildinging design. Brdlcing Indicated Is to lrovent budding of Individual truss web and/or chord members orgy. Additional lemporclry and potmo nenl Ixacing MiTek' Is dwcM tw4drod for slctb8lty and to prevent cdlorm with possible personal lnkay dnd property dlconage. For gdrneld gldJanco r0W.SdJng the IabrlcalkrL staage. d olNoty. otocllon and brctctrlg of mrssos and miss systems, sooAN51/IP11 C xffity Criteria, 038-89 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information avalk"o torn truss Plato mstltute. 218 N. Loa Street. SUto 312. Aloxcndsda VA 22314. Tanya, FL 33610 Job cuss ruse type b ply T10738620 T80093 fT14 floor 3 1 Job Reference tiona ouueen rewavurce. r arrya, rmm a.sy, rarwa ,s.oo at •e H 114-0 I.Sx3 II 1.54 = 3x4 = 1 2 30 3 ID:YPdNv2JXSeH2BWkHvos gz4GmX-EJh9aXxXncjWNBOwmE33gggp_svkssjvmt?S8vzWhon 3x4 = 4 2.2.6 east e = 1:2t.2 t.5x3 II 06 = t.Sx3 = 6 7 3x6 = 3x4 = 3x4 = t.5x3 II 3x6 = Plate Offsets ().Y)-- 14:0.1-8.Edciel, 19:0-1.8,Edael LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.20 10-11 >711 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(rL) -0.30 10-11 >481 240 BCLL 0.0 Rep Stress Incr YES W B 0.40 Horz(TL) 0.02 8 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 69 lb FT = 20%F, 114bE LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 20 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid telling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 13=656/0-3-8, 8=656/0.3-8 FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-905/0, 3-4_ 1250/0, 4-5=-1128/0, 5.6=-1128/O BOT CHORD 12-13=0/565, 11-12=0/1231, 10.11=0/1128, 9.10=0/1128, 8-9=0/569 WEBS 6-8— 822/0, 6.9=0/838, 5.9=-438/0, 2.13_ 820/0, 2.12=0/520, 3-12=-498/0 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131- X 3') rails. 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' aL WARNING - Verily design paramefere and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M1.7473 rov. 14002MI6 BEFORE USE Design valid for use orgy elm MlloM connectors. this design Is Lxaod orgy upon Mameters shown and Is far an Individual W"ng component. not o truss system. Before use. the txAdhg designer must verity the gXAIcatAlty of design pxnanolers and pxopoily Incorporate this design Into Iho overall txJdlng design. Bracing Indicated Is to trscaUlg of WJMdrsat MW web and/or chofd mofnhers orgy. Additional temporary, and Immanent IxaCing MiTek' prevent Is always rectrLod for sk"Ity, and to prevent colictime wUh rxistle personal fr:rsy and propedy danade. For gon otai guidance rogctidlrg me tatxlcalim storage, delivery, erection and txacUg of fnmas and trim systems smANSI/IPI I Quality Criteria, OSS-69 and SCSI landing Component 6904 Parke East Blvd. Safety Infonmatlon avollahlo from truss Plate InsUkdo, 218 N. Lee Street, Suite 312. Aloxardfks, VA 22314. Tango. FL 33610 Job cuss Truss Type 10ty, ply T1073&621 TON93 FT15 Floor Gudar 1 t Jab Reference(optional) Budder; FastSource. Tampa. Plant City, Flo ido 33566 o-t$ 1-4-0 1.Sx3 11 1.Sx3 = 3x4 = 3x4 = 1.64U a Apr le Lala Ml1eR inausines, inc. Man mar zr m 2w,%i zel r rage l ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-iWFXoty9YwrN Ib6KyalD1DOKGlxbHz2 XI?gLzWhom 2.2.6 3x4 = 1.Sx3 II 16 4 17 18 5 Scale 1:21.2 1.50 II 4x6 = 1.5x3 = 3x6 = 3x4 = 3x4 = 1.5x3 II 4x6 = 12.3.6 12-3-8 Plate Offsets (XY)-- f4:0-1-8 Edael fS:Edge 0-1-81. f9:0-1-8.Edgel LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(TL) -0.20 10-11 >728 240 BCLL 0.0 Rep Stress Incr NO W B 0.53 Horz(TL) 0.03 8 rda rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 69lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puriins, except SOT CHORD 2x4 SP No.I (flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 13=837/0.3.8, 8=1649/0-3-8 FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3= 1229/0, 3-16=-1900/0, 4-16=-1900/0, 4-17=-2044/0, 17.18= 2044/0, 5-18=-2044/0, 5.6= 2044/0 BOT CHORD 12-13=07743, 11.12=0/1695, 10-11=0/2044, 9.10=0/2044, 8.9=0/1487 WEBS 2.13=- 1078/0, 2.12=0/757, 3-12=-724/0, 3.11=0/446, 4-11=-443/0, 6.8=-2158/0, 6-9=0/831, 5.9=-522/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection devlce(s) shall be provided sufficient to support concentrated load(s) 308lb down at 8-7-12, and 1026 lb down at 10- 5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 6) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 8-13=- 10, 1.7=-100 Concentrated Loads (lb) Vert: 6=-946( B)18=-228(B) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MI7413 rev. 10012MIS BEFORE USE De kiii valid la use only wtm MI lok6 connectats. Ms deskin Is based only upon parameters shown, ar cd is for an WivkAal building comixxenl. not a huss system. Borate use. tte IxLdrlg designer must verify the o ixAlcdlliy of design parameters and Ixorxmly Ineogwrotu this dodgn Into the oveldl ImAdrlg design Bracing hdicatod Is to rxovont buckling or IrKlMual 0uss web and/at Chatd members only. AddllaKd temporary are petmorent bracing MOW is dwoys tegthed fat st<tAiy cxvJ to gxovent eollc4Ae elm poslxe poisond frlKxy cM rxoperty ckxrlage rot general grJdcnee rogcxdng the 6904 Parke East Blvd. fdxk:atlom storago, delivery, election aria bltacirig of fntsas and Mrs systems swAN51/IPI I Quality Criteria. D58-89 and &CSI &u9ding Component Taupe. FL 33610 Safety Informailan avc0ablofromhusRateinstitute. 218 N. Lee Street. Salto 312. AlexancJda. VA 22314. Jobfuss ruse ype ryPly T10738622 T80003 1:T16 Floor 1 t Job Reference(optional) Sadden FuslSource. Tempo. Plant Cay, Florida 33566 1 3x4 11 10 34 = 1.4-0 2 30 = 7 640 a Apr 19 20t6 Work Industries, Inc. Mon Mar 27 16:23:41 2017 Page 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-rWFXoty9YwrN Ib6Kyal0IDBPGTRhOs2_XI?gLzWhom I.Sx3 If I.Sx3 II 3 4 5 3x4 = 9 a 30 = 6-2.8 6.2.8 3x4 = 6 3x4 11 3x6 = Scale - 1:13.4 Plate Offsets (XY)-- fl:Edae,0-1-81,18:0-1.8,Edgel.l9:0-1-8,Eduel LOADING (psi) SPACING- 2.0.0 CSI. DEFL, In loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Ven(LL) 0.00 7-8 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) 0.01 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 7 n/a We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 43 lb FT = 2046F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD GOT CHORD 20 SP N0.2(flat) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (lb(size) 10=328/Mechanical, 7=328/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-327/0, 3.4=-327/0, 4.5=-327/0 GOT CHORD 8-9=0/327 WEBS 2-10=-356/0, 5-7=-356/0 Structural wood sheathing directly applied or 6-" oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1Od (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING • Verily design Parrmeten and READ NOTES ON THIS AND INCLUDED Mr/EK REFERANCE PAGE Ma7473 rev. IO!DYlOt 6 BEFORE USE Design valkt for use only wllh Mllok®connoclors. D* cl"M istxwd only ufton paamelen gwvn. and h la an indlvkW lxAdlrtg componeni. not a ftuss syslem. Bolote use, the 1xBdnp akr4nor must vodly the altlxlcobQIIV of daslgn parameters aril Ixoltorly Incorporate, irds design Into the over,,. txading design. eachg Inalcated is to Ixavonl buckling of I %dMducl miss web onct/or chord members only. Ac"llonal temporary and permanent bracng MiTek' Is ahVao reglred lot stability crttJ to prevent edlapso with possUe personal tMay aryl property carnage. For general grlcl nce negardlrtg the IaLMcallon. stotage, delivery, erection alyl beacktg of lnrsses and mas systems. soeANSI/IPI I CrlaBly Criteria, OSS-89 and SCSI Bu9dklg Component 6904 Parke East Blvd. Sately Information available from Irus Plate Institute. 216 N. Wj Street. Sulto 312, Alexandria, VA 22314. Tonga, FL 33610 Job ruse fuss ype ryply Tt0738623 780093 FTt7 Floor t t Job Reference (optional) Budder* FustSource. Tampa. Plant Cay. Florida 33S66 0- 1.8 H 1f—'-0-0 I. W II 1. Sx3 = ISO = 06 = 23 22 i, 1 " aA" L5x3 II 7. 640 s Apr 19 2016 NhTek Industries, Inc. Mon Mar 27 16.23:42 2017 Page t ID: YPdNv2JXSeH2B W kHvoslYgz4GmX-Aipv?DzrUDzEcSAJuf6XIFIC6feBK1?CDBUYCnzW hot 1. 5x3 II Scale a 1:33.0 06 = 10 11 4 m4x6 = 1.Sx3 II 34 MT20HS FP = 34 = 4x6 = 3x6 = 19. 3-4 19- 3.4 Plate Offsets (XY)-- f4:0.1.8.Edge1, (17:0-1-8.Edge1 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Ven(LL) 0.23 16-17 998 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(rL) 0.36 16-17 637 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(rL) 0.06 12 Na Na BCDL 5.0 Code FBC2014JTP12007 Matrix) Weight: 108lb FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.1(ilat) BOT CHORD 2x4 SP No.2(Ilat) 'Except' t 5.21: 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9.4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/slze) 21=1043/0.7.4, 12=1043/Mechanical FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1559/0, 3-4=-2588/0, 4-5=-3070/0, 5-6=-3070/0, 6-7=-3136/0, 7.8=-2642/0, 8. 9=-2642/0, 9.10=-1587/0 BOT CHORD 20-21=0/902, 19-20=0/2181, 18-19=0/3070, 17-18=0/3070, 16-17=0/3210, 15-16=0/2996, 14- 15=0/2996, 13-14=0/2207, 12-13=0/937 WEBS 2.21=-1344/0, 2.20=0/1003, 3.20=-951/0, 3-19=0/639, 4.19=-809/0, 4.18=37/292, 10. 12_ 1364/0, 10.13=0/992, 9-13_ 949/0, 9-14=0/647, 7.14_ 528/0, 7-16=0/266, 6- 16=-253/51,6-17=-528/218, 5-17=-134/261 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 30 MT20 unless otherwise Indicated. 4) Refer to girder(s) for truss to truss connections. 5) ' Semi -rigid pilchbreaks 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.' Q WARNING - Veflry design paramefers end READ NOTES ON THIS ANO INCLUDED UffEK REFERANCE PAGE 111117173 rev. 10002MIS BEFORE USE Design voild for use only with MlloW connoctom. Ms design h Lased only try»n lxsanolors shown. aril is la an Individual bolding component not a truss systdrn. Before we. tho txjgc&V ddi*pv-4 must vodry Iho apxllkdlbAlty of design parameters and property Incdxpdrato Ihlt closlgn Into the overall building doskin. BaclnO lndlcatod Is to pfovonl bucldhn0 of I ndNfdual in= web and/or chord mombets only. Additional temporary and permanenl txaclrg M iTek' Is dlways rodltdted 101 stability and to 9reV0 nl collapse calm possiblo personal Injury and properly d arnarjo. ra gencydl dtlddnce tedudlry Ina fabrication. storage. dloiNoty, etoclbn and tracing of titases rind Inas systems sooANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd Safety Information avdlktAe from [fuss Plato Institute. 218 N. Loo Shawl. Stllo 312. AleKandlfla, VA 22314. Tampa, FL 33610 Job runs nlss ype N Ply Tt0738624 T80093 M S Floor 3 tI Job Reference o tional ou,wwn rwMaumm, mryu, r,uw, a.np r.ww,w vwvv F 11d-0 1.5x3 II 1.Sx3 = 1.Sx3 = 06 = 1 2 3 23 22 1 1-" i 1-" 1.5x3 II 4 5 6 ID:YPdNv2JXSeH28 W 1;1;Z1Ygz4GmX-Afpv70znJOzEcSAJuf6XIFIBufgRKlrC OBUYCnzW hol t.Sx3 11 7 8 9 1 le - 1:33.9 1.5x3 If 4x6 = 1 5x3 = 10 it 4x6 = 1 Sx3 11 3x6 MT20HS FP = 3x6 = 4x6 = 3x6 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.78 Vert(LL) -0.25 15-17 >940 360 TCDL 100 Lumber DOL 1.00 BC 0.65 Vert(fl-) -0.38 15-17 >601 240 BCLL 0.0 I Rep Stress Incr YES WB 0.49 Horz(TL) 0.06 12 n/a rVa BCDL 5.0 Code FBC2014lfP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.l(flat) TOP CHORD BOT CHORD 20 SP M 31(Ilat) WEBS 2x4 SP No.3(ffat) BOT CHORD REACTIONS. (lb/size) 21=1059/0.7.4, 12=1053/0.3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1587/0, 3-4=-2644/0, 4.5=3152/0, 5.6=-3152/0, 6-7=-3224/0, 7.8=-2697/0, 8.9=-2697/0, 9-10=-1616/0 BOT CHORD 20.21=0/917, 19.20=0/2221, 18-19=0/3152, 17.18=0/3152, 16.17=0/3313, 15.16=0/3313, 14-15=0/3069, 13-14=0/2250, 12.13=0/952 WEBS 2-21=-1367/0, 2-20=0/1023, 3-20=-970/0, 3.19=0/661, 4-19=-848/0, 4.18— 32/312, 10.12=-1383/0, 10.13=0/1014, 9-13=-970/0, 9.14=0/666, 7.14=-553/0, 7-15=0/268, 6-17=-489/215 24 9wP PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 109 lb FT = 209' F. I I %E Structural wood sheathing directly applied or 5.6-0 oc puffins, except end venicafs. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Vertly dadyn parameters and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE 1119-7473 rev. I&I13W1S BEFORE USE De*p Valk( lot use only N4dt MI Iolt®COMOCtom fats cbsion k based orgy upon paalaters Mown and Is (of on ttdh4dud Ix MV component. not a If= systom. Bofofo use. the txBdrtg dcslgttcr must vadfy, the af:4AIcaMlly of doses paomoton and {xopody Incorpofolo it* dOslgn Into trio ovotall txadng design. Bfoc&V Inclicotod Is to povonl buCMV of h&Adutg tam web CM/e chard membets only. Addlional temporary and permanent txodng MOW is dwoys rec"ad for sk"Itty anti to lxevenl collapse with possble petsotat spay atrJ ptoporly Ckxnoge. Fe genetcg gtlUatce togctrdktg 9a lobxtecdlon, slotage, delivery, eocilon orxl txacing of Iftnsos cmd 1nm systems. sooANSI/1PI I Quality Cdto fa. OSS49 and SCSI Bullding Component 6904 Parke East Blvd. Safety Inlomtdtton avc0c"o from IRm Rate trlsllMe. 218 N. Lee Stroot. SrLe 312. Alexandria, VA 22314. Tampa. FL 33610 Job russ TrUSS Type oty, Ply T10738625 T80093 FTt9 Floor 2 t Job Reference Gonel 0-t-a H '1 -4-00 t.5x3 11 1.SX3 = 1.5X3 = 06 = 1 2 3 25 24 a., ,. .. ,,.............. L.v. . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-euNHCZ_P4XSSEbIVRMdmISIMr3263AV1$fE61E2W hok Scale = 1:34 A 1.56 11 3x6 11 4X6 11 4 5 6 7 a 9 10 11 12 4K6 = 1.SK3 II US Wr20HS FP = 5X6 = l.5x3 II 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 FBC2014/1-PI2007 CSI. TC 0.77 BC 0.82 WB 0.63 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.23 18-19 >989 360 Vert(TL) -0.36 18-19 >631 240 Horz(TL) -0.02 12 nie rVa PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 111 Ib FT = 20%F, 1141aE LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc pudins, except 1- 12: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2X4 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 17-23: 20 SP M 31(flat) WEBS 20 SP No.3(flat) REACTIONS. (lb/size) 23=1046/0.7-4, 12=1047/0-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-1565/0, 3.4=-2600/0, 4.5=-3086/0, 5.6= 3086/0, 6-7=-3158/0, 7-8=-2699/0, 8.9=-2186/0, 9-10_ 925/0, 10-11=-869/0, 11-12=-925/0 BOT CHORD 22-23=0/905, 21-22=0/2189, 20-21=013086, 19-20=0/3086, 18.19=0/3232, 17.18=0/3015, 16- 17=0/3015, 15-16=0/2699, 14.15=011672 WEBS 12.14=0/1318, 2-23=-1349/0, 2.22=0/1008, 3.22— 955/0, 3-21=0/643, 4-21=-81510, 4. 20=-35/294, 9.14=-1113/0. 9-15=Or/85, 8-15=-764/0, 8-16=0/355, 7.16=-472/0, 7- 18=0/267, 6-18=-252/51, 6-19=-541/213, 5.19=-132/270 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 30 MT20 unless otherwise indicated. 4) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1Od (0.131- X X) nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUTION, Do not erect truss backwards. 8)' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design parameters and READ NorES ON THIS AND INCLUDED M/IEK REFERANCE PAGE W-7473 rev. 1401409E BEFORE USE Design vdkl for use only vAth Mftek® conrecton. Ms design Is based only upon parameters shown, and 6 for an kWMd al liking component. no, a truss systont. Beloto use, the bxAdng desigrar must verity the applieabllly, of design pararnoters and txopedy Incorporate this design Into the overall bxldlrlg design. Mooing Indicated Is to prevent buckling of l dMdhud truss web and/or chord members only. Additional temporary aril pamanenl bracing WOW Is always toguited for stability arw to prevent eollorM calm possible personal "and property ekanage. For general guidance togardklg 0w fabk: atlon. stacge, dotNory, erection and bracing of tenses and truss systems. soeANSI/IPI I Quality Crilaria, OSB-air and SCSI Bullding Component 6904 Parke East Blvd Salary Information available from truss Plato InstlMe. 21a N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 o fuss runs Type ry Ply r T10738626 T80093 1:720 Floor If t Job Reference (optional) Binder; FustSource. Tampa. Plant City. Florida 33566 0-1.8 H i 1 1.Sx3 II 1.Sx3 = 1.5x3 = 7 640 a Apr 10 2016 M-Fak Industries. Inc. Mon Wr 27 16,23,44 2017 Page 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-65xg0v_ 1 rrDyrlKh9489rgrZVTJ5otbVgVzfHgzW hoj 1.10.4 Scale = 1:22.5 1.50 II 1.Sx3 11 3x6 = 133-4 13.3.4 4 4' Plate Offsets (KY)-- 4:0.1.8.Edae), (5:0.1-8.Edne) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.64 Ven(LL) -0.14 11.12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(rL)-0.2011-12 >797 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.02 8 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 74 lb FT = 20%F, 11416E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD SOT CHORD 2x4 SP No.l (flat) WEBS 2x4 SP No.3(flal) BOT CHORD REACTIONS. (Ib/size) 8=713/0.3.8, 14=713/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-978/0, 3.4=-1429/0, 4-5=-1430/0, 5.6=-990/0 BOT CHORD 13-14=0/595, 12.13=0/1342, 11-12=0/1430, lo-1 l=0/1430, 9-10=0/1430, 8.9=0/612 WEBS 2.14=-886/0, 2.13=0/585, 3-13=-556/0, 6-e=-89O/O, 6.9=0/578, 5.9= 658/0, 5.10=-9/255 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING • Verify dealgn paramNem and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE M67473 rev. 140212016 BEFORE USE Design valid la use only wtm Mllett®connectas. Ihh doslpn Is Lased only upon rxaamotos shown. and Is for an trxlMdtal buldtno comrxxtent, not a flus system. Before use, the txAdktg designer must verity Ilte arolcabllty, ms ofdoskjnrxaooteandpropoty Incorlxxale this design Into fho overall txA<IW design. doting tncilcolod Is to twcMV of Individual it= web and/or chord me Ws only. Adclillo al temporary and pornorwnt txacing T Welk' preventIsalways required ra stability arnJ to prevent edlgno with pouf le personal frVtay and prorx-My dtanage. For gonotal gslacince tegarcft tlw lctxbatkm, sta000. dolivory. erection and lxachg of trusses and trims systems seoANSI/IPI I Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdtabla from hue Plate 0lsllluto, 218 N. Lee Street. Sulle 312 Alexandria. VA 2231 A. Tampa. FL 33610 Job Truss Truss Type 10ty, T10736827 Tam FT21 Floor Girder 1 1 Job Reference(optional) BYddefs FirpSduree. TaMpa. Plant Criy. Fonda 33556 1.a9u a Fpr IV Zulu Ml l ex rlqumlles, gm. Melt Mar zt la ca 4a"l r raye l 10:YPdNv2JXSeH2BW WvoslYgz4GmX-aHU2dF9gc8LpTvvtZnlENtNlltmxX86ev910p6zW hoi 1.4-0 30 = 0.11-0 1 30 II 9 2 3 3x4 = 10 4 3x4 II 4v, 3x6 = 3x6 = 4.4-0 4-4-0 Scale a 1:9.9 Plate Offsets (XY)-- f 1:Edae 0-1-81 f2:0-1-8 Edael f3:0-1-8 Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In roc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Ven(LL) 0.01 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Ven(TL) 0.02 7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(fL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 291b FT = 2001IF, 11%E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 8=98 1 /Mechanical, 5=1369/0-3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4.5=-484/0, 2-3— 1033/0 BOT CHORD 7.8=0/1033, 6-7=0/1033, 5.6=0/1033 WEBS 2-8=-1355/0, 3.5=-1355/0 Structural wood sheathing directly applied or 4.4.0 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for truss to truss connections. 3)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.13l' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead +• Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven:5-8=-10, 1.4=-100 Concentrated Loads (lb) Van: 2=-950 10= 950 Q WARNING- Vmlry dedyn Panmetan and READ NOTES ON THIS AND INCLUDED MIMI( REFERANCE PAGE 1119-7473 rev. 16,112MIS BEFORE USE D(Agn vdkl for trw orgy calm MltekO connoclors. Ms design Is bawd only upon patamoters slovnl, and Is for an Indlvlcktd WIdino component not a III= sysleln. Wrote cso. Ito txAchtg deslgnat Inust verify tie ofXAlcatAlty of doslgn p atainelers aril lxopolly k1cofpor010 IfIB doslgn Into the ovotall building design. Bracing lrldtcoted Is to prevent IxlekVlg of Individual truss wob and/o chwd mombers only. Addlloncd lempoary and p)xmcfenl bxaCing Welk' Is always fecplrod (of stability artd to pfevenl cdlapso vAlh possbW rxnsonrl Injury and propLdy dcsnage. For generd guicWtce ragadVtg 00 k0ri :atbn stooge, doltvoty. erection anal IxactrV of fmrssos and Ines systems swANSI/IPI I Quality Crifeda. OSB-89 and SCSI 8utIding Component 6904 Parke East Blvd. Safely Irgarmahon avallctlxo from truss Plato fruOMe. 218 N. too Street. Stella 312. Alexanrhla. VA 22314. Tanya. FL 33610 TrussJobTrussTWOoryPly Tf0738628 TB0083 FT22 Floor 1 1 Job Reference ionel Budder FirstSource. Tarnpa. Plant City. Florida 33566 0.1.8 H 11--4-0 1.Sx3 II 1.Sx3 = 1.5X3 = 7.640 a Apr 19 2016 MITak Industries. IOC. Man Mat 27 16 23 45 2017 Page 1 ID:YPdNv2JXSeH2BW MVOSIYgz4GmX-aHU2dF')gc8LpTvvtZnfENtNpRtkvX9Aev9lOp6zW hoi 1.SX3 II 1.5X3 II 12.11.5 Scale a 1:21.9 3x6 = Plate Offsets (X,Y)-- 11:0-1.8,Edgel, (12:0-1-8.Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Vd PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.37 Veft(LL) -0.07 10-11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.47 Vert(rL) -0.09 10-11 >999 240 8CLL 0.0 Rep Stress Incr YES WB 0.26 Horz(rL) 0.02 9 We n/a BCOL 5.0 Code FBC2014/rP12007 Matrix) Weight: 73 lb FT = 20*SF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 9=695/0-3-8, 14=695/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 941/0, 3-4=-1406/0, 4-5=-1406/0, 5.6=-1406/0, 6.7=-957/0 BOT CHORD 13-14=0/587, 12-13=0/1267, 11-12=0/1406, 10.11=0/1277, 9-10--0/609 WEBS 2-14=-875/0, 2.13=0/540, 3.13=-499/0, 3.12=0/370, 7-9=-887/0, 7-10=0/532, 6.10=-489/0, 6-11=-6/360 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verity design parameter and READ NOTES ON THIS AND INCLUDED AMEX REFERANCE PAGE 1I01-74TJ rev. IMMrS BEFORE USE. Desltpt vatk7 lot tao only wilh MI lek®connLCf0rs. this doslpn IS based only upon paamelers Shown. and Is for at Wvkkxl bLAding component. not 1 a Ines system. Solaro use, the b Idng deslgnet must verity the o rolcdlllty of desW Ixaanetors and ptolxttty Incorpaato M design Into the overall buldtng design. Bracing trdlcolod Is to bucalfng of IntlNkkxt! fags web ad/or chord members only. Adclhonatl lempocay and potmaent txocwQ WOWprovont S always tecphod for stability and to ptovent collalm Win possRtle petsorxi lnkry ad rxopeny danage. For general gtldatce regcecling the laxlcatlon, storago, dellvety, etoctlon oncl tuacfrng of Misses and truss systems, soeANSI/IPI I Quality Criteria, DSB-89 and BCSI Butidtng Component 6904 Parke East Bid. Safety information ovallable from Ines Rate Institute. 218 N. too Street. Stdle 312. Alexandria. VA 2'2314. Tarrpa. FL 33610 Job puss russ I ype laty ply T10738629 TOW93 FT23 Floor 6 t Job Reference lane rnuann.., ..V.. rem wy, r u wn oaavv 0.1.8 H 1 4-0 1.sx3 II 1.Sx3 = 1.Sx3 = 06 = 1 2 25 24 10:YPdNv2JXSeH28W kHvoslYgz4GmX•2T20rb01NSTg53U47VATw5wvcH?oGYln6psmLYzW hoh I OF 8_7, 01V8 Is = 1.35.6 06 = 1 Sx3 II 20 II 1.SX3 II 3x6 FP= 3 4 5 6 7 8 9 10 11 4x6 = 4x6 = US MT20HS FP = 3x6 = 4X6 = 206.9 1.5x3 It 1.Sx3 = 44 = 1.Sx3 = 12 13 27 Q 26 Plate Offsets (X,Y)-- 5:0-1.8.0.0-01,(20:0-1-8.Edael.(21:0-1-8,Edoel LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 40.0 Plate Grip DOL 1.00 TO 0.67 Ven(LL) 0.32 18.20 747 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(fL) 0.51 18-20 478 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.56 HOrz(TL) 0.08 14 n/a n/a BCDL 5.0 Code FBC2014/1-PI2007 Matrix) Weight: 114 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) 'Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 10-13: 2x4 SP No.2(11at) end verticals. BOT CHORD 2x4 SP M 31(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 14.19: 20 SP No. 1(flat) WEBS 2x4 SP No 3(flat) REACTIONS. (lb/size) 14=1109/0.7-4, 23=1109/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1643/0, 3.4_ 3093/0, 4.5=•3093/0, 5.6=-3093/0, 6-7=-3602/0, 7-8=-3484/0, 8-9=-3484/0, 9-10— 2820/0, 10-11=-2820/0, 11.12=-1676/0 BOT CHORD 22.23=0/959, 21-22=0/2364, 20.21=W3093, 19-20=0/3455, 18-19=0/3455, 17-18=0/3640, 16.17=0/3244, 15-16=0/2370, 14-15=0/958 WEBS 2-23=-1429/0, 2-22=011046. 3-22=-1102/0. 3-21=0/1175, 4.21=-597/0, 12.14=•1427/0. 12.15=0/1098. 11-15=-1060/0. 11-16=0/688, 9.16— 648/0, 9-17=0/358, 6-18=-71/318, 6-20=-977/0, 5.20=0/617 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO. Veify daalyn parametem and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE NA7473 rev. 100wers BEFORE USE Deslen vaikl for trso only withMllok®connoctom Ihb design Is based ordy upon Wromelers shown. and is for cn indlvkkal txAdng compenont, nol a kuss system. before use. the I"ding doslgnot mull veriy, the applk:atAlly of design pxnarnotots and pxoreriy Incoll"ato 01ts design Into the oval,". txAdng design. BrackV Indicated Is to Ixovenl buckling of IrWivldual truss web and/or chord members only. Additional lemMay and permanent txocWQ MiTek' It always rec"ed lot stability and to pxovenl co9yne with pessmle personal tslu<y and rxoperiy damage. For general gukJmce tegrsdrlg 90 Ia bilcatkxL stolcrpo, delivery, otocllon and txackq of theses cesd tens systems, soeANSI/IPI I Quality Criteria, DSB-69 mW BCSI Building Component 6904 Parka East Blvd Safety Information available from hus Plato Institute. 218 N. too Street, Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job I russ Truss Type oty Ply T10736630 T80093 FT24 Floor 1 1 Job Reference (optional) Budders FxstSource. Torlpa. Plant Cry. Florida 33566 13 12 0.1.6 H 1.4.0 1Sx3 II 30 = 30 = 7.640 a Apr 19 Me Work Industries. Inc. Mon Mar 27 16:23:46 2017 Page 1 IO:YPdNv2JXSeH2BWkHvoslYgz4GmX-2T20rb01NSTg53U47VATw5wuOHz2GbCn8pSmLYzW hoh 3x4 = 9-0-0 e-0o 1 J•0 1.5x3 II 3x4 = 30 II 3x6 = Scale = 1:16.9 Plate Offsets (X Y)-- 3:0.1.8.Edgel.18:0-1.8.Edgel LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in roc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.09 9.10 999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.96 Vert( I-) 0.12 9.10 901 240 BCLL 0.0 Rep Stress Incr NO WO 0.34 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code F802014frP12007 Matrix) Weight: 48 lb FT = 204eF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(11at) WEBS 20 SP No.3(flat) BOT CHORD REACTIONS. (Ib/slze) 7=738/Mechanical, 11=738/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1085/0, 3.4=-1285/0, 4.5_ 1285/0 BOT CHORD 10.11=0/796, 9-10=0/1285, 8-9=0/1285, 7.8=0/769 WEBS 2-11=-1053/0, 2.10=0/390, 3.10=-316/0, 5.7=-999/0, 5-8=0/705, 4-8=-332/0 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI i as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 7-11=-10, 1.6=-160 WARNING . Verily dedgn Paremotem and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE MI1-7473 rev. IAA WDIS BEFORE USE. OesW %old la use only vAlh Mllek®conneclots. M design E tx isod only upon paamolors shown. and Is Not an Ir dMaXral "ding component not a rotas system. Bolae tore. tho txBdI g doalgnw must vodfy the olrAbdAllly, of cl rAM pmarnotots axl property Wo xxato Ihls closign Into the ovotdl txBdrtg design. Bracing Indicated Is to b,cakg of VtdMdud Irm web anti/o chord momtxxs only. AdcllWKA temporary and permanent txacWQ MiTek' lxovenl Is always retained for sIc"Ify anti to prevent edlarno with pos d*j persortt9 Vtfury oW property cksnago. For gorwrel gulckmo tegacDng M 6904 Parke East Blvd. fatxIcalkxL stooge. dollvety. eroctiol and txacing of tanses and Inter systems, seeANSI/TPI I Quality CdtMa, DSB-69 and SCSI Building Component Tempo, FL 33610Safety1Namattonavclk"e from Was Note tru6Me. 218 N. Leo Slteot. Suite 312. Alexandria VA 22314. Job Truss I puss I ype ty plyt T10738631 T8o093 F725 Floor 6 t I Job Reference (optional) avuvere nrstaeuwe, ie rya, roes t.ny, rwrwe s.uoo 0.1.8 H 1.4-0 1 Sx3 11 30 = 1 2 10:YPdNv2JXSeH2BW kHvoslYgz4GmX-Wgco2w 1 wSmbXID3GgChrSIT2AgJo? 1 SxNTCJu?z W hog 1-7-0 3x4 = 1Sx3 II 3x4 = 3x4 11 3 4 5 6 1 a 10 9 a 30 = 3x4 = 1.5x3 II 9-0-0 _ r en n 7 3x6 = Scale = 1:16.9 4Y Plate Offsets (X Y)-- 13:0-1.8.Ednel. l8:0-1-8,Edgei LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Ven(LL) 0.09 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.12 9-10 901 240 BCLL 0.0 Rep Stress Incr NO W B 0.34 Horz(TL) 0.01 7 n/a We BCOL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 48 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc punins, except BOT CHORD 2x4 SP N0.2(flat) end venicals. WEBS 2x4 SP No.3(flaf) BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 7=738/Mechanical, 11=738/0.8.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1085/0, 3-4=-1285/0, 4.5=-1285/0 BOT CHORD 10.11=0/796, 9.10=0/1285, 8-9=0/1285. 7-8=01769 WEBS 2-11=-1053/0, 2-10=0/390, 3-10=-316/0, 5.7— 999/0, 5.8=0/705, 4.8=-332/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 7-11=-10, 1.6_ 160 0 WARNING - Verily design parnmetere end REAO NOTES ON THIS ANO INCLUOEO WTEK REFERANCE PAGE 11110-7473 rev. VOOMW 15 BEFORE USF_ Ooslgn vdkf for trso only wllh W fok®connoctors. Ms design is based only ur)on panmoters shown. and is for an btdMdKd "ding component. not o hies system. Bororo use. the IxBdrtg doslgnor must verity the applkaMlry of design rxeaneters aid Ixororly incorporate this design Into Ila ovoid, txddktg design. 9roetng Indicated is to buckltng of IndWLK9 trim web and/a chard memtors only. Additional temporary and rormanenl txockV MOWWrxevent S dways rocOLed fa stab0,ty and to pravent cdlaxse with PossUe rorsoral too'cind porky damage. For gerefd Guldaae fegarc tg the 69o4 Pork& East Blvd. Klxk:dlon, staago. delivery. erection and Ixacing of trtmes and trim systems. WeANSI/IPI I Quality Criteria, OSS-69 and SCSI Ru,lding Component Tampe, FL 33610safetyInformationavdlatAofromtrussPlateInsdluto. 218 N. Lee Street, Sidle 312. Aloxarx1ft VA 22314. fuss russ ype ty T10739632r,rB0093 FT26 Floor Supported Gable 1 t Job Reference tional ouMem nraawr¢e. r errga. rwm .ey, rrwwa o.>,oy i8 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-Wgco2w 1 w6mbXjD3GgChiSITBXgXV96vxNTCJu?z W hop Scale= 1:16.9 3 4 5 6 7 a 4Y 16 15 14 13 12 11 10 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) rda n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) Na Wit 999 BCLL 0.0 Rep Stress Incr NO W B 0.05 Horz(rL) 0.00 9 n/a We BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 40lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-0. lb) - Max Grav All reactions 250lb or less at jolnt(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 4) Gable studs spaced at 1-4.0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on -edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 9-16=-10, 1-8— 160 0 WARNING. Verify dedgn penmaran end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MQ7473 rev. 10,03MIS BEFORE USE Design vAkl for use only with f4lek6connectors. This design b lxaed only upon paraneten shown. and Is for an Individual tx9ding component, not a bras system. Before use. Iho building designer must verify The appllca tAlty of design ixecsmotots and properly kncorporato This design 6nto the ove". txAc& V design. dating Indicated Is to txatdfng of Individual miss web and/or chord members only. Addtloral lernpotay and permanent bracing MiTek' preventIs UNVOys rectrLod rof skfi011y and to rmovent cdkixe Win possible personal Iryuy and prolx.My ckanago. For gonarai guidance repairing The 6904 Porke East Blvd. fatxlcotlon. storage. dellvory. erection and txocing of masses and turns sysloms. WOANSI/IPI I Quality Criteria, OSS-89 and SCSI Wading Component Tampa. FL 33610 SafetyInformationavalkMhornbrasPlatoInstitute. 218 N. too Stroel. Suite 312. Alexa dram VA 22314 Job Truss truss Type I Qty ply I T10738533 T80093 HSA Diagonal Hip Girder t t Job Reference bona Buddars Firatsaurce. Tanga. Pam coy. Florida 33566 7.o4o a Apr le zu16 wax rnauslnes, inc. Man Mar zr la:Td:Sz Put r rage 1 I D: YPdNv2JXSeH2S W kHvoslYgz4 GmX-tdPh5e53y1 Epp_x ETIHu9MAyghSggNwg W kv4ZCz W hob 1 •S-0 3 8.10 7-0.2 154 3 8.10 3-3-8 2x4 = 7.0.2 7-0.2 Scale = 1:16.9 I0 I Plate Offsets (X Y)-- 2:0.0.1.0-0.31 LOADING (psf) SPACING- 2.0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.07 2.4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.17 2-4 468 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOrz(rL) 0.00 3 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=130/Mechanical, 2=245/0-8-2, 4=58/Mechanical Max Horz2=137(LC 4) Max Up11113=-107(LC 8), 2=-136(LC 4) Max Grav3=152(LC 19), 2=259(LC 19), 4=103(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=6.Opsf; h=25ft; Cat. it: 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 136 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15. 77 lb down and 81 lb up at 1-4-15. and 74 lb down and 65 lb up at 4-2-15. and 72 lb down and 50lb up at 4-2.15 on top chord, and 38 lb up at 1.4-15, and 9 Ib down and 13 lb up at 4.2-15. and 7 lb down and 18 lb up at 4-2-15 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 2.4=-20 Concentrated Loads (lb) Vert: 5=112(F=31, B=81) 6=62(F=27, 0=34) 7=19(F) 8=7(F=2, 8=5) A WARNING . Verify design peramoters and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PAGE U11-1473 rev. 1003MIS BEFORE USE Design vdky for use only w101 Mllek® connectors. this design Is based only upon parameters stlowm and h for an txg*ktd txddln0 component. plot a Truss system. Beforu use, itw building closkinet must verity the aprxkalbllly of design patarnotets and prorelly 0ncogerato It* design Into the overall trading design. prating UWlcated Is to twckling of lndNkhxA truss web and/or chord members only. AdWOond temporary and peffnanont lxadrW WOWprevent Is always requLed for stability and to rrevent coUq3so vAlh possible personal "Any are property dunage. For general guidance regardirug Ste 6904 Parke East Blvdlabricatbnstorage, delivery, erection and tracing of tnrsses and tries systems. socANSI/fPt I CuaOty Criteria. OSS-89 and SCSI Building Component Tampa. FL 33610SafetyInformationairallblefromhugsplateInstitute, 218 N. Lee Street. Sulte 312, Alexandria. VA 22314. Job runs russ Type ty plyJob T10738634 TB0093 HSB Olaporat Hp GitOer 2 1I Reference (optional) Builders FU41SW1Ce. Tenlpa, FUrd City. FWM 33 7.640 a Apr 19 2016 MI lek 111MMISa. InC. Marl Men Zr 16:T.1:W 2017 rope 1 ID:YPdNv2JXSeH2BW kHvoslYgz4Gmx•Lpz3J_ShjcMgRSWO I To7i748c5z8PW1Ofe5ezW hoa t-1-2 5.5.6 1-1.2 5.5.6 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.00 2-4 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.02 2-4 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=35/Mechanical, 2=143/0-6-4, 4=22/Mechanfcal Max Horz2=128(LC 8) Max Uplift3=-63(LC 8). 2=-61(LC 4) Max Grav3=38(LC 15), 2=143(LC 1), 4=44(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Seale = 1:17.2 9 N N PLATES GRIP MT20 244/190 Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.5-6 oc pudIns. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 63 lb uplift at joint 3 and 61 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 115 lb up at 2.5.3, and 119 lb down and 114 lb up at 2-10-15 on top chord, and 60 lb up at 2.5.3, and 63 lb up at 2-10-15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 2-4=-20 Concentrated Loads (Ib) Vert: 5=115(B) 6=114(F) 7=30(B) 8=32(F) Q WARNING- Vodry dedyn pwwwtenr and READ NOTES ON THIS AND INCLUDED NrrEK REFERANCE PAGE MA-7179 rov. 1"2*016 BEFORE USE. Design valkl lot use only wpm Ml loM connoclas. Inls deslpl Is based only upon parameters shown. and Is fop an individual bulldi V component not a hun sotorn. Below use. the btllUlrg dosignot musl vodly ttlo applicability of design pararnefers antl piopoily Incorlototo this design Into Itxa ovo.. txAdlrlg design. Brocklg Irx9cotod Is to rxovenl Ixtcltlhlg of Individual puss web and/a chord momoets only. AddOorltd lempotary and potmanlont txacwQ WOW Is always 1egleed kx sktMUy arW to ptovenl edl%m wllh pos "o prxsorld"avJ property daunage. For gevocal Qukkrlee tegaltdtrlg the 6904 Parke East Blvdkfixlcatlon. storage, delivery- orocllon and txacirlg of trues and mtss systems. soeANSI/1PI I Quality Cdtedo, OSB-89 and IICSI Building Component Ta11pa. FL 33610SafetyINormallonavailablehorntrussPlatoInsiltuto. 218 N. lee Stwol. S1lte 312. AlexantMa. VA 22314. Job Truss TrUSS Type 10 ry Ply Tt073a636 T80093 H7A Oiagonal Hip Girder 1 1 Job Reference (optional) Sudden FniSoutce, Tanpa, Plant Gay. Florida 33566 7 640 a Apt 19 2015 MiI01L Indui111ee. Inn. Mn Mar 27 16-23-54 2017 Page 1 10:YPdNv2JXSeH2BWkHvoslYgz4GmX•pOXSWK6JUvUX215ebAJMFnFloVnM88xz 2OBe5zWhoZ 1•s o 5-0.10 9.10.1 1-s•o S-0.10 4-9.7 Scale = 1:21.1 30 = 5.0.10 4.9.7 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) -0.05 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.14 6-7 >833 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.42 Horz(rL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 4=152/Mechanical, 2=402/0.10.15, 5=265/Mechanical Max Horz2=88(LC 22) Max Uplifl4=•99(LC 4), 2=-149(LC 4), 5=-42(LC 9) Max Grav4=152(LC 1), 2=402(LC 1), 5=267(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-941/290, 8.9=-902/293, 3.9=-910/275 BOT CHORD 2-11=-302/901, 11-12=-302/901, 7.12=-302/901, 7-13=-302/901, 6-13=-302/901 WEBS 3.6=-927/311 NOTES- (9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCOL=4.2pst; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 4, 149 lb uplift at joint 2 and 42 lb uplift at joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 68 lb down and 94 lb up at 1-4-15, 68lb down and 94 lb up at 1-4-15, 63 lb down and 55 lb up at 4.2.15, 63 lb down and 55 lb up at 4-2-15, and 76 lb down and 97 lb up at 7.0-14, and 76 lb down and 97 lb up at 7-0.14 on top chord, and 38 lb up at 1-4-15, 38 lb up at 1.4.15. 9 lb down and 13lb up at 4-2-15, 9 lb down and 13 lb up at 4-2-15. and 36 lb down and 1 lb up at 7-0-14, and 36 lb down and 1 lb up at 7-0.14 on bottom chord The design/selection of such connection devices) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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 (plf) Vert: 1-4=-60, 2-5=-20 Concentrated Loads (Ib) Vert: 8=63(F=31, B=31) 9=54(F=27, 8=27) 10= 83(F=-42, 0=42) 11=38(F=19, B=19) 12=4(F=2, B=2) 13=-36(F_ 18. B— 18) Q WARNING - Vedfy dadgn Pmnsartats and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE A0717a tov. IaovlotS BEFORE USE Design valkl for use orgy with Mllek® connectors. this dosion Is basod orgy upon paramotets shown, ad Is for on hdlNdwil Wilding component. not a truss system. Bofo(o Lao. the txAk*V designer roust verify the a AlcodAlly of doslgn Ideanotots and properly hcoq)orato it* design Into Iho over, txddhg design. Bracing Indicated Is to bmiding of Individual Ituss web and/or chord mernbms orgy. Additional temlxxay and pltmanent txacing MOWprevont Is a1wcM regLtrod for statAfty and to Ixovent collapse wllh posstlxe porsordd Vtay and properly danage. Fat gent/ gUUcnce regarding 01e IcAxlccrilorL stotago, delivery, orecilon and txacfng of fnasos ardl teas systoms soeANSI/IPI I Quality Criteria. DSE-69 and SCSI Building Component 6004 Parka East Blvd. Safety Irgorrnallon avalkAxo from truss Wale InstiMe, 218 N. Lee Street. Sulto 312. Alexandricl. VA 22314 Tartpa. FL 33610 Job NSS TrUSS Type ty r T10736636LbR.Iirrence TON93 HJt Diagonal H0 Girder 2 t optional Buddam Hut5ource. Tampa. Plan Glty. Florida 33566 1.6406 Apt le 2016 Paten MU5leea, 1nC. Mall Mar Z/ 16 zJ b4 2011 rage 1 ID:YPdNv2JXSeH28W MvoslYgz4GmX.pOXSW K6JUvUX215cbAJMFnFOXVwa8HOz_2OBe5zW hot 1.5-0 1.2-2 1.5-0 1.2.2 LOADING (psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 8CLL 0.0 ' Rep Stress Incr NO BCOL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 20 SP No.2 REACTIONS. Qb/size) 2=193/0-6.0, 3_ 16/Mechanlcal Max Horz 2=47(LC 8) Max Uplift2=-140(LC 8). 3=-16(LC 1) Max Grav2=193(LC 1), 3=39(LC 8) 2x4 = CSI. OEFL. In loc) TC 0.16 Vert(LL) 0.01 4 BC 0.05 Vert(rL) 0.01 4 W B 0.00 Horz(rL) 0.00 3 Matrix) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Seale = 1:6.7 Well Ud I PLATES GRIP 999 240 MT20 244/190 999 180 n/a We Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-2-2 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpl=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 gdp 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) Gable studs spaced at 2.0-0 oc. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 16 lb uplift at joint 3. 8) 'Semi -rigid 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.' Q WARNING - Verily aeslgn ptmnWen ertd READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE A07473 rev. 1002MIS BEFORE USE Deslgrl valid got use only wIm Mftok®conno0ots. INS design Is based only upon palamotea shown. andis for anindlviducd txddfrng comlxxnant, net o buss systorn Bofero use, iho building designer must verity the c"AlcatMily of design r"arnolors and Ixofxxly Incotlwrate mk design Into Iho overall building design Bracing Indicated Is fo buckling of trndtvkW truss wob and/er chord members only. Additional temporary and perrnaranl bracing WOW Ixevonl Isalways rognLod lot stability and to rxevenl collopse with possblo personal it*" and rxoperly damage. Fot gonetal guidance reg iding the 6904 Parka East Blvd. utbricatlon, storage, delivery, oteclbn and bxockng of Inmos and truss systems seeANSI/TPI I Quality Criteria, DSB-89 anw SCSI Building Component Tampa, FL 33610 Safety InformationavallablefromtrussPlateInstiMe. 218 N. Lee Street. Sullo 312. Aloxancdria. VA 22314. Job Truss Truss Type y ply r T10739637 T80093 HJ3 Diagonal Hip Girder 2 1 Job Reference lions tsutwere rirseaourca. i anpa, rwm nsy, rwnaa aaaoo r — s nPr '. cv w — mug ., '. a _ — . y. I D:YPdNv2JXSeH2BW kHvoslYgz4GmX•pOXSW K6JUvUX215cbAJMFnFOOVvg8HOz_2OBe5zW hoZ t-1.2 3.2.1 1.1.2 3.2.1 ' Scale: 1'=V 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 10.0 Lumber DOL 1.25 BC 0.10 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-48/Mechanical, 2=215/0.6.4, 4=-3/Mechanical Max Horz 2=82(LC 8) Max Uplfft3=-67(LC 6), 2=-68(LC 8), 4=-13(LC 6) Max Grav3=63(LC 23), 2=215(LC 1), 4=8(LC 19) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. DEFL- in (loc) Udell Ud PLATES GRIP Vert(ILL) -0.00 2.4 >999 240 MT20 244/190 Vert(fL) -0.01 2-4 >999 180 Horz(rL) -0.00 3 n/a rJa Weight: 12 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2.1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=251t; Cat. II; Exp B: Encl.. GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 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 67 lb uplift at Joint 3, 68 lb uplift at Joint 2 and 13 lb uplift at Joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 114 lb up at 3-1.5 on top chord, and 63 lb up at 3.1.5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + 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: 3=114(B) 4=32(B) WARNING • Varlty design paraineetere and READ NOTES ON rHIS ANO INCLUOEO IirtrEx REFERANCE PAGE WD-1473 rov. 1603,2015 BEFORE USE Design vdld lel use only with Mllok® connectors. Inls design Is lased only upon Parameters shown. and Is lot an trxlMdral building component. not a Irum system. Bototo too. the building designer must verify the apriIlcability, of design taaafnolois and pfopedy Incorpelato Will design Into the ovetcdl building design. Bracing Indicated is to bucatrng of I ndlvaudi truss web arid/of chord members only. Additional lemporary and rxarmarlonl bracing WOWprevent Is always toceLod lel skl79try and to plovenl edkpse win pos&Ae personal dt+y and properly damage. Foe genorol guidance regarding 9ne 6904 Parke East Blvd. kdrk:allon, stelatgo. delivery, election and txacrng of trusses and tmm systems. soeANSI/TPI I Quality criteria, OS1149 and SCSI Bullding component Tampa, FL 33610SafetyinformationovallablefromIranPlatetralltute, 218 N. too Street, Suilo 312. Alexandria, VA 22314. o pu$s TrUSS Type 0ry ply T10738638 TSM93 His Diagonal Hp Girder 2 I 1 Job Reference loplionaQ BuAdant FeatSource. Tanya. Plant Oily. Fbr4a 33566 7.640 a Apt 19 2016 MRek Indusinea. Inc. Man Mar 27 15:23:55 2017 Page 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-HC5gkf7xFOcOgSgoBugbn oUzv9Xtkg6CrB1AXzWhoY t-5-0 3.8.10 7-0.2 t- s 3.8-10 3.3-8 20 7.0.2 7-0-2 Scale = 1:16.9 Plate Offsets (Y Y)-- 2:0.0.1.0.0-31 LOADING (psf) SPACING- 2-0-0 CS1. OEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.06 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) 0.16 2-4 500 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 3 n/a rita BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=138/Mechanlcal, 2=275/0-8-2, 4=62/Mechanical Max Horz2=137(LC 4) Max UpIif13=-109(LC 8), 2=-108(LC 4) Max Grav3=144(LC 19), 2=275(LC 1), 4=104(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t; Cat. If: EXp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 109 lb uplift at joint 3 and 108lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1.4.15, 69 lb down and 94 lb up at 1.4-15, and 74 lb down and 65 lb up at 4-2.15, and 74 lb down and 65 lb up at 4-2-15 on top chord, and 38 lb up at 1-4.15, 38lb up at 1.4.15, and 9 lb down and 13 lb up at 4-2-15. and 9 lb down and 13lb up at 4-2.15 on bottom chord. The design/selectlon of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of (his component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3- 60, 2-4=-20 Concentrated Loads (lb) Van: 5=63(F=31, B=31) 6=54(F=27, B=27) 7=38(F=19, B=19) 8=4(F=2, B=2) A WARNING - VarttT dodgn parometon and READ NOTES ON THIS AND INCLUDED MnFK REFERANCE PAGE MA-7472 mv. 1692,2015 BEFORE USE Design valb lot use only Win Mllok® connectors. it* design Is based only upon 1>wamolers shown, and Is rot an individual building component, not a fit= system. Betoto use. Ile txAdrig designer must verity the appticc*Aily of design patainafers and prop ally lncotpotale 01k design Into the overall trading design. Bracing Indicated Is to prevent budding of Individual truss web and/or ctetd members only. Addllonal lemrorary and permanent bating MOW 6 always IogAed ter skb0lty and to prevent cdtcgm with possible personal trf j.ay and rxorwrly damage. Fat general guidance togadng Ir10 k bticollm storage, delivery. erection orid bracing of trusses and Irtm systems. sooANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Componont 6904 Parke East Blvd. Safely Information avallatle non trig Rule kuliluto. 218 N. toe Street. Sullo 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type tyj T10738639 T80093 HJ7 Diagonal Hip Girder 2 f Job Reference(optional) Buddere RMISOurde, Tarpa. Plant Gay. Florida 33666 r.W V a NPr rY zV o mt, er< mwsmp, ,tic, men — — ,o-za.ao N i i V. I ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-mOfCx9BZOXkFlbF'?tbMgKCLIOJUEc7RGRMtItzzWhoX 1.5-0 5.1.9 9.10.1 1-5-0 51.9 4-a-7 Scale a 1:22.3 20 = as u 5 30 = LOADING(psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSI. TC 0.49 BC 0.49 W B 0.29 Matrix) DEFL. in Vert(LL) -0.04 Vert(rL) -0.10 Horz(TL) 0.01 loc) Well Ud 6-7 >999 240 6-7 >999 180 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 42 lb 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 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=147/Mechanical, 2=405/0.8.2, 5=277/Mechanical Max Horz2=181(LC 22) Max Uplift4=-115(LC 4), 2=-155(LC 4), 5=-84(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-628/241, 8-9=-567/249, 3-9=-576/208 BOT CHORD 2-11=-278/562, 11.12=-278/562, 7.12=-278/562, 7-13— 278/562, 6.13_ 278/562 WEBS 3-7=0/259, 3.6=-610/302 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psl; h=2511; Cal. II; 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.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 115 lb uplift at joint 4, 155 lb uplift at joint 2 and 84 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69lb down and 94 lb up at 1-4-15, 69 Ib down and 94 lb up at 1.4-15, 74 lb down and 65 lb up at 4.2.15. 74 lb down and 65lb up at 4.2-15, and 99lb down and 119lb up at 7-0-14. and 99 lb down and 119 lb up at 7-0-14 on top chord, and 38 lb up at 1.4.15, 38 lb up at 1.4-15, 9 lb down and 13lb up at 4-2-15, 9 lb down and 13lb up at 4.2.15, and 37 lb down and 0 lb up at 7.0-14, and 37lb down and 0 lb up at 7.0-14 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 8=63(F=31, 8=31) 9=54(F=27, B=27) 10=-92(F=-46, B=-46) 11=38(F=19, 8=19) 12=4(F=2, B=2) 13=-37(F— 19, B= 19) Q WARNWO - Verily dedgn paramstem and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE AM7477 rev. IaOMIS BEFORE USE Design vdld for use only Win Ml lok®cornneckXs. Ih6 doslgn Is Ix]sod only upon paamelets shown. and Is rot an Individual building component. not a ttuss system. Below use. tho b lrling deslgnct must verity tho appllcalttlry of dasign patomotas and Ixopedy hcollwtato thisdasign Into One ovadl building design. &ache Indicated is to Ixovont bucMing of IndMdual huss web and/a chord members only. Additional temporary and permarant rioting MiTek' Is atways reyuhcrJ to stability and to rxavenl colkpso Win possMo potsonal hfuay and properly danage. fog gonetal guidance togadhg the fablicatkxn. storage. delivery. atoelksn and btaCing of Imrsses and Was systems weANSI/IPI I Quality Criteria, DSII.69 and SCSI Building Component 6904 Parke East Blvd. Sorely Information available from Uuas Plate frutiMe. 218 N. Lee Shoot. Sidle 312. AJoxa cIft VA 22314. Tampa. FL 33610 oruSS russ ype ry ply T10731i640 Tam 1'.01 Hlp Girder 1 1 Job Reference lions BMW$ F1rp5mma, t empa, Hard Glty, FKma ;r.776fi /.o+tr a npr rtl ono Mi i as rnausurrrs. ln[. M — L/ raxi; / "r / —9., r I O:YPdNv2JXSeH2BW kHvoslYgz4GmX-Eb0aSLSBngs6vlgBGJt3sPtvTitHLeCPgOdrEOzW hoW 1-0-0 2•11.1 5•tf•2 7.4.16 10-4.15 13 44 t4.44 1-0-0 2.11-1 3-0-0 1.5.13 3-0-0 2-11•i 1-0-0 Scale - 1:26.5 4.15 f 12 4x6 = 06 = 30 = 3x4 = 30 = 5.11.2 1-5-13 5.11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(L-) -0.03 7-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Ven(rL) -0.06 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.02 7 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 62 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied of 6-0-0 oc punins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or B-10.10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=581/0.6-0, 7=543tO.6.0 Max Horz 2=-58(LC 39) Max Uplift2=-323(LC 8), 7=-301(LC 9) Max Grav2=581(LC 1), 7=570(LC 411 FORCES. (Ib) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-835/506, 3-11=-758/479, 4.11=-714/469, 4-12=-687/470, 5-12=-687/470, 5-13=-716/471,6-13=-765/492,6.7=-864/505 BOT CHORD 2-14=-441/697, 14.15_ 441/697, 10-15=-441/697, 10-16— 409/723, 9-16=-409l723, 9-17_ 412!/26, 17-18=-412/726, 7.18=412l726 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. If: Exp B; Encl., GCPI=0.18: MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 2 and 301 lb uplift at joint 7. 7) 'Semi-rigld pitchbreaks with fixed heels' Member and fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 89 lb down and 104 lb up at 5-0.0, 59 lb down and 73lb up at 5-11-2, 83 lb down and 114 lb up at 6-8-0, 59 lb down and 73lb up at 7.4-15, and 89 lb down and 104 lb up at 8-4-0, and 151 lb down and 195 lb up at 10-4.15 on top chord, and 62 lb up at 2-11-1, 27 lb down and 3 lb up at 5-0-0, 9 lb down and 9 lb up at 5-11.2, 52 lb down at 6-8-0, 9 lb down and 9 lb up at 7-4-15, and 27 lb down and 3 lb up at 8-4-0, and 62111 up at 10.4.15 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1.3_ 60, 3-4_ 60, 4-5= 60, 5.6=-60, 6-8=-60, 2.7_ 20 Continued on oaae 2 Q WARNWQ • Vedry dedgn petansetero and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MO.7473 rov. 140MI6 BEFORE USE Design valid tot use only With Mllok®conneclots Inls dodM b bawd only upon pwtamelors Mown. and blot an lxOvl" building component, not a truss system. Bofote use. the bxlldng doslgnot roust verify the arxlicalslily of design pxaamolem and rxopedy I ncor orale Orb design Into the ovetall Ixsldhlg Wslgn. Bracing Indicated Is to IAucaing of lndlviduod trim web and/ot chord members only. Adc911onal tornporary and permanent txacing WOWrxovont b cJways to%tod tat stabllly and io rxevont collcpse vnth p os*Ao pxsrsonal"and rxopeny dcmage For genial grlWtce mgclrcing the fab ricallom sforago, dollvery, eroction and beating of trusses and from systems sooANSI/rPI I Quality Criteria, OSS-89 and SCSI SulWing Component 6904 Parke East Blvd. Safety Inlomtatlen avelk"e from Russ Plato mfitute. 21B N Lee Sheet. Site 312. Alexancift VA 22314. Tampa. FL 33610 Job russ russ ype a ty T10738640 T80093 TOt Hp G4der 1 1 Job Reference (optional) ISMO a F0e1.54WCe. I OMPe. PWm City. Flor10a 33555 I'M a APf 19WHO M1I U Ir17USnlee. UK. MOn Mat W 1 lb ZJ 51 2e1 r 1-apde 210: YPdNv2JXSeH2BWkHvoslYgz4GmX•Eb0a8L8Bngs6vlgBGJt3sPtvTtIHLeCPgOdrEOzW hoW LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=30(B)5=30(B)6=65(B)10=-0(B)9=-0(B)11=-29(B)12=-67(B)13=-29(B)14=52(B)15— 13(B)16=-26(8)17=-13(B)18=52(8) 0 WARNING • Vedry dedpn panlmeten and READ NOTES ON THIS AND INCLUDED M/fEK REFERANCE PAGE MB-7472 rov. 146W OIS BEFORE USE. Design vdld lot use orgy With Mllek®connoclors. Ihls design b Ltased only upon potorneloa shown. and Is for an 4ldMdud Ixddng component. not a truss systom. Before use. the rxAding doslgnor must verity the cylplllcdAlry, of doslgn px=anotots and goporiy i ncogoralo mb doslgn Into file overall txfidhg design. Brocing Indicated Is to pxovent bucatng of IrxlNWucd mm web and/or chord mornlxxs orgy. Additional lemrofany and porrnan om txascmg MiTek' b always regp *ed lot statAlty and to Prevent coil with posUe personal " and property darnage. Rx geretal grldcnee regara0g the fclxtcaltkxl. storage. delivery. erection and txaci ng of litmos anal Inns systems soeANSI/IPI I Quality Cdtodo, DS649 orld SCSI Building Component 6904 Parka Eesl Blvd. Safety Irdatmatlon avdk"e from Inas Rate Instlkne. 218 N. too Street. Stile 312. Alocandrlm VA 22314. Tonpa. FL 33610 Job russ rusa ype N Tf073661t T80093 T02 Common 2i 1 Job Reference (optional) 5wldere Faegsource. Toego. Plain city. Flonde =56 - r wu s Apr i v zure iwr ex mousrntes. inc. coon wair zr ro:cr:ar zvr i rage r ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-Eb0a8L8Bngs6vlgBGJ13sPtpziquLdKPgOdrEOzW hoW 1-0-0 6.8-0 13.4.0 14.4-0 14-0 6-8-0 6.8-0 1 0 0 Scale a 1.25.3 4x6 = 3x4 = 2x4 II 3X4 = 6-0.0 6.8.0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Wait L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Ven(LL) 0.06 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.46 Vert(TL) -0.13 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 r1/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=588/0.6-0, 4=588/0-6-0 Max Horz 2=73(LC 12) Max Uplif12=-152(LC 12). 4=-152(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-717/266.3-4=-717/266 BOT CHORD 2-6=-109/555.4.6— 109/555 WEBS 3-6=0/308 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B: Encl.. GCpi=0.18: MW FRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 152 lb uplift at _ joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING - Vsrlry dedgn parrtneters and READ NOTES ON THIS AND MCLUDED MREK REFERANCE PAGE A11044" rov. IWK/ IS BEFORE USF- Oeslgn vatkl lot use only wlel Mllok®conreclors. M design Is based only upon paamelers shown. and b for an trWt*KKA Ixddlno component. not a Buss system. Bolao use. the IxAdhg designer must verily the applkwlAlly of design Ixatatnolots and rxopedy Ineotlwralo Ihls doslgn Into the overall b uId1W design. Bracing Indicated Is to provenl I)mlding of lydlvklual Russ web are/a chord motntxxs only. Addllona l temporary axJ permanent txacing MOW Is awvays teglLod got sktAlty and to ptevenl collar se wllh possible persorsd k*ffy and rxorx-ny dranage. ran gurotal gJrla ce regarding the 6904 Parke East Blvd. k"IcatkxL stofago, delivery. erection and txacklg of Misses and Mm systems. seeANSI/TPI I CuaOly Cdterlo. DSB-69 and SCSI Building Component Tampa. FL 33610SafelyInformationavdlableDornInnsPlateInstitute. 218 N. lee Street. Suite 312. Alexa dflo. VA 22314. Job I rues Truss Type ty ply 1 T10738642 T80093 T03 Common 3 tI Job Reference(optional) esunasn rrratsauru. r amps. ram city, r-roraa sauoe i o4u s Apr it zuio mi i en mausares, inc. mon mar zf ro:za:ae "'I rays r ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-innyMh9pY8 zXvONg001PdOzi6AP44YYugMPnszWhoV 1-0-0 6.8-0 13.4-0 1-0-0 6.8-0 "-0 Scale a 1:24.8 4x6 = Ia 3X4 = 2x4 11 3x4 = 641-013-4-0 6. 6.6 641.0 Plate Offsets (KY)— 12:0.0.12.Edge1, (4:0.0.12.Edue1 LOAOING ( psf) SPACING- 2.0.0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.07 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.16 4-5 986 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.12 HOrz(TL) 0.02 4 Wa rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 49 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=517/Mechanical, 2=599/0-6-0 Max Horz2=82(LC 16) Max Upllft4— l 16(LC 13), 2_ 153(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-746/286, 3-4=-742/284 BOT CHORD 2-5=-150/582, 4-5=-150/582 WEBS 3.5=0/315 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber OOL= 1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 116 lb uplift at joint 4 and 153lb uplift at joint 2. 7) ' Semi -rigid pitchbreaks with liked 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 . Verify d*dgn perrmaten and READ NOTES ON THfS AND WCLUOEO AfREX REFERANCE PAGE AID7473 mv. 1603MIS BEFORE USF_ Design valid lot use only vAm M110k® conneclas. fhb design b based only upon Mamelefs stown. and Is for an Individual lxddbV component. not a truss systafn. Before use, the IxAdhg designer rnusl verily the applicability of design paranatefs and Ixopedy Ineogtoroto Sib design Into Ilia overall ding design. eacing Indicated Is to prevent buckling of Individual truss web and/ot chard froniNKS only. Additional Wmpaaay and pefrnnaaartl txocing MOW Is always recluked br stability and to prevertl collatise Win possible personal k*ry and pfoperly ddrria0e. For general guidance regarding ftw kAxtOatbrL storage, delivery, erection and bracing of tames and Imes syslerns. seeANSI/IPI 1 Quality Criteria, OSS-89 and SCSI Suitdlng Component 6904 Parks Eest Blvd. Satety = flon ovalla tlo from Trim Plate Institute. 218 N. too Strout, Suite 312. Alexandria. VA 22314 Tonpa. FL 33610 Job Trust; Truss Type ty Ply 1 T10738643 T80093 T04 Hip Girder f AG Job Relerence tional Builders FrrstSouice. Terms. Plain City. Florida 33566 7440 a Apr 19 2016 MTek Industries, Inc. Mon Mar 27 16:24:01 2017 Page 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX•6MSSJCir3MYON7yV8x? 1 F2TSK7?HHO?beb3NBzW hoS 1-0 39.4 7-0-0 12-3.7 17.52 22.6.14 278-9 33-0-0 36.2.12 40-0-0 t 3-94 32.12 S37 51•it St-11 5.1-11 S37 32.12 394 1 5x8 = 3XS = 6.00 F2 4 21 22 5 23 24 20 II 3x6 = 3x8 = 20 II 625 7 26 8 27 28 29 9 598 = 10 Scale = 1:70.4 4x6 = 20 30 31 19 18 32 33 17 34 35 36 16 37 38 39 15 14 4x6 = Sx8 = Sx9 = 2x4 II LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x6 SP N0.2 'Except' 15-19: 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=3216/0.6.0. 12=2967/0.6-0 Max Horz 2=77(LC 27) Max Upllft2=-957(LC 8), 12=-833(LC 4) Sx8 = 2x4 11 7x10 = 4x6 = CSI. DEFL. In (loc) Udell Ud I PLATES GRIP TC 0.65 Ven(LL) 0.41 16-17 >999 240 MT20 244/190 BC 0.77 Ven(TL)-0.8916-17 >535 180 W B 0.75 Horz(rL) 0.16 12 n/a n/a Matrix) Weight: 481 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc puriins. BOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. FORCES. (Ib) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6383/1985, 3-4=-6285/2000, 4.21=-5700/1840, 21-22=-5699/1840, 5.22=-5699/1839, 5-23=-9696/3161, 23.24=•9696/3161, 24-25=-9696/3161, 6.25=-9696/3161, 6-7=•9696/3161, 7-26=-9696/3161, 6-26=-9696/3161, 8.27=•8393/2688, 27-28=-8393/2688, 28-29=-8393/2688, 9-29= 8393/2688, 9-10=-8393/2688, 10-11_ 5745/1749, 11-12=-5867/1750 BOT CHORD 2-20=-1754/5595, 20-30=-2712/8437, 30-31=-2712/8437, 19-31=-2712/8437, 18.19=-2712/8437, 18-32=-2712/8437, 32-33=-2712/8437, 33.34— 2712/8437, 17-34=-2712/8437, 17-35=-3141/9929, 35.36_ 3141/9929, 16.36=-3141/9929, 16-37=-3141/9929, 37-3e=-3141/9929, 38.39=-3141/9929, 15-39=-3141/9929, 14.15_ 1477/5118,12-14=-1502/5142 WEBS 3-20=-194/272, 4-20=-597/2318, 5.20=-3344/1165, 5-18=0/474, 5-17=-504/1560, 6-17=-582/414, 8.17=-319/87, 8-16=0/642, 8-15=-1891/674, 9-15=-364/261, 10.15=-1363/3958 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 0.7-0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0.9.0 oc. Webs connected as follows: 20 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all piles, 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 root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf: h=251t: Cat. II; Exp 8: Encl.. GCpi=0.18; MW FRS (envelope) gable end zone: Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 957 lb uplift at joint 2 and 833 lb uplift at joint 12. A jy1A"Pteaks with fixed heels- Member end fixity model was used in the analysis and design of this truss O WARNING - Verity design peramefere and READ NOTES ON THIS AND INCLUDED AIREK REFERANCE PAGE N117173 rev. 1603WIS BEFORE USE Doslnt valid lot use only with MI IoW conrlectofs This design Is based only upon ixxameters shown, and Is for an Individual Wilding component, not a trim sys"n. Wore use. tho bxlldtrlg designer must vedfy tto c "Alcablity of design gynamolois and rropody Incoirwralo this design Into the ovorall bMlding design. IAacing Indicolod Is to rrovent bsClding of Individual Inm wob aril/or chord mombots only. Adcdllon temrxray and permalent txocbv MiTek' Is always regaled fix stab011y and to revent cellcpso with possible tx:rsorxf Yrtray and rxopxedy damage. roe general guidance regarding Ito 6904 Parke East Blvdtabdeatlon . staago, delivery, oroctlon and bracing of musses and Mas systems. sooANSVIPl I Quality Criteria, DSB-89 and BCSI Building Component Tonga. FL 33610SafetyInformationovallcmlefromteusRateInstitute. 218 N. Lee Street. Srlto 312. Alexandria. VA 22314. Job russ russ ype ty y i10738643 T80093 1,-04 Hrp Girder 1 2 Job Reference(optional) auddera I-rratsource. lorrpa, Plant eey, rrorrao arose 10:YPdNv2JXSeH2BW kHvoslYgz4GmX-6MS5,,,ICir3MYON7yV8x? i F2T8K7?HHO beb3NBzW hoS NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down and 140 lb up at 7-0.0. 119 lb down and 140 lb up at 9-0-12. 119 Ib down and 1401b up at 11-0-12, 119 lb down and 1401b up at 13.0.12, 119 Ib down and 140 Ib up at 15-0-12, 119 lb down and 1401b up al 17.0-12, 119 Ib down and 1401b up at 19-0-12, 119 lb down and 140 lb up at 21-0-12. 119 lb down and 140 lb up at 23.0-12, and 119 lb down and 140 lb up at 25.0-12, and 65 lb down and 72 lb up at 26-7-4 on top chord, and 311 lb down and 93 lb up at 7.0-0, 86 lb down at 9-0.12. 86 lb down at 11-0-12. 86 lb down at 13-0-12, 86 lb down at 15-0-12, 86 lb down at 17-0-12, 86 lb down a1 19.0-12, 86 lb down at 21.0-12, 86 lb down at 23-0-12, and 86 lb down at 25-0.12, and 810 lb down and 243 lb up at 26-7-4 on bottom chord. The desigrVseiection of such connection deAce(s) is the responsibility of others. 11) `This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4— 60, 4-10=-60, 10-13-60, 2-12=-20 Concentrated Loads (lb) Von: 4=-119(F) 7=-119(F) 20=-311(F) 21-119(F) 22=-119(F) 23=-119(F) 24=-119(F) 25=-119(F) 26-119(F) 27-119(F) 28-119(F) 29-9(F) 30=-62(F) 31=-62(F) 32=-62(F) 33=-62(F) 34-62(F) 35=-62(F) 36=-62(F) 37=-62(F) 38=-62(F) 39-810(F) RNWO - VMy dedifn penurretem end READ NOM ON MIS AND INCLUDED AMK REFERANCE PAGE M67473 rev. 100=15 BEFORE USE Design valid for use only with Mllok® connoclers. IM design Is txaod only aqm parameten a wwrL and Is for M hxlM*Kd txddbV component. nor a truss system. Before use. the txgdhg daslgrlot must verily the cgxlkabllly of design parameters and rxoperly incorporate M design Into the overall txddhlg design. ®aCing Indicated Is to provonl buckling of kidlvkhKd fruss web and/or chord rnombets only. Additional temporary and permanent tracing M iTek' Is always ragJrod for sk"Ity and to rxovenl coil aryse with rx>$le potsoml tYrey and propedy damage. Per general grldk lco regarding the tatxlcatkxs, storage. delivery, erection and Lxacho of Innses orxf Inca systems seeANSI/IPI I Quatily Criteria, DSB-69 and SCSI Building Component 6904 Parke Eass Blvd. soleh Information avallatlo from truss Plate InstIMe. 218 N. Lee Stroot. Shclo 312. Alexandria. VA 22314. Tmtpa. fl 33610 Job I fuss Ifuss type ty ply i T 107396M 780093 T06 Hip t 1 Job Reference o lone Builders FuaSource, Tartpa, Plant Coy, Floods 33566 7 640 s Apr 19 2016 Mrtek Industries, Inc. non nor 27 1e 24 01 2017 rage 1 I D:YPdNv2JXSeH2BW kHvoslYgz4GmX•6MS5JCir3MYON7yV8x? 1 F2OpK6YHK2?beb3NBzW hoS 1-0 4.9.4 9-0-0 16.4.9 23.7.7 3100 35.2.12 400-0 1-0• 4-9.4 4.2.12 7.4.9 7.2.13 7.4-9 4-2.12 4-&d •P US = 6.00 12 US = 3x6 = 2x4 11 sxa = a Scale - 1:70.7 i051, Ifflqq 0 0 11 v 0 3x6 = 17 t6 15 14 13 12 3x6 = 3x8 = 4x6 = 20 II Sx8 = 3x6 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.99 BC 0.86 INS 0.55 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.27 14.15 >999 240 Vert(TL) -0.74 14-15 >642 180 Horz(TL) 0.21 10 n/a rVa PLATES GRIP MT20 244/190 Weight: 202 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-14 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at mIdpt 5-17, 5-14 13.16: 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=165510-6-0, 10=1655/0-6-0 Max Horz2=96(LC 16) Max Up11112- 318(LC 9). 10=-318(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2972/1022, 3-4=-2744/917, 4.5=-2431/873, 5-6=-3377/1186, 6-7=-3377/1186, 7-8=-3377/1186, 8.9=-2744/917, 9-10=-2973/1022 BOT CHORD 2.17=-801/2582, 16-17=-944/3376, 15.16=-944/3376, 14.15_ 944/3376, 13-14=-625/2410, 12.13=-625/2410,10-12=-812/2583 WEBS 4-17=-195/866, 5.17=-1194/396, 5-15=0/275, 7.14=-462/282, 8-14=-401/1213, 8-12=0/380 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opst; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 2 and 318 lb uplift at joint 10. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dedgn Peremetore and READ NOTES ON THIS AND PICLUDED NITEK REFERANCE PAGE NO-7473 rev. I60Y1016 BEFORE USE Design wild lot use only vAth MI lek®connectots. INs Ueslgn b Lxwd only upon paamotersshown. and b lot an hdvk k" txdding component, not a truss syslotn. Beloro uso. Irw IxLclrlg designer must vodty Itto cpplicatAlly of design Ixxanotors atxl ptopody klcorpNato mb dosMn Into the overall txdding design. Mating Intlkated b to ptovent Ixtcalrlg of Irxtivlductl truss wob axtla chord members only. Adc0tkxlal ternpotay and pertnaront txocllg M!Tek' Is always rotlrlrod tot stutAllty aKJ to prevent colltrrm wllh pow"a rlolsorwl UWy cW rxopody danuge. For gonetal gukluleo radmc&V trw IatxlcalkxL stotago, delivery. erection a1d btocllg of Moses art tans systems. soeAN$IfFPI I Quality CdtMd, 03649 and BCSI Building Component 6904 Parke East Blvd. Safety Intormallon avolldsle from buss Plate InsUMo. 218 N. Lee Sleet. Suito 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss ruse ype ry T10738645 T80093 T06 Nip I 1 Job Reference (optional) Isunows "(41bource, r armpa, rrarlr Gay, t-wfloa a3D66 1.04a a Apr le zv 70 Wa rex M.arnausinee, inc. Man Mar z/ 16:Z9z Zal / raga 1 ID:YPdNv2JXSeH28 W kHvosiYgz4GmX-aYOTC3CKcNUPOW i83sSEZTahhlStOgGSplKcwdz W hoR t-0 5 8d 1 t-0-0 17 O-0 23 0-0 2800 34-2.12 40-0-0 1 5 8 4 5 2.12 6 0-0 8-00 6-0-0 5-2.12 5 8 a Sx6 = 3x4 = 3x6 = 30 = 5x6 = 8 Scale = 1:70.7 US = 16 17 ro ie a rJ ci — 1. 13 12 3x6 = 2x4 11 4x6 3xa = 3x4 = 3xB = 4x6 = 2x4 11 5 8 4 1 f 00 20-0-0 2lI-0-0 34.2.12 40-0-0S. n.e s..» area ad.m sate sa-a Plate Offsets (KY)-- f4:0.3-0.0-2.01.r8:0-3.0.0-2-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.47 Vert(LL) -0.24 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.67 13-15 >710 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.97 Horz(fL) 0.20 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 208 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 14. 16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1655/0-6-0, 10=165510.6.0 Max Harz 2=115(LC 12) Max Uplift2=-300(LC 12). 10=-300(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3023/1001, 3-4=-2588/903, 4.5=-2267/861, 5.6_ 2810/1010, 6-7=-2810/1010, 7. 8=-2267/861, e-9=-2588/903, 9.10=-3023/1001 BOT CHORD 2.18— 777/2608, 17-18=-777/2608, 16-17=-750/2759, 16.19=-750/2759, 19.20=-750/2759, 15- 20— 750/2759, 15-21=-751/2759, 21-22=-751/2759, 14.22=-751/2759, 13- 14=-751/2759, 12-13=-787/2608, 10-12=-787/26oe WEBS 3-17=-417/253, 4-17=-206/814, 5.17=-770/286, 7-13=-770/286, 8-13=-205/814, 9. 13=-417/253 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=25111; 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 6 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300lb uplift at joint 2 and 300 lb uplift at joint 10. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Vadfy dedgn pemnratem and READ NOTES ON THIS AND WCLUDED UITEK REFERANCE PAGE M67473 mv. IdO202015 BEFORE USE Design vclkf for use only wllh Mllok® connectors. this closign Is Ixaed only ufxm potomorors shown. and Is for an i Mdkid Iwidin0 component, not a truss systam. Bofote use. the btAdIng doslgrer must vedly, the appllcdAlty o1 closign paramofers and ixorxirly Incotporato Ihla design Into Ito ovordl buidrtg cbslgn. Bracing VKficoW Is to rxovenf Ixsckling of kldNldual buss web anal/ot chord members only. Addlbncl temixxory aril rxnmatont txaclng MOW is always rogAod lot stablIlty and to rxevent edialxo wnh possblo personal Injry and ptopeny damage. nor gonwd gticlunce regatdrg Ito latxlcatlom storage, dollvery, erection mcI txacing of Inrsfes and Inns systems. seeANSI/rPl I Gua01y Cdtedo, OSS-89 and SCSI Bullding Component 6904 Parks East Blvd. Safety Udomnalon avd k]Mo Irom In= Rate InsBMe, 218 N. Lee Stteot. Stites 312. Alexundda. VA 22314. Tamps, FL 33610 Job J russ Truss Type ry 1 T10738646 T80093 T07 Hip 2 1 Job Reference (optional) tfuaGers rrrstsouru, tamps, pram day, r10/100 33bea / "V • NPr IV ZV r0 mn mG. moo mat (i o cv r y ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-21arPP0yMgcGdgHLc2_T6g7og7o01Ez12y4AS3z W hoO 1 8.9 4 13.0.0 200-0 27-00 33.2.12 40.0.0 1 1 6 fY4 6.2.12 7-0-07-" 62.12 6.9.4 11-0-0 5x8 = 20 II Sx8 = Scale n 1:70.7 1g 36 = 16 " 14 13 , 12 .. 10 3x6 = 20 II 4k6 = 30 = 3k8 = 3x4 = 4x6 = 2x4 II r 6.. I - 0 _20-0-0 7-0-0 l 8.112 40.0-09a- 09 7-0.n 27-0-0 .2 6-9.4 Plate Offsets (KY)-- 14:0-6-0 0-2-81 f6:0-6-o 0.2-81 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) -0.19 13.14 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 SC 0.80 Ven(rL) -0.51 13-14 >934 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.20 8 n/a rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 212 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1655/0-6.0, 8=1655/0-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. Max Horz2=134(LC 12) Max Uplift2=-324(LC 12), 8=-324(LC 13) FORCES. ( lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3002/1006, 3.4=-2438/884, 4.5=-2430/955, 5-6=-2430/955, 6.7_ 2438/884, 7. 8=-3002/1006 BOT CHORD 2.16_ 772/2585, 15-16=-772/2585, 14-15=-772/2565, 14.17- 509/2106, 13.17=-509/2106, 13- 18= 510/2106, 12-18=-51012106. 11-12=-781/2585, 10-11=4ei/2565, 8- 10=-781/2585 WEBS 3.16=0/273, 3.14=-560/309, 4-14=-66/457, 4-13=-204/572, 5.13_ 476/289, 6- 13=-204/572, 6-12=-66/457, 7-12=-560/309, 7-10=0/273 NOTES- ( 8) 1) Unbalanced 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=251t; Cat. II; Exp B: Encl.. GCO=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 lot a 10.0 psi bottom chord live load nonconcurtent with any other live loads. 5) ' This truss has been designed for a live load of 20.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, with BCDL = 1 O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 324 lb uplift at joint 2 and 324 lb uplift at joint 8. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) - This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING • Vodfy dedpn penunetms and READ NOTES ON THIS AND INCLUDED AlffEK REFERANCE PAGE U114473 rov. 10002 IS BEFORE USE Design valid for use only elm IAIek® connectors. Itls design Is based only upon paanelers Ehown. and It lot an Individual building component, not a truss syslaun. Before use, the building designut must verify the c"Alc bllty of design pwrarnoters CPU proporly Worpofato Ihk dosign Into the overall txldng design. Bracing Indicated Is to prevent buclding of Individual truss wob andl/ot chord members only. Additional temporary and gefmmont btackng M iTek' Is always to"od lot stability and to prevent edlcitm with possible potsonal Nu<y and pfopeM danagO. rot genefd guidance toWdling the lbricallom storage, delivery. etecten and Lxctckng of trusses and lass systoms. seeANSI/IPp I Quality criteria, DSB-69 and SCSI Sutiding Component 6904 Parke East Blvd. Safety Information avdlablo Itoin truss Plato Institute. 216 N. Lee Street, Suite 312. Alexandrict. VA 22314. Tampa. FL 33610 russ ruse ype . 10 ty Ply Tt0738647 T80093 T08 Hp 2 t Job Relerence (optional) Builder{ FattSoucce, Tampa. Plant City, Florida 33566 7.640It Apr 19 2016 f alak Industries. Inc raon met 27 15:24:04 2017 r096 I IO:YPdNv2JXSeH2BW kHvoslYgz4GmX•Xx8EckEa7_k7FgsXAHVirugwf X7rUIrRHcq'_W2WhOP 1-0 7.94 15-0-0 200-0 25-0-0 32.2•t2 40-0-0 1 1 7.9.4 7.2.12 5.0-0 5.0-0 7.2.12 7.9.4 -0 6.00 12 5x6 = 3x4 = 5x6 — 5 6 7 Smote = 1:72.0 ey 0 3x6 = 17 10 15 lu l0 14 12 3x6 = 2x4 11 LOADING (psi) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 *Except' 13.16: 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/slze) 2=165510.6.0, 10=1655/0.6-0 Max Horz 2=- 1 53(LC 13) Max Uplift2=-345(LC 12), 10=-345(LC 13) 4x8 = 3x8 = Us = 4x6 = 2x4 It CSI. DEFL. In loc) I/defl Ud PLATES GRIP TC 0.89 Vert(LL)-0.3714-15 999 240 MT20 244/190 BC 0.89 Vert( I-) -0.85 14.15 >557 180 W B 0.26 Horz(TL) 0.19 10 n/a We Matrix) Weight: 210 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. WEBS 1 Row at midpt 3-15, 6.15, 6-14, 9.14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-2966/1012, 3-4=-2295/829, 4-5=-2184/853, 5-6=-1965/831, 6-7=-1965/831, 7-8=-2184/853, 8-9=-2295/829, 9.10=-2966/1012 BOT CHORD 2-17=-769/2549, 16-17=-769/2549, 15.16=•769/2549, 15-18=-498/2061, 18.19= 498/2061, 14-19=-498/2061,13.14=-776/2549,12-13=-776/2549,10-12=-776/2549 WEBS 3-17=0/301, 3.15=-682/380, 5.15_ 155/650, 6-15=-324/178, 6.14— 324/178, 7.14=-155/650, 9-14=-682/380, 9-12=0/301 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25fl; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.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 BCOL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 345lb uplill at joint 2 and 345 lb uplift at joint 10. 7) 'Semi-rigld 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 "RNWG . VMry dedgn parameters and REAO NOTES ON THIS A" WCLUOEO A(REK REFERANCE PAGE M9.7473 tov. 1d02)2015 BEFORE USE Design valld for use only vAlh Mllok0 connoctors. Sill design B bomed only upon parameters shown, and Is for an "vkk ct Ixddng component. not a trim syslorn. Solaro uso. Ira txMdhg des,gnaf must vodty the orolc lAlly of dosW paomoters aril lxopetly kicorpolato this design Into tho ovoid, txldng design. Brochg inlooled Is to b ucOV of kKlvk id truss web axJ/ot chard members only. AdcLibnclf tempocory and permanentent bracing MiTek' rxevonl 6 anva" retphod (of sktAlly and to rxevonl collapse wth possilAe p oisorvJ hJury and (xop Lay d hairs. For gotatcsl gulcia nce regadhg Ila 6904 Parke East Blvdfabrlcalton, stoiage. dollvoty. eioclton aM Ixochg of misses aril trim sysloms. swANSI/tPI I Quality Criteria, DSB-69 and SCSI Building Component Ta f9a. FL 33610SafetyInformationavalit"o tom lam Plato kulltuto. 218 N. Lou Street. Sclto 312. Aloxandrki. VA 22314. russ Truss Type .0ty Ply Tt0738848 T80093 Tag Rod Special 1 1 Job Reference(optional) Buddera FastSource. Tempo. Plant City. Florida 33566 7.6406 Apr IV Zat6 Mu eK tnauettlee, Inc. Man Mar Z/ 16.Z4'e5 Zat r regal ID:YPdNv2JXSeH2SW kHvoslYgz4GmX•771cg4FCultzt__Rkk_OxB5C7nxTkD6VeVGZGW yzW ho0 1 7.2.4 13.10-0 16.8-0 21.5-0 29-a-0 34.2.12 40-0-0 1-0 7.2.4 6-7.12 2.10-0 4.9 0 7.7-0 S 2.12 5.9.4 6.00 12 Sx6 = sus = Scale - 1:73.3 3x6 = to " 16 ` 15 " 13 12 3x6 = 2x4 II 4x6 = 3x6 = 30 = 3xa = 4x6 = 2x4 II 7-2.4 13.10-0 34-2-t2 40-0-0 7.2•a 8-7-t2 7.7.0 7-7-0 5.2.12 5-&4 Plate Offsets (XY)-- I8:0.3-0.0.2-01 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 V@n(LL) -0.24 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.65 15-16 >727 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.68 Horz(rL) 0.21 10 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 214 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 'Except' 6-8: 2x4 SP No.1 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1655/0.6-0, 10=1655/0-6-0 Max Horz2=-142(LC 17) Max Uplift2=-333(LC 12). 10=-451(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudIns. BOT CHORD Rigid ceiling directly applied or 6-6.4 oc bracing. WEBS 1 Row at midpt 6-16. 7-13 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2988/1015, 3-4=-2385/859, 4-5=-2284/882, 5.6=-2295/903, 6.7_ 2852/1073, 7.8- 2270/880, 8-9=-2588/922, 9-10=-3022/1013 BOT CHORD 2-18=-777/2572, 17-18=-777/2572, 16.17=-777/2572, 16-19=-755/2713, 19-20=-755/2713, 15-20=-7552713,15.21=-783/2852,14.21=-783/2852,13-14=-783/2852, 12.13- 7982607, 10-I2- 7982607 WEBS 3-18--0287, 3-16=-626/336, 5-16=-594/1741, 6-16=-1473/584, 6-15=-121/332, 7-13- 737243, 8.13- 182/764, 9.13= 414242 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C 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 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, with BCDL = I0.0psl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2 and 451 lb uplift at joint 10. 1 7)'Semi-ngid 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 • Vedry dedgn pavan etenr and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AI9-7473 ray. 141/ MIS BEFORE USE DeOW vdkl lot use only Win Mtlok® corv=tom n* design h basod only upon pea olers shown. and Is tot at Individual Iwlding cominrnnl• nor a truss systos n. Befoto Ina, Iho IxAtling dosigrlot must vedfy Iho g)lAlcaMiry of design parcxmotors and Ixolwtly Incogwrate 9th dadgn Into Ina ovolall building doslgn. Brocllg Indicated Is to txrcatrlg of Individual mm web and/or chord rnombers only. Addllkxwl loniWaty and Ixeuncmnt lxactng M iTek' rxovent Is always rec}Atod for sktAtty and to rxeveni collapse wllh possbte porsonKl lWy and rxopony damage. For gtmerd gudatce togaahlg Iho 6904 Parka East Blvd. lalxk:atim storage, delivery• etoction and txackV of trusses and Inns systems. seeANSI/1PI I Quality Cdtedo. DSO-89 and SCSI Sulkling Component Tampa, FL 33610SafetyInformationavdlablehornImesplateInsilluto. 218 N. Lee Sliaot. Sulto 312, Alexandria. VA 22314. Job ruse Truss Type t ty rto73B64e T80093 T10 Roof Special t 1 Job Reference bona tfuaaers "llbounce, I ampa, rant cny, ranaa s:Aob /."V . npr r..... ..... m.uem.a, rnc. - r a w:c+:V. eu. / y. . ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-TJG-1 OFrib?gU$OwltXAkJIHULgSyTEkkwlq3OzW hoN 1 7.2•a 13-10-0 16•e-0 24.10-0 31-0-0 3&2.12 40.0-0 1-0 1 7-2.4 6.7-12 4-10-0 6.2-0 6.2-0 4.2.12 4-1L4 1 i Sx8 = e-oo 12 Scale = 1:73.3 34 = - 15 14 " 12 3x6 = 30 = 4x6 = Sx8 = 20 II Us = 3x8 = 9-0-0 16-00 24.10-0 31-0-0 40-0-0 a r1n I 9.a e 1 s-2.0 I 6.2-0 I 9-0-0 Plate Offsets (KY)- 8:0.3-0.0.2-01,115:0-2-12.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) -0.42 15-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Ven(TL) -1.01 15-17 >467 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 Horz(rL) 0.19 10 n/a rl/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 205 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1655/0-6.0.10=165510-6-0 Max Horz2=142(LC 12) MaxUplift2=-333(LC 12), 10=-451(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6.4.6 oc bracing. WEBS 1 Row atmldpt 5.15. 7-12 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2969/1028, 3.4=-2775/1025, 4-5=-2758/1050, 5.6=-3973/1480, 6.7=•3437/1235, 7-8=-2422/892, 8.9=•2738/940, 9-10=-2974/1049 BOT CHORD 2-17=-790/2557, 16-17-511/2019, 16.18=-511/2019, 15-18=-511/2019, 14.15=-955/3266, 13.14=-955/3266, 12-13=-955/3266, 10-12=-836/2586 WEBS 3-17- 377/332, 5.17=-228/674, 5-15-875/2548, 6-15=-2040/847, 7-15=-75/346, 7.12=-1058/386, 8-12=-233/910 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord,live load 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 Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2 and 451 lb uplift at joint 10. 7) 'Semi-ngid 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.' tD WARNING . Verily dedfln parameters end READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE NO.7473 rsv. 16=015 BEFORE USE Design valid for tao only With Mil" conroctors. Ihls design Is Lased only upon parameters shown. end Is for an IndIVIckral bolding component, not a Was system. Bof(xo use. the IxAdhg designer must verify tie g)pIlcolAlly of design perramolors and properly incapotato this design Into do overall brldng design. Bracing Indicated Is to proven) buckling of Individual truss web and/or chord members only. Addilonal temporary end Mrmaenl Mooing M!Tek' Is always requited for stablilty end to rxevenl caltglse with possible pasoncd " and rxopody damage. Fa genend guidance regarding Ito 6904 Parke East Blvd. fabrication slacnge, delivery. aocilon and bracing of Inrnes and tnas systems. seeANSI/rPI I Quality Criteria, OSB-89 and SCSI Bulkil ng Component Tampa, FL 33610SafetyInformationavailablefromtrussPlatoInstitute. 216 N. Lee Street, Sullo 312. Alexadria. VA 22314 o rues rues ype ry P yT107396501 TBOM TI I Rod Special Girder f 2 Job Reference lions BUa 6 Feslsourte, Tampa, Mara city, Form 33566 7.640 a Apr lO 2016 Mnek IrKantriae. Inc. Mall Mar Z7 1524;p7 20I I rage 1 10:YPdNv2JXSeH2BWkHvoslYgz4GmX-xW pMFmGTOv7h6la6rP2PG W ISek9YhyHtza2NbrzW hoM 1 7.2 4 13 10-0 20 6-0 26.10.0 33 0-0 36 2.12 40-0-0 1-0 1 7.2 4 6.7.12 6-10-0 6-2-0 6 2-0 3.2.12 3.9.4 11-0-0 Scale = 1:72.8 Sx6 = 6.00 12 2x4 11 SX8 = Sx6 = 2x4 11 700 = 4x6 = 4x10 MT20HS = 7-2d 13.10-0 20-8.0 2fr10-0 33-0-0 404.0 7.9.d 27.19 R.inln 29.(1 F.9.A 7-A.n Plate Offsets (XY)-- 16:0.5-4.0-3.41,18:0.6-0.0-2-81.(10:0-3-8.0-1-11.(14:0-5-0,04-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.77 Ven(LL) 0.34 14-15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.89 Ven(TL) 0.83 14.15 573 160 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 473 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6-8: 2x4 SP M 31 SOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6.16 REACTIONS. (lb(size) 2=246610-6-0. 10=3703/0-6-0 Max Horz2=142(LC 8) Max Upllft2=-591(LC 8). 10=-1093(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4780/1082, 3-4= 4219/1079, 4.5=-4204/1104, 5.6=-4210/1067, 6.7-10295/2880, 7-19=-10294/2880, 19-20=-10294/2880, 20.21=-10294/2880, 8.21-10295/2880, 8.9=-7417/2168, 9.10=-7468/2192 BOT CHORD 2-18=- 996/4174, 17-18=-996/4174, 16-17=-996/4174, 15.16=-2304/9231, 14.15=-2300/9231, 14.22=-1810/6649, 13.22=-1810/6649, 13.23-1810/6649, 23.24= 1810/6649, 12-24- 1810/6649, 10-12- 1867/6546 WEBS 3-18=01265, 3-16=-580/328, 5-16- 779/3282, 6.16=-6213/1804, 6-14_ 939/1431, 7-14-503/394, 8.14=-I028/4I8I, 8-12= 2If730, 9-12=-187/281 NOTES- (12) 1) 2- ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-14 20 - 1 row at 0.7.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD.CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7- 10; Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate gdp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf 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. 9) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 591 lb uplift at joint 2 and 1093 lb uplift at joint 10. 10)'Semi- rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65111 down and 74 lb up at 27.2.12, 159 lb down and 140 lb up at 28.1 1.4, and 159 Ib down and 140 lb up at 30.11-4, and 277 lb down and 266 lb up at 33-0-0 on top chord, and 2003lb down and 479 lb up at 27-2-12. 86lb down at 28-11-4, and 86 Ib down at 30-11.4, and 311 lb down and 93 CondlklAWrTVAbb-4 on bottom chord. The design/selection of such connection device($) IS the respOnSlbillty of others. Q WARNING- Verify design panuasters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N67477 rov. I"241015 BEFORE USE Design valld for use only with Mllek®connectom R* deslgt k lxaed only upon paamefora shown. andis la an trxllvIdrd lxddtrng component. not a truss system. Before use. the txAldkng doslgrer roust verity the cgXAlcabllly of design paonlotels and goperly I ncoMorale this design Into Me overall txddIng design. Bracing Inak:oted Is Io prevent tAlcafrng of Inc lvkluul Iron web aril/or chord rnomlors only. Additional Iempotory and potmonenl txockV M iTek' e clwoys rocµtiod lot sktAfty and to rxovent collcVso with pos*Ae persontA khay cod prop(rrty danage. fa derxxul Vrldalcv regad7lg 1tw falrlcalbrL stelago, delivery, election and bracing of tomes and muss syslems, soeANSI/rFI I Quality CAtMa. OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovalk"o from Cuss Plate Institute. 218 N. too Street. Sulto 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ TrUSS Type r ty Ply t 710738M TB0083 Tit Rool Special 011der t 2 Job Reference(optional Budde s RMSourae. Tempo, Plant City, FbrWa 33566 7 640 a Apr 19 2016 MITelt 11101btltea, IOC. Moll Maf 27 16:24:91 201 r POO* 2 ID:YPdNv2JXSeH2BW kHvoslYgz4Gm X-xW pMFmGTOv7h6la6rP2PG W ISekOYhyHtza2Nb...... 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + hoot Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (pit) Van: 1-5=-60, 5-6=-60, 6-8=-60, 8-11— 60, 2-10— 20 Concentrated Loads (Ib) Van: 8=-181(B) 12= 31l(B) 19=4(13) 20-119(B) 21=-119(8) 22=-2003(8) 23-62(B) 24=-62(8) Q WARNWG - VM/y design persmetere end READ NOTES ON MS AND INCLUDED MnFK REFERANCE PAGE MD7473 rev. 10112,2015 BEFORE USE Design valid la Itso only with MllekO connectors. R* design Is bcnod ordy upon paameters shown. and Is lot an trldMdtxg txr kMV comporant, not wtatrusssyslon. Boloo use. Ira IxBdng do*jm must vodty the appllaatAlly of design pxanetets and Ixopony etcorxxoto this design Into tta ovetall btAclrQ dcWr n. Bracing Indicated Is to bucWing of UWNklual truss web arld/o chord metnbors only. Admlloncl ternpotaly and "inanenl txaCN M iTek' prevant Is always teeaWed to stability crW to rxovont eaaapne vAlh possilAo parsontl thluey aria Ixopony darnape. Fa general Utdcl nce regaraing tta 6204 Parke East Blvdlatxlealbixstowage. dollveM otocilon and bracing of Ituses aril Inns syslotm soeAHSIjM4l Quality Criteria. OSS49 and SCSI Building Component Tompa. FL 33610SatNyIntarmatlonove/latlo nob mass Plate Institute. 218 N. Leo Skoot, Sulto 312 AlezandM.t, VA 22314. Job Truss cuss ype tY N T107386SI T80093 T12 Hip I t Job Reference none Buddere Fires source. Tonga, Plant Gay. Elena 33666 1.04e a Apr IV Z910 MI Iex Inausmei. Inc. MOn nail Zr 10 Z4 VO ZV1 r rape I ID:YPdNv2JXSeH28W kHvoslYgz4Gm X-PINkS6H58DFYkR91P62epkghrOYTOT01 CEnx7HzW hoL 1-0-0, 6.9.4 13-0-0 14-8-0 20.10.12 27-2-0 1-0-0 6-9-4 6.2.12 1.8-o 6-2-12 6-3.4 4x6 = 4x6 = 3x4 = 11 11 ' 5x6 II 2x4 11 30 =3x4 = 3x4 = 20 II 6.9.4 13-" 14.8-0 20.10.12 _ 27-2-0 6.9.4 } 6.2-12 t 1.6.0 1.0 6-2.12 6-3.4 scale = 1:50.2 a Plate Offsets (XY)-- 12:0.2-O,Edael LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.10 11-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Vert(TL) 0.25 11.12 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.63 Horz(rL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP N0.3 WEDGE Right: 2x4 SP N0.3 REACTIONS. (Ib/size) 2=1151/0-6-0, 7=1072/Mechanical Max Horz2=142(LC 12) Max Uplift2=-271(LC 12), 7= 230(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc puffins. BOT CHORD Rigid ceiling directly applied or 8.0-13 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1928/673, 3.4=-1332/545, 4-5=-1112/545, 5-6=-1331/545, 6-7=-1890/662 BOT CHORD 2.12=-506/1636, 11.12=-506/1636, 10.11=•226/1112, 9-10=-226/1112, 8.9= 493/1588, 7.8=-493/1588 WEBS 3-12=0/288, 3-11=-636/320, 4.11=-103/351, 5-9=-99/346, 6.9- 589/305, 6-8=0/280 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=25I1: Cat. II; Exp B; Encl., GCpl=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 nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 230lb uplift at joint 7. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING- Verily detlyn pamnWan and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 166403MIS BEFORE USE Design v.,k1 lot use orgy elm Mltek® connectors. this design is based only upon p 3ornolors Mown. and Is lot m 6ldlvkktat IxAding component, not a tuns system. Before Lao. the building designer must vo#ly, the agtlk:alAlly of design Ixxanefots and Ixopoay Incogtototo Ihk design Into the over.,. bJd IrV ®acing kWicaled h to lxrcldklg of IndIvIdLxA hiss web a ci/a chord members orgy. Additional lemporary and Ionmmonl txocing MiTek' design. rxevenl b (#Ways legJrod lot sfdtAIty and to pxovenl conofne with possilAo pttsorl., kVlay and poperly dnnage. Fa general gJdknce togadng Be 6904 Patke East Blvd. lalxlcatkxl, storage. d)llvety, orocten and btacing of pmmes and farm systatns soaANSI/tPI I Quality Cdterla, DSB-89 and SCSI Sultding Component Tampa. FL 33610S.,ely, Inrarmatlon avdlkst#o from bias Rate Institute. 218 N. Lee Shoot. Stlto 312. Alexaldtks. VA 22314. Job muss russ ype y Tt073e652 T80093 T13 Hip t 1 Job Reference (optional) tsullders FattSaetce. larrpa. rtant filly, I-lorwa wjb6ti r.wv a wpm ry "m na l a.. .... u.-. mc. man mar ci o:c-a cv, i v.v. , ID: YPdNv2JXSeH28W kHvoslYgz4GmX-tux7gSljyW NPLbWzgStLxNyYvl9_wAOuXUgizW hoK 1- 04, 5.94 1 114- 0 1 16.8-0 21•,0.12 27.2-0 1- 0-0 5-0.4 5-2.12 5.8-0 5-2.12 5-3-4 US = 4x6 = Scale a 1:48.5 30 = lc „ 3x4 = 5x6 = 2x4 11 3x4 = 3x8 = 2x4 11 302 MT20HS 11 5. 9 4 11-0.0 16 8-0 { 21.10.12 } 27.2-0 S. a.d 5.9.19 SA-0 S-2.12 5.3.4 Plate Offsets MY)-- 12:0.2-0 Edael 14:0.6-00-2.81 17:0.0.0.0.2-61.17:0-34.Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.47 Ven(LL) 0.07 11 999 240 MT20 2"/190 TCDL 10. 0 Lumber DOL 1.25 BC 052 V8n(TL) 0.20 9-11 999 180 MT20HS 187/143 BCLL 0. 0 ' Rep Stress Incr YES W S 0.33 Horz(rL) 0.09 7 We n/a BCDL 10. 0 Code FBC2014/rP12007 Matrix) Weight: 140lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib/ size) 2=1151/0.6.0, 7=1072/Mechanical Max Horz2= 123(LC 16) Max Uplift2=- 254(LC 12), 7_ 212(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3.10.3 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-1-7 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1958/668, 3-4=-1486/571, 4-5=-1259/557, 5-6=-1475/567, 6-7=-1909/656 BOT CHORD 2-12=-513/1668, 11.12=-513/1668, 10-11=-290/1269, 9.10=-290/1269, 8.9=-497/1607, 7.8= 497/1607 WEBS 3. 11- 469/256, 4-11=-58/380, 5.9= 52/367, 6-9= 416/241 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VUII=139mph (&second gust) Vasd=108mph: TCDL=4.2pst; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS ( envelope) gable end zone and C-C Exlerlor(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) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb uplift at joint 2 and 212 lb uplift at joint 7. 9) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Verify dedgn parameter end READ NOTES ON THIS AND INCLUDED NnEK REFERANCE PAGE N0.7473 rev. I&WMIS BEFORE USE Design voild for use only vAtt MlleW connoClors. efts deslgni Is basoci only upon pmamoters shown and Is per an kvJMdual lxddbV component, not a truss system. Bolero use. Ito Ixlldng doslgrwr must verity Ito appllcalAly of doslgn puamolots arvJ property ktcogxxctte 8th design Into Ito overall IxOdng Bracing kldleated Is to budding of Indlviclual truss wob and/ot cramd members only. Addllbrxd tomfwtory and permanent tracing MiTe k' cleslgn. IxoventSalways moped for stc&Alty crntl to prevent collapse v41h possde pemsorol kM+v cM property cksrtago. Fer general guklance fegadng the k"Icatbrt storage, delivery, erection ontl txockV of trusses atcl tmuss systemns. seeANSI/IPI I Quality Criteria, OSS-89 and SCSI 8ullcmg Component 6904 Parke East Blvd. Safety information avcltade tram truss Plate Institute. 218 N. too Street. Sulto 312. Alexandria. VA 22314. Tarnpa. FL 33610 Job ruse runs 1 we , ty Tt0736653 7ON93 T14 Hrp t 1 Job Reference tional auaaen wasorrrce. ranpa. ram c ay, rrtmae xtaoo -. np, ,. cvw .u..a m.s, ,... „ti. «,m.w, c. w.c+.v W. ID:YPdNv2JXSeH28W kHvoslYgz4GmX•tux7gSllyW NPLbkVzgStLxNtfYgO9?vAOuXUglzWhoK 1.0-0, 4.9.4 9-0-0 13.10-0 18.8-0 22.10.12 27.2-0 100 4-9-4 1-2.12 4.10.0 d•100 4.2.12 4 3 4 4x6 = 30 = 4x6 = Scale - 1:49.2 3x6 = " 3x6 = Sx6 3x8 = 3x8 = 3x12 MF20HS II 9-0-0 _t8-e-0 27.2-0 94.6 1 941-0 "-0 ' Plate Offsets (KY)-- 18:G-G-O.G-2-61.18:0-3-4,Edge1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.13 2-11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.38 9-11 847 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(rL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 134 lb FT = 20%, LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEDGE Right: 2x6 SP No.2 REACTIONS. (Iblslze) 2=1151/0.6-0, 8=1072/Mechanical Max Harz 2=104(LC 12) Max Uplift2=-233(LC 12), 8=-191(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 1924/695, 3-4=-1658/574, 4.5_ 1439/559, 5-6=-1416/554, 6.7=-1632/569, 7.8=-1854/673 BOT CHORD 2-11=-546/1662, 10.11=•434/1591, 9-10=-434/1591, 8.9=-519/1578 WEBS 3-11=-273/238, 4.11=-90/476, 5-11=-300/178, 5.9=-328/179, 6-9- 68/465 Structural wood sheathing directly applied or 3-11-2 oc pudins. Rigid ceiling directly applied or 7-10.7 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=6.Opsf; h=251t; 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) 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 233 lb uplift at joint 2 and 191 lb uplift at Joint 8. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedy design perametors end READ NOTES ON THIS AND INCLUDED N/rEK REFERANCE PAGE M467473 rev. I&MMI6 BEFORE USE. Design valid Not use only with Miter conneclom RYs doslan Is based only upon parameters shown. and Is for an hdivkArd lxAd ing component. rot a truss system. Before use. the lxlldrlg designer roust vodty the arxAlcabliry of design rxnanotms and IxopdMy lncoglotate this design Into the oveedl building design. Hating Indicated a to bucMig of Individual tom web and/or chord moinb ens only. Addlllonal lemporary and pennaxlenl txaclrvj WOWrxevenl Is always two lred for stability arid to pevenl collapse with possible personal IWy arid pot)erty carnage. Foe general guidance tegcndng the 6904 Parke East Blvd. fabilcatlorx stdxage, dollvery, otoction anct btacng of mosses arid tom syslomz sooANSI/Mi I Quality Criteria, OSS-69 and SCSI 8ullding Component Tanga, FL 33610SatetVInformationavailablenoonIranPlatoInstitute. 218 N. Lee Streel. Suite 312, Alexarvulft VA 22314 Job cuss cuss ype ry plyJob T107386S4 Ta0093 1'.1S Ro01" ial00dat 1 1 Reference ooriel Buildere FptstSoutce, Tempo, Place City, Fbftde 33566 1 640 t API iv;zom mitak inausinea, me. Mon Mat zr 15 24 10 201 / ra9e 1 ID:YPdNv2JXSeH28 W MVO SIYgz4GmX-L5V VtoJLIgVGzlJhXXc6ugw3MyHbulUIYG 1 C9zW hoJ 1-0-0 SS-4 10.4-0 13-8-0 17.0•4 20.84 23.10.12 27.2-0 1 PO 5 S 4 4.10.12 3 4-0 3 4.4 3-7-12 3.2.12 3-3-4 Scale a 1.48.6 4x6 = 3x6 = 11 1. Sx6 = Sx6 = 2x4 11 3x8 = 3x4 = 6x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.42 Vert(LL) 0.15 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Ven(rL) -0.36 11.13 >892 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.90 Horz(TL) 0.07 9 Na We BCOL 10.0 Code FBC2014frPI2007 Matrix) Weight: 162 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9.3.15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=2378/0.6.0, 2=1512/0-6-0 Max Horz2=118(LC 8) Max Uplift9=-748(LC 9), 2=-374(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORO 2.3=-2755/630, 3-4=-2364/647, 4.5=-2328/634, 5-6=-3682/1115, 6.7=•3718/1205, 7-8=-4131/1294, 8.9=-4097/1307 BOT CHORD 2-14— 587/2387, 13.14=•587/2387, 12-13=-857/3444, 11-12=-857/3444, 10-11=-962/3682, 10-15=-1074/3471, 9.15=•1074/3471 WEBS 3-13=-403/233, 4.13=-465/1795, 5-13= 2009/697, 5-11=-236/446, 6-11=-320/312, 6.10— 603/426, 7.10=457/1621. 8- 1 0=- 103/261 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber OOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 748 lb uplift at joint 9 and 374 lb uplift at joint 2. 7) 'Semi -rigid pllchbreaks with fixed heels' Member end fixity model was used In the analysis and design of (his truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1236 lb down and 382 lb up at 20.8-12. and 445 lb down and 238 lb up at 22-7.4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-60, 4-5=-60, 5-7=-60, 7.9=-60, 2-9=-20 Continued on Gaffe 2 Q WARNING . Veft dedgn peatmerata and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MP7477 rev. 1601112WI5 BEFORE USE Design Vdld for use only w101 MIleM conneclots. it* design k Lxisad orgy alert pY3amelofs shown. Oro Is for m indlvldtxa IxAdltlg component. not a fruss syslatn. Boloto Ono. the txllrgng dosigrlex must votlty the arolcatAlty of design pxaatnetors and Ixop ody Incogotato this design Into tho ovotall btBdklg design. BIOCInQ Indicated is to buckling of WK Mdud tom wob and/of chord mombets only. Addllonal lemrotory and permanent txaclrlg Welk' rxovont Is a gcrA totgl ad lof sk"fy and to rxovoni collapse with pessfxo pxxsotxA frllttfl' and papeny damage. Fa genetd gull nca tegcsclrvj the 6204 Parke East Blvd. fat)dcatbn, stofago, delivery, orocllen and txackV of Maus coed miss. systems sooANSI/IPI I Quality Cdtedis, DSB-89 and SCSI Sullding Component Tempo, FL 33610SafetyInlofmationavallatAefromhissPlateinstitute. 218 N. too Street, Salle 312. Nexanchici. VA 22314. Job I runs TrUSS Type N plyJob T1073tf654 T80093 T15 float Swint Girder 1 1 Reference nel Builders FustSourCo. Tampa, Ram City. Fldrlda 33666 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10_ 1236(B) 15= 445(B) 7.640 a Apr 19 2016 MTak IrIMMI(I e. 111C. M011 Mar Z7 16:24:10 2017 Page 2 10:YPdt4v2JXSeH2B W kHvoslYgz4GmX•L5VVtoJLjgVGzlJhXXc6ugw3MyHbuILJIYG I CgzW hoJ Q WARNINQ • Varfy dodyn pamnW*m and READ NOTES ON THIS ANO OPCLUOEO AMEX REFERANCE PAGE A(F7473 tov. 1d024015 BEFORE USE. Design vaild lot use on[V wIm Mflek® connectors. R*desIgn Is based oNy upon pardmoters shown, and Is fa an indtvIdtKA buldlrtg component. nol a truss systotn. Before use, the txAldrlg designer must verity the gAAic(tAIly of design pmamolom arxJ ptofwtly IncapOrato this design Into the ovetdf IxAldhtg design. eiockV 91dlcated Is to Ixovent Ixlcldhlg of IrW mlcluaf miss web and/or chord members oNy. Additional temporary and permanent lxachlg WOW b aiways rocruirod lox stabOlty and to ptevont cdlc4m whh posd*j pLrsond k*xy and rxopeny cksnage Fot 0amto1 guid nce tegaiditlg the fatxlcalkxL ataage, delivery, erection tnd lxactrq of Mimsand m153 systems. sooAN31/IPI I Curblty Criteria. 036-59 arid SCSI Building Component6904 Parks East Blvd. Safety IMormatfon available from truss Plato ImIllute. 218 N. Lee Strout. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job rues rues type ry T10736655 T80093 Tt6 Common 3 1 Job Reference Lionel Buddem FaaSource, Torltpa. Plant Cdy. Fbdda 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mat Mot 27 16.24:11 2017 Page 1 IO:YPdNv2JXSeH2BW kHvoslYgz4GmX-pH3t48JzU8d7bvut4F7LRMSFNMbwdxhTuBObkcz W hot 1-0-0 ' 5.5.4 4.10.12 4.10.12 5-5.4 Scale a 1.36.8 4x6 = Ig 30 = 30 = 30 = 30 = 30 = 7.0.13 6b-5 17-0.13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) -0.07 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(rL) -0.20 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(rL) 0.04 6 rVa n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.6-5 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-2.1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=812/Mechanical, 2=891/0-6-0 Max Horz2=117(LC 12) Max Uplift6=- 181 (LC 13), 2=-218(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1396/512, 3.4=-1229/509, 4.5=-1256/521, 5.6_ 1415/527 BOT CHORD 2.9=-379/1178, 8.9=-167/799, 7.8=-167/799, 6.7— 397/1219 WEBS 4-7=-173/494, 5-7=-314/260, 4-9— 153/454, 3-9=-285/245 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. 11; Exp B: Encl., GCpf=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 6 and 218 lb uplift at joint 2. 7) 'Semi -rigid 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 - Vediy dedyn patemstare and READ NOTES ON rNIS AND INCLUDED MIIEK REFERANCE PAGE N11,7473 rev. 160MIS BEFORE USE Design va lld lot use only Win MlloW conneclots, fhb desgn Is based only upon pmarneters shown, and Is lot on Individual LxddkV component, not a truss systotn. Below tae. the IxAkilng closlgnot must wsdly the c"AlealAlry, of design pmomolois and ptopefry trneoglotale this design Into the over" nuking design. ®acing I ndlcaled Is to rxovonl buckling of IndNklued tans wob and/ot thud memWs only. Additional lempotaty and polmanoni txaCing M iTek' Is always req Aed kx stability and to prevenl collarm with possible rsolsonul"and rxorvrly damage. tot Oenetal g lcicmo tegaid W the labtk:atkxn slotage, dellvory, oreclion cnd txaclrlg of linos and Inns systems. seeANSIM I Quality Cdledo. OSS49 and SCSI Building Component 6904 Parka East Blvd. Safety IMormailon avollatxe from Russ Rate Institute. 218 N. Lee Shoot. Sine 312. Alexauxitkt VA 22314. Tanga, FL 33610 Job Truss Iruss lype ty T10738656 T80093 TORoof Spacial 2 1 Job Relerence bona Isuadam raslboutce. ranpa, ream Lolly, rondo :l3>se r.wu a Apr ,v zwo mn aK mausrnes, me men mar er ,o-z.:, , ev i r rays , ID:YPdNv2JXSeH2BW kHvoslYgz4GmX•pH3148JzU8d7bvut4F7LRMSGYMcNfdx__TuBObkczW hot 5.5.4 10.4-0 15.2.1.2 2041-0 21.80 1-0 0 5.5.4 4-10-12 — - 4.10.12 5.5.4 1-0-0 Scale - 137.3 06 = 3x4 = 30 = 3x4 = 3x4 = 3x4 7.0.13 13.7.3 20-8-0 _ 7.A t u I 865 I 7.0.13 Plate Offsets (KY)-- f2:0.2-O.Edael. 16:0.2-O.Edael LOADING (psf) SPACING- 2-0-0 CST. OEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.05 8.10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.15 8-10 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 6 n/a We BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 95 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=887/0-6.0, 6=887/0.6.0 Max Horz 2=- 1 08(LC 17) Max Uplift2=-216(LC 12), 6=-216(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1359/509, 3-4=-1202/503, 4.5=-1202/503, 5.6=-1359/508 BOT CHORD 2-10=-354/1160, 9-10=-144l781, 8-9_ 144/781, 6-8=-356/1160 WEBS 4-8=-152/444, 5.8=-2e9/246, 4.10=-153/444. 3- 1 0=-289/246 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-13 oc pudins. BOT CHORD Rigid telling directly applied or 9.10.4 oc bracing. NOTES- (7) 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=25ft; Cat. 11; Exp 8; Encl., GCpl=0.18: MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 216 lb uplift at joint 2 and 216 lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • VeAIT design panunefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Nt}7173 rev. IAG&10IS BEFORE USE. De*p vcdkl for use orgy calm Mflek® conneclors. this design Is bored only tom parameters shown. and Is to an hdlvIdua l IxAding component. not a Truss systarn. 8oloe use. Ilia txAcAng designer must verify Iho appllcc"Ity of design Ixxornoters and propody hcotxxalo this design Into the overall IxAd1ng design. Bwchg Indicafod Is to tAiciding of Indivafxa Inns wob aril/o crafd mombors only. Add111oral lemlxxary and pormarneni lxacing MiTek' rxovonl Is always ro%*ed to stability taxi to prevonl edlcgAo with possible posoncd k'Vxy anal rxop dy ckanage. rof general guickme togarding me 6204 Parke East Blvd. lolxlcatlon. stooge, delivery, erection and bracing of trusses and truss sysfoms. soeANSIM I Quality Criteria, DSS-89 and 8CSI Building Component Tanya, FL 33610SalaryINomallonovallatAofromIrisPlatohsilluto. 218 N. Lee Strool. Sulle 312. Alocancifkt. VA 22314. Job russ russ ype ty y Tt0738657 T80093 Tie Hip 1 t Job Reference signal Budder RstSource, Tanipa. Plant City. Florida 33566 7 640 a Apr 19 2016 MiTak industries. Inc. Mon Mat 27 16:24:12 2017 Pager I ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-ITdFIUKbFRI_C3T4eyeaza?S71v2MORc6rl8G2zWhoH 4.9.4 9-0: 11.8.0 15.10.12 20.8.0 21.8.0I 4.9.4 4.2.12 2.8-0 4.2.12 4.9.4 1-0-0 Scale = 1:37.9 06 = Sxa = fg 3x6 = 3x6 = 3x4 = 3x6 = 3xB = 9.0-0 6eta 0 20-8-0 a.0.n 2a0 a.0.0 Plate Offsets MY)-- 12:0.2.8.0.1-81.15:0.6-0,0.2-81.(7:0.2-8.0-1-81 LOADING (psf) SPACING- 2.0.0 CSI. OEFL. In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.21 Vert(LL) 0.12 9-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.31 9-17 795 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.16 Horz(TL) 0.04 7 n/a We BCOL 10.0 Code FBC2014/1-PI2007 Matrix-M) Weight: 102 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=887/0-6.0, 7=887/0.6.0 Max Horz 2=96(LC 12) Max Upl1112=-205(LC 12), 7=-205(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-1347/554, 3-4=-1057/418, 4.5=-894/417, 5.6_ 1056J418, 6-7=-1347/554 BOT CHORD 2.11=-403/1160, 10.11=-176/893, 9-10=-176/893, 7-9=-404/1160 WEBS 3-11=-312J259, 4-11=-55/268, 5-9=-55/268, 6-9=-312/259 Structural wood sheathing directly applied or 4-11-11 oc purlins. Rigid ceiling directly applied or 9-1-10 cc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf: h=25f1; Cat. II; Exp B: Encl.. GCPI=0.18; MWFRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 205 lb uplift at joint 2 and 205 lb uplift at joint 7. 7) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - VeAly dedgn pane mien end READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MD7473 nv. (002 0IS BEFORE USE OesW va,ld for trio only vAm Mllek® conrwclom this desqQn Is Erased only upon parameters slump. and Is let on Individual building component. not a truss system. Boloto use. the IrRding designer must vority, the applic,blilly, of design p atomotois and piotetly Incotpo•alo this design Into Ile over,, txfic&V design. BracirV Indicated Is to prevent b ucWW o1 Individual Russ wob and/or chord members only. Additional tomporuy and permanent txac9tg MiTek' Is dways required for stability and to prevent collapse Win possible personal k*ffy, and property damage. For genet, guidance ro"dinij the fabrication, storage. dalvery, erection and tx<aklg or trusses and Inrss systems weANSI/IPI I Quality, Criteria. OSS-89 and SCSI 9ulldlng Component 6904 Parke East Blvd. Safety Information available Rom truss Rate institute. 218 N Lee Street. StAte 312. Alexandfict. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type ry Tf0738658 T80093 719 Hip 1 t Job Reference Gone uurloefs rugAJOurce. I alipa, Plant filly, ration 3:/S65 t.b4V s Apr le zV lb Ml tax mauslnes. Inc men Nlnr zt lb z4:1 s zul / rage 1 ID.YPdNv2JXSeH28WkHvoslYgz4GmX-mgBdVpLEOltrgD2GCggpWnY WtgJx5s2mLVVhpUzWhoG 7-0-0 13-8-0 20.8-0 21.9.0 0 6-8f-0-0 7.0-0 7-0-0 1.0-0 Sx8 = 44 = Scale - 1:37.9 U6 = 2x4 II 30 = 3X4 = 3x6 = 7-0-0i 13•8-0 20-" Inn A.il-n 7-0.0 Plate Offsets (XY)- 13:0.6-0.0.2-BI LOADING (psi) SPACING- 2-0.0 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(LL) 0.04 9-12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.13 9-12 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.04 5 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 88 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=887/0-6-0, 5=887/0-6-0 Max Horz2=77(LC 12) Max Uplift2=-188(LC 12), 5_ 189(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3_ 1247/389, 3.4=-1038/406, 4.5=-1247/386 BOT CHORD 2-9=-216/1032, 8-9=-213/1038, 7-8=-213/1038, 5.7=-216/1032 WEBS 3-9=0/263, 4.7=0/264 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc pudirns. 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: Vul1=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.Opsh h=25ft; Cat. II; Exp B: Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C 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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 2 and 189 lb uplift at joint 5. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular budding is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code Q WARNING - Vodt7 deolgn parnmeter* and REAO NOTES ON Mrs AND INCLUOEO MITER REFERANCE PAGE M9.7473 rev. Id MOTS BEFORE USE Design valld Not use only `,vlth Mllek® Connoctas. n* design 6 based only upon pxaameters shown, and is (of an fndlvkArcl buAalng component, nol a truss systoun. Bofao use, the IxBdtrng designer roust verity Ito cgHHMpalMlty of designaramolardscaptofotlyIncoglototothisdesignIntoItoovoralllxBdngdesign. Btacing WKftatod Is to rAovont b iding of individual truss web and/or chord momtxxs only. Additional lernpxray and pouma wnl txocklg M iTek' b tJways recAded lot sk& A"y aW io ptoveni eellq)se wllh ros dAe rxtrsoncf " coal propeny dunuge Fa ganeral gtldtnee togardhtg the knxk:atkxn. storage, delivery, erection and bracing of trusses and Inns systems seeANSI/VPI I Cuallfy Criteria, OSB-89 am SCSI Building Component 6904 Pork* East Blvd. Safety Information avallc"e from Inm Plate Institute, 218 N. Lee Shoot. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Truss rss ype ry y T10738659jJobT80093T20J.IP-GIRDER 1 2 Job Reference (optional) Budders FestSoutce, Tanpa. Plant City. Florida 33566 1 540 6 Apr iv zwo Nat ex Industries. 1ne. Man Mat zr 16'z4:13 zul r raga i IO:YPdNv2JXSeH28W kHvoslYgz4GmX-mgBdVpLEOltrgD2GCg9pW nYd39105gOmLVVhpUzW hoG 5-0-0 10.4-0 15-8-0 20-8-0 2t-8-0 1-010 5-0-0 5-4-0 5.4-0 5-0-0 Scale - 1.37.9 5x8 = rs!t..niii 20 II 5x8 = 3x4 = 2x4 II 8x12 = 2x4 11 30 = 5-0-0 10-4-0 15-0-0 2041-0 5-0-0 54-0 5.4.0 } 5.0.0 Plate offsets (x.Y)- t3:0.6-0.D-2-81, (5:D-6-O.D-2-81. r9:D-2-8,D-4-81 LOADING (psf) SPACING- 2.0.0 CSI. DEFL, In roc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) 0.07 9-10 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.48 Ven(TL) 0.15 9-10 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.24 Horz(TL) 0.03 6 We We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 219 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1402/0-6-0, 6=1122/0-6-0 Max Horz2=58(LC 12) Max Uplift2=-384(LC 8), 6=-260(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-2758/847, 3.4=-2795/855, 4.5=-2866/899, 5-6=-2040/536 BOT CHORD 2-10=-731/2414, 10-15=-735/2452, 9.15_ 735/2452, 8-9=-420/1785, 6.8= 423/1776 WEBS 3-10=-95/649, 3-9=471/450, 4.9_ 363/226, 5-9=-489/1257, 5.8=0/251 NOTES- (11) 1) 2-ply truss to be connected together with 10d (0.131 ")W) 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: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) 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; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.0psf; h=2511; Cat. If: Exp B; Encl., GCpl=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 ps(bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 lb uplift at joint 2 and 260 lb uplift at joint 6. 9) 'Semi -rigid plichbreaks 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 suppon concentrated load(s) 172 lb down and 223 lb up at 5-0-0 on top chord, and 100 lb down at 5-0-0, and 566 lb down and 205 lb up at 6.11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component (or any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Dade 2 WARNING - Verity design Paromolets and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE MD7473 MV. r6AMIS BEFORE USE Oesldrl valld for use only wish MileW connectors. this dosign Is bctsed only upon Ixaamotors shown. and Is for Cif Wfvkatcl bolding component, nor o (russ system. Belem use, the btdldttg deslgnut must vorify the oroIcabllty of dosrgn paranolers cxxJ rxgbody Incorrmale this design Into the ovoldl b lclrlg Bracttg Indicated is to bucIdIrtV of kKflvk Kd trust web and/or chord rnetnbors only. AdcltlorKit lempolory and permanent broctrV MOWcktslpn. prevent Is cilwcrys regtlted for stability cdtcl to ptevenl collapse with possible ponsorrJ today and property d0mage. Fa Vtxteral QL*JancO roWdhV the 6904 Parke East Blvdfalxlccttkm, stotMo. delivery. election and bracing of Irises cRKt buss systems. sooANSI/tPI1 Gualrly, Criteria, OSB-89 and SCSI Building Component Tanpa, FL 33610SafetyInformationavcLatAofromtrigPlatoInsllkdo. 218 N. too Street, Stlle 312. Alexandria, VA 22314 Job I ruse TrUSS Type ry P y T10736659 T80093 TZO HIP GIRDER t A2 Job Reference(optional) nunaere r-aewource. Ianpo. rant cny. r•ronaa a:ua00 r.o+u a Apr iv zula mlreR Inaufutee. Inc man mar zr ro.z4-1- zar r raye z 10:YPdNv2JXSeH2BW kHvoslYgz4GmX•Es19j9Msn39SMdSmNg22740p2ddgHeva9EFLxzW hoF LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1.3_ 60, 3-5=-60, 5-7— 60, 2-6=-20 Concentrated Loads (1b) Vert: 3=-125(B) 10=-59(B) 15=-566(B) WARNINO • Vedly design Paromefers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PACE M67479 rev. fW3 f5 BEFORE USE Design %old for use only wpm MltoM connOclom Ms design h Lxaed orgy upon paanelors shown. and Is la an Individual LxAdhng component. not a hus sysletn. Before use. Itw txLddng doslpnet must verily the aprxlcabilty, of design paranotets and Ixoperiy Incorlxxato Ihb design Into the overall brDdng design. Bracing Indicated Is to prevent txsclAhtg of IrdlvkW mass web and/a chord membors ". Additional lempotay, and permanent txockV MiTek' Is ctmays roc"od lot stab9lty and to prevent cdlldpso with posItAo pwsonrl nA+y and rxopcny dcrnago. for genotal gukkrce regad hg Ow 1d8xkdnlon. slorago, dolivery, erection and bracing of trusses and Was systems soeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ave/lable from Iruss Plato hnsllluto. 218 N. toe Street. Stile 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type ry T10738660 TSM93 T21 Common 2 1 Job Reference (optional) Buddets FitstSou(Ce. Tampa. Plant Cry, Fbnda =66 7 6404 Apr 192016 MI fek IndUSM&S. Inc. Men Mer 27 16:24:14 2017 FOGG 1 ID:YPdNv2JXSeH28W kHvoslYgz4GmX.Esnj9Msn3liSMdSmNg22?4i52dAgJSva9EFLxz W hoF 1-0 0 6-10-0 13-e-0 1; 6.10.0 6• 10-0 Scab a 1:25.4 06 = 1 0 3x4 = 20 II 30 = fr10-0 13.8.0 i &1AO I 6-10.0 Plate Offsets (XY)-- 2:0-0-12.Edgel. (4:0.0-12,Edge) LOADING (psf) SPACING- 2-0-0 CSI. OEFL In loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.08 4.5 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.51 Ven(TL) 0.17 4-5 921 ISO BCLL 0.0 ' Rep Stress Inc( YES W8 0.12 Horz(TL) 0.02 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 50lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 4=531/Mechanical, 2=61310.6.0 Max Horz2=83(LC 16) Max Upllf14=-l19(LC 13), 2=-156(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-766/291, 3.4=-762/288 BOT CHORD 2.5=-152/598, 4.5=-152/598 WEBS 3-5=0/323 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc pudlns. SOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.Ops1; h=25fl; Cat. 11; Exp B; Encl., GCpi=0.18: MWFRS ( envelope) gable end zone and C-C Exterior(2) zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber OOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to glyder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 4 and 156 lb uplift at joint 2. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code WARNINO - Verify deNyn parameters end READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7473 rsv. I&MMI S BEFORE USE. Design vdkl lot use only will tAlekb connectors. n* design is Lxised oaly upon 1KDotleters shown. and Is for on kxilvkAKa buldtlg component. not a truss system. Before use. no txadklg designer must verily the arolcobllty of design Ixnameters and Ixoperly Incogwrate 91fs design Into the over... rAAc& g design. (racing Indicated Is to rxovenh bmidtrlg of IrWMdual truss web and/a chloi d members only. Additional lemr"coy and pormanon. txacltlg MOW It always required far skID9tiy cod to rxevenl collapse wtih possmle personal tYuty and rxopeffy damage. For general guklance regarding to ktx1catkrl. stoKrgo. dolNery. erection and bracing of tresses daxl truss systems. soeANSI/IPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Irdormdtion avallalxo from truss Rate InstiMe. 216 N. Lee Street. Sullo 312. Aloxon dilm VA 22314. Tampa. FL 33610 Job fuss I fuss I ype Ply T10738661 T80093 1:22 Common 10ty4 1I Job Reference Gona Butldam FrtttSourCe. Tampa, Plant Cdy, Flonda 33566 7.640 a Apt 19 2016 MTek InduStned, Inc. Mon Mat 27 16'24.14 2017 Page 1 ID:YPdNv2JXSeH28W kHvoslYgz4GmX-Esl?I9Msn3?rSMdSmNg22?4i12dEgJTva9EFLxz W hoF 1 0-0 6.10-0 13.8-0 148-0 14 0 6-10-0 6.10-0 4x6 = Scale = 1:25.9 g 3x4 = 20 11 34 = 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 FBC2014lrP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=604/0.3.8, 4=604/0.3.8 Max Horz 2=75(LC 12) Max Upl1112=- 1 53(LC 12), 4- 153(LC 13) 6 10d CSI. OEFL. In Ioc) Well Ud TC 0.59 Vert(LL) 0.07 2.6 999 240 BC 0.50 Vert(TL) 0.15 2-6 999 180 WS 0.12 Horz(fL) 0.02 4 n/a rVa Matrix) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-759/281, 3-4=-759/281 BOT CHORD 2-6- 122/593, 4.6=-122/593 WEBS 3.6=0/322 PLATES GRIP MT20 244/190 Weight: 51 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.1-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=25ft; Cat. If,, Exp B; Encl.. GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 153 lb uplift at Joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end flinty model was used In the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verrrydesign paramefan and READ NOTES ON THIS AND INCLUDED MrfEK REFERANCE PAGE MfF7479 rev. 14110032015 BEFORE USE. Design vdld for use only With 1,011faM connectors. Ms dosl(F1 is Uased only upon Ixuamoten shown. and Is for a1 IndlNdal lidding component, not a puss systarn. Before use. the txAdtng designer must verity the a1XMkab8lty of design pcoomolets cnKl properly Incorporate this design Into the over, txBding design. Bracing Indicoted is to Ixovent bmldkV of Indlvidtxll in=web and/or chord members only. Addllonld temporary and Iwrmonont txocing MiTek' Is dways toc}Bed lot skgAlly cxld Io rxovent collapse wllh posWAo person l InItay aril properly danago. For generd gold nce regacft me ldxlcatkxl. storctgo. delNery, erection and txackV of trusses card truss systems, weANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information ovdicmlo from teas Plate !minute, 218 N. U o Skeet. Stile 312. Aloxandrla, VA 22314. Tampa, FL 33610 Job ruse rues type y T10738662 T80093 T23 CommSupported Gable Commont t Job Reference tional BUitders FOetSOurCe. Tampa. Plant City. Florida =66 7 640 a Apr 19 2016 Mil ek Industries. Inc. MOn Mar 27 16:24:15 2017 POye 1 10: YPdNv2JXSeH28WkHvoslYgz4GmX-i210wVMUYM724WCfJ5BHbCd?cz4V2nz3pp otNzWhoE 1- 0-0 6.10-0 13.8.0 14-00 1- 04 6.10-0 6.10-0 144 06 = Scale = 1:25.7 la 30 = - _ _ 3x4 = LOADING ( psf) SPACING- 2-0-0 CS1. DEFL, in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 8 rVr 120 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Ven(rL) 0.00 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 004 Horz(rL) 0.00 8 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0. lb) - Max Harz 2=75(LC 16) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11. 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% 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- ( 12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2.0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jolnt(s) 2, 8, 13, 14, 11, 10. 10) Beveled plate or shim required to provide full bearing surface with truss chord at Joint(s) 2, 8. 11) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING - VaAry dedpn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 41110-747J rev. IM3W IS BEFORE USE Dc* p valid ra use only Win Mitek® connectors. this design b lx sed only ulm parameters shown. and IS for 011 Individual txllding component. not a truss system. Bototo use. the Ixllalrng designer must verify the 0I)NIcatAlly of closlgn "atnotets and proporiy Moglorato IMs design Into the overall building design. lkaci ng Indicated Is to rxovonl buckOng of Individual nuns web and/or chord members only. Additional torn"ary and pormalont Ixacnng M iTek' Is always roetrSrod fa stafwlly and to rxevont eWlarrse wllh possllAe personal Injury end property carnage. rot general gtKWoe regarding the fatxlcalbn storage, delNery. erection and brocing of mores and truss systems soeANSI/IPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. safety Inlornahon avatic"o from truss Plate tmllkde. 218 N. trio Strout. Suite 312, Alexandria, VA 22314. Terrpa. FL 33610 Job Truss Truss Type tY Tt0738663 T80093 T24 Monopach Girder I t Job Reference (optional) eueaers I-eetsouree. rarrpa. ram i,ny. mono aa000 . 1r• •• 4w.0 m"- - - .. . ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-AFsmBrN6JgFOhgnrtoi W8QA5dND71ESC 1 TjMPpzWhoO 5.0.0 5-0-0 Scale = 1:17.3 3x4 = 20 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.05 1-3 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(Q 0.12 1-3 459 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(rL) 0.00 We Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-1 -8 oc bracing. REACTIONS. (lb/size) 1=804/0.6-0, 3=586/Mechanical Max Horz 1=105(LC 8) Max Uplift I=-186(LC 8), 3=-185(LC 8) 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.Opsf: h=25ft; Cal. II; Exp B; Encl.. GCpl=0.18, MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except at --lb) 1=186, 3=185. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 511 lb down and 139 lb up at 1-0-12, and 511 lb down and 139 lb up at 3-0.12 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: 1.2— 60, 1-3=-20 Concentrated Loads (lb) Vert: 4=-511(8) 5-511(B) WARNING - VSAry dee/yn parameters and READ NOTES ON THIS ANO INCLUOEO N/rEK REFERANCE PAGE AID-7479 rev. I4MMI S BEFORE USE Design vatld lot use only Win NleW connectors. R* design 6 txnod only upon paamo(ors shown. artd Is for an hcAvidual LxrkOrtg component, not a truss system. Bolero use. the txJldktg designer must verily the applk;alAity, of design Ixscanolots and properly Incerpowle this design Into the over", txllding design. Broehg InUlcotod is to txscldhg of IndNkyu" Muss wob orW/er chord momlxxs orgy. AddlOorxl temporary, and permanent txochg M iTek' prevent Is always requited foe stabBly arKI to prevent collcpso vAth posstlo person" Injury aryj property damage. Rx gener" gukknce togarcling the 6904 Parke East BlvdIatlrlcallmstorago, do(Nery, eroCllon aril txacing of tnrssos and (Ross systems, sueANSI/rPl1 Quality Criteria, OSS-89 and BCSI Building Component Tampa. FL 33610SafelyInformationavaBUMofromtrussPlateMuOMo. 218 N. too Street. Sr1W 312. Alexanci to VA 22314. Job Truss Truss Type try y Tt07386W T80093 T25 Hap Hip Girder l t Job Reference (optional) 9uadate FaefSOurce. Tadpa. Pant Gay, Fonda 33566 f 54u s Apr iv zuio mu ex mausares, me men mar zr ,o z.: to zur r ra9e r 10:YPdNv2JXSeH2BW kHvoslYgz4GmX-AFsm8rN6JgFOhgnrtoi W80A7wNFulSIC 1 TjMPpz W hoD 388 6.10-8 7p,0 3-8-832-0 01.8 2x4 II 3 30 = 3x0 11 4k16 = 3-68 7-0-0 388 3-38 Scale = 1:22.3 Plate Offsets (X.Y)-- 15:0.4-8 0-1-81 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Ven(fL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.59 Horz(TL) 0.01 4 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 40lb FT = 20%, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1642/0.8.0, 4=1255/Mechanical Max Horz 1=149(LC 8) Max Uplift I =-376(LC 8), 4=-359(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1856/393 BOT CHORD 1-6=454/1615, 6-7= 454/1615, 5-7=-454/1615, 5-8=-454/1615, 4.8=-454/1615 WEBS 2.5=-318/1537, 2-4=-1840/515 Structural wood sheathing directly applied or 4-0-11 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psi; h=2511; Cat. It: 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jolni(s) except 01=1b) 1=376, 4=359. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 792 lb down and 201 lb up at 1.0.12, and 792 lb down and 201 lb up at 3-0-12, and 792 lb down and 201 lb up at 5.0.12 on bottom chord. The designilselection 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 bullding component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 60, 1.4= 20 Concentrated Loads (lb) Vert: 6_ 792(F) 7=-792(F) 8=-792(F) aL WARNING - Verily deetyn porarairtere and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MQ7473 tdv. 140MIS BEFORE USE Design valid lot use only vrim MreW connectors. IM design k based only upon paamoters shown. and Is lot an ItdMtltal bidding comtononl, rot a truss systern. Before use, the IxAdntg designer must verity the c"AcatAlty of design paanetas and Ixoperly Itcotpotalo this design Into the ovoid, txAcIng &acing indicated b to budding frtdlvldrtd Inns web and/or chord momtots only. Adr911ond tempotay and permanent txacing MiTek' design. povont of Is always regUrod lox slatAlty and to povonl collapse wllh rosAAo personal "aril popedy dasnage. For general guidance tegardng the 6904 Parke East Blvd. IatxkMldn storage, dollveM election and txacing of trusses and Inns systems, soeANSI/IPI I Quality Criterla. OSS49 and SCSI Bullding Component Tonga. Fl. 33610SafelyInformationavoltablotorntrigRateIts11Me. 218 N. too Street. Sulto 312, Aloxatdrla. VA 22314. Truss fuss ype I ry Ply Tt07386651jobT80093T26HopHipGirdert11JobReference (optional) euadere Fnmwrce. narrpa, ram c:ay, rrrxras a:mbe -. npr ,. c..0 w.,.. m.u-i- 4 - , , . a .. c. ,, c., 10:YPdNv2JXSeH2BW kHvoslYgz4GMX-eRO8LBOk3_NGJgL I RVElgdilvm)F I gOLG7TvyfzW hOC 5-0-0 _ 7-0-0lVo54-0 2-0-0 Sxa = 3 2x4 = 3x4 = Scale - 1.17.4 5-0-0 2.0.0 Plate Offsets (),Y)-- 13:0.6.0 0-2-81 LOADING(psl) SPACING- 2-0.0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(ILL) 0.02 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.23 Vert(TL) 0.04 2.6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.11 Horz(rL) 0.00 5 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 34 lb 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/slze) 5=347/Mechanical, 2=385/0.8.0 Max Horz2=130(LC 8) Max Uplift5=-108(LC 8), 2=-112(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-332/53 WEBS 3.6=0/284, 3-5=-406/148 Structural wood sheathing directly applied or 6-0.0 oc puffins, except end verticals. Rigid calling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=6.Opsf: h=251t; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 5=108, 2=112. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 84 lb down and 115 lb up at 5-0.0 on top chord, and 100 lb down at 5-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3_ 60, 3-4=-60, 2.5= 20 Concentrated Loads (Ib) Vert: 6=-59(B) 3= 71(B) WARNING - YM/y dedgn parameter and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD7473 ror. ir]p MIS BEFORE USE. Design will rot urso orgy Win MmekO connectors. this de31grt b based orgy upon paanelets shown. and is for at Individual lxllding component. not a truss system. Before use. the building designer must verity Ite a plicatAlty of design lxaamotors and fxolxxly Incotpaale this design kilo the ovorcdt txAdtng design. Brocing Indicated is to prevent b uckllntg of Individual Russ web and/a chard memtxxs only. AdclllorKd ternpoiciry and permanent Mating MiTek' b cdwaA cw4tdted la sk"lfry ad to fxevenl collapse wkh poss"o petsonrd tyray and properly cianago. For geteta grdda ice togarsny the kdxIcalbn storage, dellvory. eroctfon and txacing of musses and truss systems. rxeANSIIFPI I Quality criteria. 038.89 and SCSI Sullding Componeint 6904 Parke East Blvd. Safety Irgormadon ovalkfile from truss Rate Institute. 218 N. Imo Street. Suite 312 Alexandria. VA 22314. Tempe. FL 33610 Job runs I fuss I Ype b ply T10738666 T80093 T27 Monoprtch Girder 1 1I Job Reference(optional) Isuaaart Frrelbource. laripa, Plerd Gay, I-M08 33566 7.6406 Apr ie ze16 M1 f eft lreauetnes. inc Marl mat 27 i6 z4:17 zoi 7 rage 1 IO,YPdNv2JXSeH2B W kHvoslYgz4GmX-eROBLBOk3_NGJgL t RVElgdilbmh_ 1 V5LG7Tvyfz W hoc 3.7-8 7-0-0 3.7.8 3-4.8 Scale a 1:22.4 3x4 = 3xtl II 06 3.7.8 7-0-0 1.7.11 .'l.AA Plate Offsets (Y Y)-- 15:0.4-12.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.03 1-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(rL) 0.06 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(rL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 40lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1599/0-6-0, 4=2087/Mechanical Max Horz 1=149(LC 8) Max Uplift 1=311(LC 8), 4=-515(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-2421/458 BOT CHORD 1-6=-513/2118, 5-6=-513/2118, 5.7=-513/2118, 7-8=-513/2118, 4-8=-513/2l l8 WEBS 2-5=-366/2020, 2-4=-2381/574 Structural wood sheathing directly applied or 3.6-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (10) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCDL=6.Opsf; h=25f1; 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 20.0psl 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 metal plate or equivalent at bearing(s) 4 to support reaction shown. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=311, 4=515. 7) 'Semi-rigld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1052 lb down and 211 lb up at 2-0-12, and 1052 lb down and 232 lb up at 4-0-12, and 1052 Ib down and 250 Ib up at 6-0-12 on bottom chord. The design/selection of such connection devlce(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-60, 1-4=-20 Concentrated Loads (Ib) Vert: 6=-1052(F) 7=-1052(F) 8=-1052(F) Q WARNING - Ve fy dtNpn pmMfent and READ NOTES ON THIS AND INCLUDED MI7EK REFERANCE PAGE 41,194473 rev. 1009/10rS BEFORE USE. Design va9d lot use only with MlleM conneclors. Ms desk;l n Is based only upon paramolon snows. and Is lot an Idlvkkxd txrlding component. not a urns system. Before use. the txAdng designer mull verify the applicability of design gxvomolols and property Incorporate this design Into the overall buildingng design. (tracing Indicotod Is to prevent buckling of IndMdrial Ifuss web and/or chord members only. Additional temporary and peartaneni bracing M iTek' Is always rectultod fat stability and to prevent collapse with possible personx9"and property dctmago, foe general guidance regarding Ile fabrication storage, delivery, erection and tracing of tames and tam systems, seeANSIMI I Quality Criteria. OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Irdommatlon available from Irus Rate Institute. 218 N. Lee Street. Srdto 312, Alexandria. VA 22314. Tarrpa. FL 33610 Job Truss Truss Type101Y ply T10738667 T80093 T28 Monopttch Girder 1 1 Job Reference (optional) uusaers rmasource, r arpa, rmnt Lary. 1•4011e0 jaaoo . ^r •• ^ s- ID:YPdNv2JXSeH2BW MvoslYgz4GmX-6d_W YXPMgHV7x_wD?01 OrFUhAJm3NV VnCSUizW hoB 3.7.8 _ 7-0-0 3.7-8 3-4-8 am rr 3x4 = 06 = LOADING (psf) SPACING- 2-0-0 CS'. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 10.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Incr NO W B 0.38 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.02 1-5 >999 240 Vert(TL) -0.04 1-5 >999 180 Horz(rL) 0.01 4 We n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1121/0.6-0, 4=899/Mechanical Max Horz 1=149(LC 23) Max Upliftl=-260(LC 8), 4= 280(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1.2=-1350/282 BOT CHORD 1.6=-358/1171, 6.7=-358/1171, 5.7=-358/1171, 5-8=-358/1171, 4-8=-358/1171 WEBS 2-5=-199/1007, 2-4=-1317/400 Scale = 1:22.4 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 4-10-6 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl 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 100Ib uplift at Joint(s) except 6I=1b) 1=260, 4=280. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 497 lb down and 136 lb up at 1.0.12, and 497 lb down and 136 Ib up at 3-0-12, and 497 lb down and 136 lb up at 5-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 1-4= 20 Concentrated Loads (lb) Vert: 6= 497(F) 7=-497(F) 8— 497(F) Q WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED UREK REFERANCE PAGE MD7473 rev. 10 UMIS BEFORE USE Design volld for use only with MHoW connectors. Ihh design Is used only upon parameters shown, and is la an I dihAd al IxAdlrlg component not a truss system. Bolao we. Iho 1xllding deslgnut must vodly the applicability of design parameters and lxopolty frlcoft"ale rots design Info the ovolall txAding design. ®acing Indicated Is to ptovonl twckang of Individual truss web and/a chord membets only. Additional ternpxrary as potmanent txocing MiTe k' Is always tocplted for slatxnty and to pxevenl collapse elm possible personal I furV and property damage. For gonotd gala nee regarding the f lxlcatloix sfaauo. delivery, etoctlon and Uacing of tnraos aril truss systoms socANSI/tPl I Quality Criteria. DSB-69 and SCSI Building Component 6904 Parks East Blvd. Safety triformation avdlablo from RUSS Plato fruliMe. 218 N. tee Street, Stllo 312. Alexa Lida. VA 22314. Tampa, FL 33610 O fU66 rush Type , N ply T1073$66$ TBW93 1:29 Hart Hip Girder j I 1I Job Reference(ophonaQ BWaaM FIMSWree. Tampa. Plant city. Florida 33566 7 640 a Apr iv 2016 mil ex industries. me. Nan NOf zr 162eaa Lat r rage 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX-6d WYXPMgHV7x_wD?DI DrFT7A2am57VVnCSUizWhoB 100 5-0-0i 9-0-0 1-0-0 5-0-0 4.0-0 Scale = 1:19.9 3 5xe = ' 2x4 11 2X4 = 30 = 5-0-0 9.0.0 S-0-0 4.0-0 Plate Offsets (KY1-- 13:0.6.0,G-2-81 LOADING (psf) SPACING- 2.0.0 CSI. OEFL in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) 0.02 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(rL) 0.04 2-6 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.21 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014f rP12007 Matrix) Weight: 42 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=478/Mechanical, 2=502/0-8.0 Max Horz2=130(LC 8) Max Uplift5=-153(LC 5), 2=-153(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2.3=-584/136 BOT CHORD 2.6=-164/453, 6-8_ 160/464, 5-8=-160/464 WEBS 3.6=0/328, 3-5=-526/181 Structural wood sheathing directly applied or 6-0-0 oc puffins, except and verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (10) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except of=lb) 5=153, 2=153. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 83 lb down and 114 lb up at 5-0-0. and 83lb down and 114 lb up at 7.0-12 on top chord, and 100 lb down at 5-0-0, and 52 lb down at 7.0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3=-60, 3.4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 6=-59(F) 3= 67(F) 7=-67(F) 8= 26(F) WARNING - Verify deelgn panimerens and READ NOTES ON THIS AND INCLUDED MflEx REFERANCE PAGE MD-1472 rev. 161111201S BEFORE USE DoOgn vdld lot use only wltn MlleW connoclors. Ms de*p 6 bawd only rgon 1x'ramolers shown, and Is for an fridMdud binding component, not o trust system Betoio use. tho lxAdrtg doslgnof must verity t110 cq)lleab 1ty of doslgn p ruarnelets and pxorody Incotpotalo Ms design Into 1ho ovordl txAcIrlg design. Broc*V Indicated Is to txrcaing of WxnvkW truss web aria/ot chord members only. A.ddtlond lomlwrcry and permanent txacing WOWfxovent S sways tet}Lod for skY761py aM1 to povent eo11twith possible p ersorld frYtay cdtd popery cic+nage. For genetcd gJeknee tegactrtg Mo fatxkbaliM stologe. delivery, erection arxl bfackV of trusses aril miss systems, soeANSI/FPI I Quality Cdledo. OSS-89 and $CSI Building Component 6904 Parke East Blvd safety Information avdldxo from truss Plate frutlMe. 218 N. Leo Street. Suite 312. AlosanUda. VA 22314. Tampa. FL 33610 I fuss TrUSS Type y T10738669lJobT80023T30M"4pach 3 1 Job Reference o tional Buldane FUCISOUMS, Tampa, Plam City, Florida 335r16 7.640 a Apr le zU16 MI Iex IrAUnrrea, Irlo. Mon Mar zr 16 z4-iv zUl r Pape 1 10:YPdNv2JXSeH2BWkHvoslYgz4GmX-agYumtO_bbd Y8VOYwG012odPaOWVbce)RyOO8zWhoA 1-0 0 5.8-0 1-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 TCDL 10.0 Lumber DOL 1.25 BC 0.30 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) 4x6 = DEFL in (loc) I/dell Ud Vert(LL) -0.03 2-4 >999 240 Vert(TL) -0.09 2-4 >724 180 Horz(rL) 0.01 6 rVa n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP N0.3 BOT CHORD OTHERS 2x4 SP N0.3 REACTIONS. (lb/size) 2=300/0-8-0, 6=172/0.1.8 Max Horz2=135(LC 12) Max Upllfl2=-78(LC 12), 6=-78(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 30 = Scale a 1:19.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% Structural wood sheathing directly applied or 5-8-0 oc puffins, except end verticals. Rigid telling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psF BCDL=6.Opsf; h=251t; Cat. 11; Exp B; Encl., GCpf=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 6 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) 'Semi -rigid plichbreaks 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' WARKIWO - ya lly dedyn pammeten and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N67473 rev. 10=02016 BEFORE USE Design valid (of use only v4m Mffe,10 connectors. Ihls desWn Is based only t4rrn paamolers shown, and Is for an Individual buildingng component. not a truss system. Before use. the Irlldng designer must verity the appllcallllty of design aiametets taxi property incolpolalo mk design Into the overallp building design. Bracing indicated Is to prevent buckling of Individual truss web a nd/a chord members only. Additional temporary and permanent tracing MOW Is dwtsys required for stability and to prevent collapse with possible p Lisorxn"aria Iropeny dunnage. Fa gonotal gnldtnee regarding the tal ricalkrl, storage, dellvery. erection anti bracing of thrsses and truss systems, seaANSlf[Pl I Quality Criteria, DSB-a9 and SCSI 6ullding Component 6904 Parke East Blvd. Safety information available from hum Plato InstlMe. 218 N. too Street, Slue 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type , ty plyJob T10739670 T80093 IT31 GABLE 1 t Reference (optional) BYddars First` nee. Tampa, FUrd Car. Florida 33566 7 WO a AP( t9 2016 F&IOR IaGYamea. Une. M" M*f 27 15:24:2e zot r rage I ID:YPdNv2JXSeH28W INvoslYgz4GmX306HzDOdMvmrAH4c6enSIGKlg_OE 1 ay5hZYazWho9 1-0-0 , 68-0 I 13.4-0 I 1_44 t-0-0 6.6.0 6.6-0 1 00 Scale = 1:25.3 06 = 3x4 = 30 = 6-0.0 6•8-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) 0.05 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(fl-) 0.09 2-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.07 Horz(fL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. 80T CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=491/0.8.0, 4=493/0-8-0 Max Horz 2=73(LC 12) Max Uplift2=-157(LC 8), 4=-157(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-15=-617/140, 3-15=-538/167, 3.16_ 538/166, 4-16=-618/140 BOT CHORD 2-17=-85/475, 17.18=-85/475, 18-19=-85/475, 6-19=-85/475, 6.20_ 85/475, 20-21=-85/475, 21.22=-85/475, 4-22=-85/475 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25f(; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable and zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 2x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except of=lb) 2=157. 4=157. 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 79 lb up at 1-0.12, and 56 Ib down and 79 Ib up at 12-3-4 on top chord, and 301b down and 44 111 up at 0.10.8, 241b up at 1-0-12, 241b up at 3-0-12, 24 Ib up at 5.0-12, 24 Ib up at 6-8-0, 24 Ib up at 8.3.4, 24 Ib up at 10-3-4, and 241b up at 12-3-4, and 30 Ib down and 44 Ib up at 12-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 12) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-3=-60, 3-5=-60, 2-4=-20 Continued on oaae 2 0 WARNING - Vela dedgn parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE AI9.7472 rev. 90093MIS BEFORE USE Do*p valid fa use only with Mflek® corvectots. this design is based only upon paamelets shown. and Is for an I n ivldlrm building component, net a truss system. Mote Lao. the building designer roust verity the caXicubllty, rxaand ofdesignanolorsarxopodyWogwtalo dlh design Into the overall rx/ding design. Bracing Indicated is to bucidirlg of individual Miss web and/or chord menbels only. Additional temporary and torment bracing MOW rrovent isalways rogAod for stability and to rxevent cdk{no with rossbkt personal inlay and prarx=Ay damage. For 0oneal guidance regulating Be fabrication. storage. delivery. eectlon and bracing of trusses and truss systems. saeAN51/rPl I Quality Cdfeda, DS9.69 and SCSI Sullding Component 6904 Parka East Blvd Safery Information available from truss Plate fru0lule. 218 N. Lee Street, Stile 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss Type Ply T10738670 T80003 Tat GABLE 10tyt t Job Reference (optional) Builders FastSource. Tampa. Plant City. Florida 33566 7.540 s Apr 1 B Zlllb ?Al OR Inausines. Inc. Mon Mar ZI 10:ZI:Ze Zul r raga Z ID:YPdNv2JXSeH28WMvoslYgz4GmX306HzDOdMvmrAH4c6enSIGK14-pE t ioy5hZYazW hog LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=12(F) 15=26(F) 16=26(F) 17=38(F) 18=12(F) 19=12(F) 20-12(F) 21=12(F) 22=38(F) Q WARNING • Vertly design pnemelere and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M&7473 rev. I40MIS BEFORE USE Doslgn will lot use only with Ml lent®connectors. Ihh doslgn B basod only utxxn pararnetors shown. and Is for an IndMclual txrldblg component, r1W o lluss system. Bolero tao. the Ixltding doslgrwt must verify the c"AlcdMlly of design potomolots and ptopmly Incotpototo mts doslgn Into the ovetdl ding design. Brocing Indicated b to txlcaing of hdMdual trim wob and/or chord members only. Addllonci lornr"ary and permanent txocing M iTek' txovent Is always tegtLod for statAlty arVJ to provont collapse with posIlAe pewsorVJ Injury cdttl ptopody, damage. For gonrxal gtkk=e regardlnp 9w Icnxlcalkon. storago, dollvory. eroctlon oncl bracing of tames and mm sysloms. socANSI/rPI I Quality Criteria. DSB-89 mM SCSI Bullftq Component 6904 Parke East Blvd. Safety Intwmanan avalto o from trim Pate frutlMe. 218 N. tee Street, Stlte 312. Alexandrim VA 22314. Tarrpo, FL 33610 Job Truss ruse ype N N T10739671 T80093 T32 C.omrrlon F 1 Job Reference (optional)' Budder FitelSoutce. Tampa, Plain city, Florida 33566 7.640 a Apt 16 2016 K-Tek Industnas. Inc. Mon Mat 27 16.24.20 2017 Page 1 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX306HzDOdMvmrAH4c6enSIGKIT hUE13oy5hZYazWho9 104 6.8.0 13.4-0 11-0 6.8-0 "_0 4x6 = Scale - 1:25.3 30 = 20 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) 1/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(L-) 0.05 2-6 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.45 Ven(TL) 0.12 4-6 999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(rL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=587/0.8.0, 4=587/0-8.0 Max Horz2=73(LC 12) Max Uplil12=-153(LC 12), 4— 153(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-699/257, 3.4=•699/257 BOT CHORD 2-6=-101/538, 4-6=-101/538 WEBS 3-6=0/303 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-12 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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 & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=153, 4= 153. 6) ' Semi-dgld pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verily dadgn parameters and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE MQ7472 MV. 104XIMIS BEFORE USE. Doslgtl valkl lot use orgy with MlloM conroclois. Ms design Is lased only upon Ixaamoters arwwn. and Is lot an IndlvkAKd twldlrq component. not a Russ systoen. Befoto uso. Iho I ckQ dosldnot musl vorlty Iho oINXIcabllry of dasign lwearnotors and propody Incotlwrate mIs doslgn Into file ovotdl btAdrvj design. Bractrp kdlcoled Is to Ixavonl IwckWlg of lndfvldual Russ wab aril/or chord mombots orgy. Addflonal lemporay and parnawnl Ixacklg MiTek' Is always regaled toe sictAlly and to fxovonl ctxlarAe wllh poulble personal NSW and peoporty danage. Foe ganotd guidance soaring the labtk; atbn, storago. dotNory, otoctbn and bmc ft of tames and truss systorns. soeANSI/IPI I Quality criteria, DS649 and SCSI Wlldlrlg Component 6904 Parke East Blvd. Safety Irgarrimflan ovdilabla eom Inrm Plato Institute. 218 N. too Street. Stlto 312. Alexandria. VA 22314. Tonpa. FL 33610 Job s ruSS ype , ty plyJob T10738672 T80093 T33 Common 3 t1 Reference Ronal Butldefs 1`06150uteo. Tafrpa, Plant Gay. FWlda 33666 r eau a qpl le zu19 Nst on tnausutes, im. Lwn wr et 19:z1:4 L "i i role r IO:YPdNv2JXSeH28W kHvoslYgz4GmX-XCgf8YRF7CuioRlogLlhrTNmOOezUlx81R751 zW ho8 1-0-0 6-6-0 13.4-0 1^DO 6-8-0 68-0 Scale - 1:24.8 44 = 3x4 = 2x4 Il 3X4 = 6-8-0 I 13-4-0 e-0-0 6.8-0 Plate Offsets MY)-- 12:0.0.12.Edae1.14:0-0.12,Edael LOADING (psi) SPACING- 2.0-0 CSI. OEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Verl(LL) 0.06 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.45 Vert(TL) 0.13 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(TL) 0.01 4 n/a We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 49 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/Size) 4=502/0.8.0, 2=591/0-8-0 Max Horz2=82(LC 16) Max Uplift4=-111(LC 13), 2=-153(LC 12) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=-711/272, 3-4=-709/271 BOT CHORD 2-5=-137/549, 4.5— 137/549 WEBS 3-5=0/306 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=251t, Cat. II; Exp 8: Encl., GCpl=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) 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 lb uplift at joint(s) except Qt=lb) 4=1 t 1, 2= 153. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 WARNNG - Vedry daafyn paramerera and READ NOTES ON THIS AND WCLUDED hMK REFERANCE PAGE N67473 rev. 1602/2015 BEFORE USE. DeAM voild (at use only wlm t IOW cornoclors. 0* design is based oily t4xx1 txsamoleis shown, and is too an Individual lxddbV component. rat a cuss system. 8oloto Lao. the IxDdhg desktnot must verify tte cg11A1cabOly of design ixeaanulots and ptoperly tncoglorato this design Into the ov., trading design. eacing Indicated Is to ixovenl budding of UWWLKil lass web and/or chord memtxas only. AckDllorel temporary and pounanent baCing MOW Is always toed to sla blilly a0W to ptoveni eolla im wilts possaxo person" "Ay and rxor"y dconage. rot penerat guld rice reWdlng the l a rica lion, slorcQo, dollvery, election awl bracing of musses cmd mass systems. weANSIRN I Quality Cdtodo. OSS-89 and SCSI Building Component 6904 Parka East Blvd. Safety Intarmtallan arvcllable from truss Rate tratifulo. 218 N. too Street. StAlo 312. Aloxcndria. VA 22314. Tampa. FL 33610 Job russ truss type ty T1073&673 TBW93 IT34 Hap Hip t t Job Reference Iona Builders FastSource. Tampa. Plant City. Fonda 33566 7.640 * Apt 19 2016 k4Tek industries, Inc. Mon Mat 27 16:24.21 2017 Page 1 ID:YPdNv2JXSeH28W kHvoslYgz4GmX-XCgfBYRF7CuroRfogLlhrTttROOgzPbxBIR75I zW hob t-0-0 7-6.8 12.10.E 1-0-0 7.6-8 5.4.0 US = Scale a 1:27.3 2x4 II 3x4 = 2x4 11 5 30 = Plate Offsets (XY)-- 12:0-0-8,Edael,13:0-6-0.0-2-e1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.10 2-6 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 V8n(fL) 0.23 2-6 638 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(fL) 0.01 5 IVA We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 61 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP N0.3 BOT CHORD REACTIONS. (lb/size) 5=492/Mechanlcal, 2=580/0.8.0 Max Horz2=186(LC 12) Max Uplifts=-126(LC 9). 2=-142(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-615/162 SOT CHORD 2-6=-227/454, 5.6=-225/461 WEBS 3-6=0/304, 3-5=-555/273 Structural wood sheathing directly applied or 4-8-11 oc puffins, except end verticals. Rigid calling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=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 grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 01=Ib) 5=126, 2=142. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' Q WARNING - Vedly dedSn Petamsters and READ NOTES ON THIS AND INCLUDED Mr7EX REFERANCE PAGE ND7473 rev. IGM2016 BEFORE USE Design vdld for wo only with MI lek® connectors. this cosign Is txnod only upon partanelers Mown. and Is for an Indlv"Kt! lxAdtng component. rat a truss systom. Before use, the txAdng designer must verify the aWicalolily of design txfrarnotors and properly Incorporato Ink design Into the over.. fxAding design. Bracing Indicated is to prevent txucldbV of Irndivkhsal buss web are/or chord members only. Additional ternporary and Mro areni txacing MiTek' 6 dways tegJred for skotAly ants to prevent colcorm wllh poaEhW pmsorb Inhay crKj porxsM dunage. For geretd gthl.nce IWJCNCR g the fabrlccttlim storage, delivery, aoctbn and brcrclng of tnssas and from systorns. SocANSIOPI I Qualify Criteria, OS11149 and &CSI Bu1lding Component 6904 Pork* East Blvd Safety Irdwrnatlon awillcUo from trim blase Institute. 218 N. too Street. Stlto 312. Alexandita. VA 22314. Tompa, FL 33610 Job Truss I ru88 I ype r i10" Ply T10)38674 T80093 T35 Haft Hip 1 1 1 Job Reference o tional tfudoers 1-1r11150urce. r artpa, rlanl Gly, monaa 33D66 t.*4v a Npr re zwo mi i ex moaamea, [M. Nan — zt ro:z+zz — r rage ID:YPdNv2JXSeH2BW kHVOSIYgz4GmX-?OD 1 OuStuWOZPbE?E3pwNhO67nJNwLSOPAgdTzW ho7 1-0-0 5.0.8 9-" 12.10.8 1-0-0 5.0-8 4.6-0 3.4-0 4x6 = 30 = Scale a 1:31.3 3x6 = 3x8 = 8 2x4 11 96-8 3-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(I-Q 0.17 2-7 890 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(TL) 0.43 2-7 345 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 6 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 71 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib/slze) 6=492/Mechanical, 2=580/0-8-0 Max Horz 2=231(LC 12) Max Uplllt6=-133(LC 12), 2= 140(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-691/237, 3.4=-374/81, 4.5=-267/117, 5-6=-506/237 BOT CHORD 2.7=-390/577 WEBS 3-7=-346/302, 5.7— 213/497 Structural wood sheathing directly applied or 6.0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 6=133. 2=140. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Verily dedpn P4nVWtere end READ NOTES ON THIS AND INCLUOEO NrTEx REFERANCE PAGE M0.7473 rev. fa03/201S BEFORE USE Design valid tot use only with 141ek® connnoctors. this design Is bawd only upon poianoters gxwj . and Is lot an IrWMdal txWt ng component. not wtatrusssyslern. Belote use, the txlldk>V designer must verify the ap4)[1cabilty of doslgn p mainolois and Ixororty 1ncottotale thisdoslgn Into the ovetdl txAdng design. Bracing trKkoled Is to bucatrng of IndWual lnm web ad/or chotd members only. Addtlonnl lemfotory and permanont txacing MiTek' prevent Bctways tecpLod wt skfiBlly o d to rxovent collapse wllh 1osWe rmsonrl trnitry and rxorony danago. Fa general guidance togadIng ttw 6904 Parke East Blvd Icixballm storage, deRvoiy, ofectlon and txaclng of trusses ad truss systems $00ANSVIP1I Quality Criteria. OSS-69 and SCSI Building Component Tampa. FL 33610 Safety InformationavtflatxofromIrumPlatoWfilute, 218 N. Lee Strool. Sulle 312. AlexcvvJft VA 22314. Job T russ Truss Type , ty ply T10738675 T80093 T36 Hall Hip t 11 Job Reference o bona tsuaaers rastbource, ranpa, runt .ay. mnaa cruet. r wv a npr to zv to ma.. ...... a.-. - -r zr .- - cv r ra i ID.YPdNv2JXSeH2BWkHvoslYgz4GmX-?ODIOuStuWOZPbE?E3pwNhO5?nN410150PAgd ZWVh.7 1.0.0 6-0.8 116.8 12•t0.8 1-0-0 6.06 56-0 3x4 = 30 11 Scale = 1:36.6 3x4 = 6 2x4 II 3x4 = LOADING(pst) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/rP12007 CSI. TC 0.51 BC 0.44 WB 0.64 Matrix) DEFL. in Vert(LL) -0.06 Vert(rL) -0.14 Horz(rL) 0.02 roc) Well Ud 6-7 >999 240 6-7 >999 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 65 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end venleals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing REACTIONS. (lb/size) 6=492/Mechanical, 2=580/0-8-0 Max Horz2=275(LC 12) Max Uplift6=-184(LC 12), 2=-127(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-742/138 BOT CHORD 2.7=•351/595, 6.7_ 351/595 WEBS 3.7=0/291, 3-6=-626/367 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6 Opsf; h=2511; Cat. II; Exp B; Encl.. GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0ps1 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 6=184. 2=127. 8) 'Semi-ngid pilchbreaks 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 • V*dty des/pn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AW473 rev. 141003MIS BEFORE USE vdkl (of use only w101 Mfiok® Cot 140oIS. this OosW Is bcaed oNy upon pa<anolets shown, and Is fa an kl<9v1<rud t0clino component. not o Muss system. 8otoro toe. tha txAcling deslgnot must varlty pp1thea1ca111iry aao1dosignpnotors and popotty, tpIncootato this design Into the ovetdl Racing Irtdlcalod Is to twcIdN of Incilvldtrm tnm wob and/o chord members only. Ac"llond tomr"ary and pomanenl lxocing M iTek' building cleQn. pavent S <aways toyJrod We SkItAlty, ~ 10 pevenl COUCXM wllh posdble potsorKB"~ poparty, <fanage. Fa genoal gukJatco tegu<&ng the 6904 Parke East Blvd. I<riMcatlon stot<Kp. delivery, etectlon and bt<tcktg of tnmes aria tam msystes seeANSI/M I Quality Criteria, DSS•89 and SCSI Eu9ding Component lion Tampa. FL 33610SafetyovdkmlekomtrussPlataInstitute. 218 N. We Sltoot. Sulto 312. Aloxarxltkt. VA 22314. Job Truss Truss Type r , y ply T10738676 780093 737 Hall Hip Girder 1 I 1 Job Reference done burtdam Fastbource. Iatrpa, rtant Gay. 1-10rrda 3MG6 r wu s Apr le zulb Nu r ex rnausrnes. Inc. tan Mar zr rb:z4 zJ zV l r rage 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX.TbnPcETVIg8Ol oBnmL9wuyGYBh9RKEEe3wD9vzW ho6 1-0-0 3.8.7 t 7-0-000 100 1-0-0 3.8.7 3.3.9 3-0-0 3x4 = 06 = 7.0-0 10.0-0 7.n.n I' 34s-n 3x4 5 US Scale = 1:19.4 Plate Offsets (XY)-- f5:0.1-8.0-3.01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Ven(LL) 0.05 2-7 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.52 Ven(TL) 0.15 2-7 771 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.34 Horz(TL) 0.02 9 We rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 47 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP N0.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=607/0-8-0, 9=800/0-t-8 Max Horz 2=89(LC 4) Max Uplltt2=-213(LC 4). 9=-224(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1193/360, 3.4=-950/224, 4-10=-888/223, 5-10=-888/223 BOT CHORD 2.7=395/1111 WEBS 5.7=-216/903 Structural wood sheathing directly applied or 5.3.3 oc puffins, except end verticals. Rigid ceiling directly applied or 9.4.1 oc bracing. NOTES- (11) 1) Wind: ASCE 7-10: Vul1=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl.. GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (p=lb) 2=213, 9=224. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117lb down and 115 lb up at 7.0.0, and 117 lb down and 115 lb up at 9-0.12 on top chord, and 296 lb down and 53lb up at 7.0-0, and 83 lb down at 9-0-12 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, 4.5_ 60, 2-6_ 20 Continued on oaae 2 0 WARNING - vmlry dedgn panm em and READ NOTES ON rNIS ANO INCLUOEO NITEK REFERANCE PAGE MO-7473 rev. fOOMIS BEFORE USE Design valid la use only vAth bWekA connectors. this design Is based only upon paamotefs shown. and Is for an lixllNdal building component, not a truss system. Before too. the IxIDdrtg designer must verily the alxllk;alllly, of doslgn rosar nolofs and Ixoperly Incorpaato ask design Into the overall building design. Bracing Indicated Is to prevent rwcatng of Individual truss web and/or chord members only. Addtbrxl lemionary and pormuent bracing M iTek' Is always recphod fop stability and to prevent collapse wah pos*xe p etsonal kWy and propony dcmage. for general gtlefenee tegcsdng the 6904 Parke East Blvd. fabricalkxi sterage, delivery, erocllon anct bracing of passes and mm systems. seeANSI/IPI I Quality Criteria, DSB-89 and &CSI Su" Component Tanga. FL 33610SafetyltdormadanavailablefromtrimPlatoInstitute. 218 N. Leo Street. Stlto 312. Alexarina VA 22314. Job russ Truss Type , ry ply T1073/676 TBOOa3 T37 Hat! Hip Girder 1 f Job Reference Mona Budder* FralSoutce, Tampa. Plant cry. Florida 33566 7.640 a Apr 19 2016 Kraft Industries. Inc. Mon Mar 27 16.24R3 2017 Page 2 ID:YPdNv2JXSeH2BWkHvoslYgz4GmX•TbnPeETVIg8Ol oBnmLgwtiyGYBhgRKEEe3wDgvzW hob LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-117(B) 7=-296(B) 10=-117(B) 11=-59(B) Q WARNING - Verily daalgn paremotere and READ NOTES ON THIS AND INCLUDED NflEK REFERANCE PAGE 1111167473 rev. IGM2016 BEFORE USE Design valkt let use, only vAm MBek® connectors. mis design Is lxaad only upon patataneters shown. and Is lot an Individual building component. not a tam systorn. Before use. the building designer must vodry the a )f1calxity of design parameters and poporty, Incorf"ato Ihh design Into the overall building design. (Moci ng trlalcated Is to Ixovont budding of Individual Muss web and/or chord members only. Additional lempoary and (xlrtrnanenl bracing MiTe k' Is always required tar stability and to proven) collapse with possfblo poesonl"and property d rnago. For general guidance togardI ng ttw fatxkallm storage, delivery, erection and txadng of msses and him systems socANSI/IPl I Quality Cdterlo, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalla ble Mom Ines Plate Institute. 218 H. too Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y T10738677 T80093 T39 Flan Hip t 1 Jab Reference bona 11MOCa FaatSWC6. Tampa, Ram City. Florida 33565 7.640 a Apr 1e 2016 Welt RKRISUM. Inc. Man Maf V 16.24 23 2017 Page 1 I0:YPdNv2JXSeH28W kHvoslYgz4Gmx.TbnPeETVtg8OI IpBnmL9wuyEeBezRLuEe3wD9vz W hob 1-0-0 4.8.7 9-0-0 10-0-0 1-0-0 4-8-7 4.3-9 1.0-0 30 = 3z4 = e 5 6x8 II 3x6 = Seale = 1:19.4 9.0-0 1.0-0 LOADING (psf) SPACING- 2.0-0 CSI. OEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) 0.20 2.6 589 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(rL) 0.49 2.6 233 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 8 n/a We BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 44lb 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 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=469/0.8.0,8=349/0-1-8 Max Horz 2=1 I I (LC 8) Max Uplif12=-172(LC 8), 8_ 115(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-732/380 SOT CHORD 2.6=-457/682 WEBS 3-6=-576/423 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 8-5.5 oc bracing. NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh SCOL=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 OOL=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) Bearing at jolnt(s) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at jolm(s) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=1b) 2=172, 8=115. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Va lly dearprn perameten and REAO NOTES ON THIS AND INCLUDED AIr7EK REFERANCE PAGE A 0.7473 rev. IM3,2016 BEFORE USE. Design vdkl far use only wpm Mllek®connoctors. thfsdesign B based only upon parameters shown, and Is for an hdMdal "ding component. not a truss system. Botote use. the Ixlldng doslgnor must vedy the appllcabUy of design parameters and pxopedy Incorrwrato this design Into the over", txldng design. Brochg Indicated Is to prevent bucking of individual truss web and/a chord members only. Additional temporay and permanent txachg M iTek' ' B dways required fat skMty and to prevent collpse Win posRxe pensadtl hlrtry and property dunnage. For general guidance rogardhg the IdxicalkxL staage. delivery. oseclkxn and Lxachg of trusses and truss syslems. sooANSI/FPl1 Quallly Criteria, OSS-89 and SCSI Building Component 6904 Parka East Blvd. safety Information avdldxo dam truss Plato hsilMo. 218 N. lee Street, Suito 312. Alexondrim VA 22314. Tanpa, FL 33610 Job Truss truss type ly T10738678 T80093 T39 Monopach 9 t Job Reference (optional) ouaaers e-easource, I anpa, rwne cay, t-wewa xraoo r o4u s Apr iv zero m eeR mausmes. inc. won mar zr ro:z4:z4 zus r rage r ID: YPdNv2JXSeH28W kHvoslYgz4GmX-xnLnpaT707GHNONLUsOS6VPHb_2AnkNtlfnhLzWho5 1- 0-0 50-11 10-0-0 1- 0-0 5-0.11 4-11-5 3x6 = 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 FBC20141TP12007 CSI. DEFL. in loc) Well L/d TC 0.59 Ven(LL) 0.20 2-5 582 240 BC 0.73 Ven(rL) 0.50 2-5 229 180 W B 0.26 Horz(rL) 0.01 7 n/a We Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP N0.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP N0.3 REACTIONS. ( Ib/size) 2=469/0-8.0, 7=349/0-1-8 Max Horz2=117(LC 8) Max Uplift2=- 171 (LC 8). 7=-118(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23=-701/355, 5.6=-69/257, 4.6=-69/257 BOT CHORD 2.5=-439/651 WEBS 3-5=-570/425 314 = Scale - 1:19.3 4x6 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20%, Structural wood sheathing directly applied or 6-0-0 oc pudins, except end venicals. Rigid ceiling directly applied or 8.7.10 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint($) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except Qt=lb) 2=171, 7= 118. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) - This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Vedly deOgn ponnsefors end REAO NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MD-7473 rov. IM3,2015 BEFORE USE Design valkl for use only with MneM connectors. n* desIM Is Leased orgy upon paometen shown. and Is to on InOWtual buiding component. not o tress system. Before use, the building dosignor must verity the g)pIlco"Ity of design plaameters and Ixoferiy Incorporoto this <losign Into the overall building design. Brachg Incilcoted is to pxovont hucldbV of frldMdual truss web and/or chard members only. Adaltionlal temporary end permanent Ixacing MOW S alwarys rociulred for slob9ay and to povent collapse wlih possiblo personal "ancl property, darnogo. Foe general gtk1atce rogardhg ria fabrication. stoeogo, delivery, erection aril tx<tckV o1 tames and mess systems, soeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Bind. Safety Infammilan arwA blo from truss Rate Ins11Mo. 218 N. Lee Street. Suite 312, Alex<ardda. VA 22314. Tampa, FL 33610 Job T russ Truss Type ty T10738679 TON93 740 Root Special 1 1 Job Reference (optional) tsuaaere t-astbovrce. I orr4a. Plant Gay, hlonca 37Soa r.b4u a Apr 1v zato rwrea rnausmea, mc, non mbar zr io:z•:z+ Ni i rage r ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-xnLnpaT707GHIvONLUsOS6VXRb96ArrNtjfnhLzW h05 1 0-0 1-8-0 1.0-0 1.8.0 3x4 = Sxa 2-1-5 1 s l Scale = 1:7.4 Plate Offsets (KY)-- f3:0.2-2A-4.101 LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) Weft 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 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8 lb FT = 20°b 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) 4=35/0-4.15, 2=146/0.8.0 Max Horz 2=29(LC 8) Max Uplifl4=-11(LC 12), 2=-86(LC 8) Max Grav4=36(LC 3), 2=146(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-8-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl.. GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 5) 'Semi -rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VeAry, design pamnsters end READ NOTES ON THIS AND INCLUDED IWfrEK REFERANCE PAGE NO-7473 rev. 9001-2015 BEFORE USE Design valid lot use only vAlh MllekS connectors. Ihts design Is lased only upon paramolors shown. and Is for an hldMckwl building component. not a truss system. Before uso. Ile bulking cleslgret must verity, the aloicabalty, of doslgn parameters and rxopotly Incorpoato OnB doslgn Into Il o overall txAc& design ®acing Indicated Is to budding at h dIvklucl truss web and/a chord members only. Additional lomlaaary and permanent IxaCVV M iTek' V pxovonl Is always required to stablIlty, and to prevent collapse wtIh pos fto personal hVlsy and rxopcMy damage. For general guidance rogcsdkV the 6904 Parke East Blvdlailcallon. stooge. dollvoiy, etoctton and txacI ng of tnrsses and trtm systems. seoANSI/iPI I Qua11M CAterla, DS649 and SCSI Bu6dhug Component Tampa. FL 33610SafelyInformationavaatxofromtrussPlatoInstitute. 218 N. toe Strool. Suite 312. Aloxandfks. VA 22314. Job Truss russ ype ty Ply i10739680 T80093 Vol Volley 1 11 Job Reference lions Budden FinliSourca, Tartpa. Plant Cay, Florida 33566 7 640 a Apr 19 2016 Wait Industries. Inc. Mon Mat 27 16 24 25 2017 Page 1 I0:YPdNv2JXSeH2BW kHvoslYgz4GmX-PzvA 1 wUIBR08G3zavBNd9J I lz1Rrw15X6NPKEozW ho4 4.8.8 4.6-8 2x4 G 2x4 II LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vert(LL) rVa n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(fL) We n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=157/4.8-0, 3=157/4-8-0 Max Horz 1=87(LC 12) Max Uplift I =-25(LC 12). 3=-69(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:14.8 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% Structural wood sheathing directly applied or 4-8-8 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=25ft; Cat. II; Exp 8: Encl.. GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ill uplift at joint(s) 1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily deafgn paramoten and READ NOTES ON THIS AND INCLUDED urrEX REFERANCE PAGE Nf1.7473 rov. I&WaV I6 BEFORE USE. Design valld lot use only Win Ml lek®connectas. Ihls dosign is based orgy upon paiemolors shown. atcl is felon 01dMdrwl tXAdhg component. not a truss system. Below use. Iho txdlcWQ designer must verify the applicability of design pwrornolots artd piopxnly Incotrxxute this design Into It* ov. I Ixldhg design. 9rachg WxAcutod Is to Ixovent bucafng of fixtiMuoi truss web and/or chord mentors only. AdclitforrcA lenlxxcay and pormanent txocing MiTek' Is always tecphod rot s1abdlty and to rxovent eoflarxu Witt posstAo poisowA kdray and rxorxxty durnoge. Fa gorwrd guldatee to"dhg the lopxlcalbn staago, delivery. election artd txactno of lames and truss systems. seeANSIf M I Quality Criteria, DS649 and BCSI Building Component 6004 Parka East Blvd. SGhty, Information avc laze from Muss Rule butlMo. 218 N. too Street. StAlo 312. Alexcinci . VA 22314. Tarrpa. FL 33610 Job TrUSS Truss Type r ` ry Ply T10736681 T80093 V02 Volley 1 1 Job Relerenee(optional) Builders FustSouae. Tempe, Plant City. Flendd 33S66 7.640 a Apt 19 2016 MtTak Mduetnee. Inc. Mtn Ider 27 16:24:25 2017 Page 1 ID:YPdNv2JXSeH28 W kHvoslYgz4GmX-PzvA 1 wUIBROSG3zav8Nd9J I IH7Udv15X6NPKEozW ho4 2-e-8 2.6-8 Scale a 1:9.7 2z4 i LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate GripDOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) 2x4 11 OEFL. in (loc) Well Ud PLATES GRIP Ven(LL) n/a We 999 MT20 244/190 Ven(TL) We n/a 999 HOrz(TL) 0.00 n/a We Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=77/2-8-0, 3=77/2.8.0 Max Harz 1=43(LC 12) Max Upliftl=-12(LC 12), 3=-34(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2.8-8 oc punins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) VaSd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl.. GCPI=0.18; MW FRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces 8 MW FRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3. 6) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verity dedpn parameters and READ NOTES ON TNtS AND INCLUDED MrTEK REFERANCE PAGE Ml1.7473 rov. tamaotS BEFORE USE Design valid lot use only w11h Mllek® conrtoctors. Ithis dtslgn Is lased only upon Iancanotots shown, and is lot an Indivdual Ixtlding component. not a truss system. Bolero use. Ile tx ring designer must verity tho appllcahllly of design rxaanolars and Ixorxnly Incorperate Ink design Into the overall IxBdhg design. Blctcing Indicated Is to Ixecafng of ktdNidual truss web and/or chotd Inemfxxs only. Adclllor d lemrwmary and lxxmanent Ixactrng MOWrxovont Is always tecµ4od We slMdlly and to prevent collapse with posslAe rxnsonai Injuy and rxop eny dcanage. rq QercKal gui knce tegndfrtg the 6904 Parke East Blvd. krixlcaflo n, stotoge. delivery, erection and lxoctrng of tnmes and truss systems swANSI/rPl I Quality Criteria, OSS49 and SCSI Building Component Tampa. FL 33610SafetyInformationavailablefromtrimPlateIr911Me. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job T ruse ruse ype y Ply T10738682 T80093 V03 Valley 3 1I Job Reference (optional) Builders RMISoufee. Tampa. Piam Cay. Fladda 33666 7 640 s Apr 19 2016 Welk Industries. Inc. Mon Mar 27 16:24:25 2017 Page 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX-PzvA 1 wUIBRO8G3zav8Nd?J 1 hS?SVv15X6NPKEoz W ho4 4-0-0 4-" 2 2X4 i 2X4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) n/a Na 999 TCDL 10.0 Lumber DOL 1.25 SC 0.20 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.3 WEBS 20 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 Uplift 1= 20(LC 12), 3=-56(LC 12) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 14 lb Fr = 20% Structural wood sheathing directly applied or 4-0-0 oc punins, except end verticals. Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO - Vedly dedgn pan neten and READ NOTES ON THIS AND INCLUDED N/TEK REFERANCE PAGE U/a7473 ray. I403MIS BEFORE USE. Design valkt la use orgy with Mllok® Connectors. It* doslpn Is based only upon paiamelers shown. and Is la an hdivkkKA btAdklp component. not a tilts systcvn. Bolao use. the building deslgrat must vodly Me c"Alcoblilty of design fxaainotors and propoily hcapotato INS design Into the overall building design. aochg Indicated Is to pxovent tucking of indKkW Russ web and/ot chard members only. AddlOonal lemrorary, and permanent txochg MiTek' Is always teclWod fa sklb0hy and to pinvoni colicwith posh to pxnsonal Miry and proporty dumago. Fa gerleal Dukknce tegaidi g the folmicotion, sloinoo, dellvoty, election and bracing of Masses and truss sysloins, seeANSI/rPl1 Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety INormallon aval ablo Dan Ituss Rate OatlMo. 218 N. toe Strout. Sulto 312. Alexadtkt VA 22314. Tampa. FL 33610 Job I cuss Truss Type e . y n o73I1691 T80003 VO4 vaney l Job Reference(optional) Budtlers FostSource, Tampa, Plant City, Fbrda 33566 20 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 TCOL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FSC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 REACTIONS. (Ib/size) 1=55/1.11-8, 2=41/1-11-8, 3=14/1.11.8 Max Horz 1=31(LC 12) Max Upliltl=-9(LC 12), 2=-32(LC 12) Max Grav 1=55(LC 1). 2=41(LC 1), 3=27(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 7.640 s Apr 19 2016 MTek Industries. Ina. Mon Alai 27 16 2.26 2017 Page 1 ID:YPdNv2JXSeH2BW kHvoslYgz4GmX•tATYEGVNyIW?uCXmTuusYXauW PrOelLgK 1gum EzW ho3 2-" 2- 0-0 Scale a 1:7.9 DEFL. in (loc) I/dell Ud PLATES GRIP Ven( LL) n/a n/a 999 MT20 244/190 Vert( TL) n/a n/a 999 Horz( rL) -0.00 2 n/a rVa Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=6.Opsf; h=251t; Cat. II; Exp B: Encl.. GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 5) Bearing at Joints) 2 considers parallel to grain value using ANSI/TPI 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 100lb uplift at )olnt(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 for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- Verify design pammerem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67I73 rov. 1"2,2015 BEFORE USE. Design vclkl lot use ordy vAlh Mliekb conneCtors. rhls dmslgn It twsed orgy upon Marnetors show). and h la anindividual bolding component. not a fruss systorn. Bottom use. the building designer must verify the a r)I%Cablify of design rwtanwtors cad ptopedy, Incorporate mk design Into the ovoall I"clIng design. aoci Indicated Is to txalafrng of IndkMual truss wob and/of Chad members only. Additional temporary and permanent txocWQ MiTek' ng ptovontIsalways tcKf lied lot skit-Alty andto prevent collapse vAlh possble poisonal tryuy and proporty, dcwnWo. Fa general guidance togcading the 6904 Parke East Slid. kJxicalkxn, shape, delivery. erection and baci ng of muses and trim systems, sceANSt/Mi I Quality Criteria, DSB-69 and SCSI Building Component Tanya, FL 33610 Safety InformationavollaMefromtrussMileInstlMe. 218 N. Lee Street. SrMo 312. Alexandria. VA 22314. Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r/ ldr For 4 x 2 orientation, locate plates 0-'ne from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 sottwore or upon request. The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in h-in-sixteenths Drawings not to score) 2 TOP CHORDS 0 CI.2 C2J WEBSOLN4 19 C74 C6.7 BOTTOM CHORDS 0 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/fPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 0 MiTek a MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or Xbrocing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or oltemative Tor bracing should be considered. 3. Never exceed the design loading shown and never stock materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor. property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber sholl not exceed 19% at time of fobricotion. 9. Unless expressly noted, this design Is not opplicoble for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non structurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead lood deflection. 11. Plate type, size. orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and in ail respects, equal to or better than that specified. 13. Top chords must be sheathed or puruns provided at spacing indicated on design. 14. Bottom chords require lateral bracing of 10 ft. spacing. or less. if no ceiling is Installed. unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Instal] and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review oil portions of this design (front back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Crlterlo. DEARW6 HEIGHT 56HEDULE m m m 3-8-0 CTI 37-0-0 69-0-0 15- I -8 0-10-83-4-0 . 9-0-0 RECOKD COPY II)•I I I I I I I OtI I 1 11 7711 III i i ON IFTON. 13 Mi I I.I I.I.I I i sl. Il IS1 1 1 1 3 I I_ 11 n o m 10-0-0 50-0-0 n n n 9-e-e It, 7_1905 11-4- Hanger List H1 HTU26 H2 HGUS26-2 H3 THA422 NOTE5: L) REFER TO HID 41(RECOMMEPOATION5 FOR HANDLW6 INSTALLATION AND TEMPORARY DMIN6 ) REFER TO EN6WEERED 09AWM FOR FERMANEW DRAM REQUREO 2.) ALL TRLFY%5 (WCLUDIN6 TR1755E5 UFOER VALLEY FRAMW6) 1475T DE COMPLETELY DECKED OR REFEO TO DETAIL VI05 FOR ALTERNATE DRACM IM UREMENTS 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY BERM 4 ) ALL TRI05SES ARE DES FOR 7 o c MAXI" SPALIN6. EKE% OTHERWISE NOTED 5) ALL WALLS SHOWN ON FLACEMENT PLAN ARE (ONSD/EREO TO DE LOAD MARINE UaE% OTHERWISE NOTED 6) 9Y42 TRI755E5 MU5T DE INSTALLED WITH THE TOP DEIN6 UF. 7.) ALL ROOF TW% HANGERS TO DE 5U MON HFU26le1E55 OTHERWISE NOTED. ALL FLOOR TRI155 HANGERS TO DE 51LU50N TRAM UPLE% OTHERWISE NOTED. D) DEAMAIEADERA.WTEL (10R) TO DE fMSHEO BY OWEV SHOP DRAWING APPROVAL THIS LAYOIN K III 50.E SOIIKE FOR FADRICAAM OF TRUAS AW V05 ALL PREVM ARORFECTURAL OR OKI! TOM LAYOUTS REVIEW AW AMPAL OF INS LAYOUT MAT DE RECEIVED BEFORE ANY IMES WILL DE Oaf VERIFY ALL TIM TO WFM AfiMT QIMUS TINT WILL PESILT 91 EXTRA CHARGES TO YOU. I4-UJ 0*01 Ora Inrw 11 Oar Builders FlrstSource Orlando PHONE. 407-851-2100 FAX. 407-851-7111 Plant City PHONE 8I5-754.5951 FAX- 813.7152-11352 Taylor Morrison Homes 1: Eden III A AL MIT* 1116141 Lot f: a T iF01. 9-23-16 Rick RECORD rOPY City of Sanford Building and Fire Prevention Product Approval Specification Form 0 uNc Permit # 1 7 - 1 4 0 R l SANFORD Project Location Address: As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal I. Exterior Doors Swinging Therma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL16054.04 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Ipha Aluminum, Inc. offits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal S.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structiural 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 tl'F 1 1 1 I I I I I I 64 I I 7 I II I evoc tltl.! DEM 0OXA r1LL 07Ri W IM TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS I 2aI n 3r 153 W!NDO'x CALL -OUTS u• a se to v sa n su v su ff 13 W$3M nsN 335e sl• use N Y151I 2A ST 3t Sl 63• 6 su Ul s su B se lS sa 5 TY ri b se to A -W i6 S se lIl GL VWTT rAWO Ole WA FOR AIL 000t5. MM SIM"HSTALLAT101 rLl' VAFr FFR OVACUIS AV WSCAM WS TO FLON FL40 FOR $ AM (SNUE KwJ-K T- GUS- F61 oll ra rtvwr r roa+Tllcll as P.fL IOTOIEN ° 1t'm f _ 7rwef MR,, I.R a 1,. cOrlfS? AHu: PJ w'-o•.Ta•-e- 9 lit ROOMJ4IIiYIi s'-0••70'-T 1 fLrt.r ac I 1 f I I curl I I IL nvT IA'Jrp d 1 431@MSIPtM ' t 1 Nll?•6U1F1 WLY rL n ri IR. nx ru sa cnri r.. wn•i HATCNINGIEGEND 1Cw76TN06 C{: [ OUST W U I•exCarr b/IWbilii ROOM fi 7ori t1E 61er00 11 I`I 1LIVINGrs-.• rur ac F DNK *II 1s-lrnr-o• 1 I s: 7 f•-.• rw a , XL I 1 w pjm III when tIlSlpi f YPOl7• I , w III ri 10 i ritoli rse:Ilt a 6L1001 •Ltl1 I r 1011Rr11 Knmd caom ttt I V 11rcm E Y 1f lt, MT It41lr16t CIA sia ra I YI'I4/ ram. WA cottvw pea 5z" M T+.fr.loa tr r l• I as I JN BEDROOM S 11•-: r: MarMSratrf r ac I• ax f - aA SatE• eSF"31 w , mo ", 5 1, -FL, tv1^\ I 1 11 m srwna arrwrr O m.00f6 s.. co. 1 .... rsr w•...••-. Ln W A-ZVZ M W o L` --r { rr. \ e—, m to1a4. 1WPr blr LIl OIttoD I r--------- I 11/ W VLrpeW s O RAW Oly— I GARAGE • 1i'-.- ar w. g' s 460 I T O. NLEpCEND 4/ I-riot o II 1 ova OCI°lO1R t-----_-- Euu 3422 MANFLOOR 1149 5F. UPPER °LOOR 16w of. TOTAL LNlly 341? SF. • GARAGE 441 SF. w RR. R f MOlre LA" 1136F. ENTRY 34 $F. e Olt1F r1P/ aBALCONY 123 sp. TOTAL 50 Fr. Alss sF. MAIN FLOOR PLAN NOTES 2 Or A i GARAGE LEFT V aGlrA •wl1 Ca.Tr fifW 1m Ipf fJkaa • fwl CrlGgl ll.«! W f f Of IJ A gym.• a1-u-1r C1 ga rioe * w 0.E•lbvala0i M aeaa a wagbF f.00•ISlarilmlfaF wW a 100 Coati R 4.7ED GRCE R Li. lr3Al M t]FaI I:l. E 1YQ'Otla M 1.00u•1yl K. awvl a r.1W Na[ M oOIwaemMfg7f wOPJ1•yuaolelau i•luRt tacasauauwu rr f4tltft.NGefun tlOVfUMIf a. t ld OUfOR770E oei YICII OfBJfA OF lartiD YM w lab Ci M aa. aaw 1IIf fe(a • fV fDg lOal tYl I IIIRtfYtIC9ef? PEVC(1 wD VO0u4wIDl uC! IOW 91y1 aaRr feu M aallopna45wsfr• l0f91rlCA ffufDrA rowaar ° 61II` OF6foV- m. rua.fwarua Mae" wC1 YaI1t® - m 0 , H.+ 1 BATH 3 . : i O ICCui ax L ./r Ln IBmROOM- 4 6 a Q 9'- a' MI Qa TMi w I `v' V- O' •.fe'-fo• Ia•a I 0 m1 BEDROOM 3 01T. 16+ 10y'I0O 14 a i I w W O Ir- w FLOC V / j .•- o• frr.r ac Loam 'y fat a, y a6w I fyyflF,Ip11f Pw i9 tofu / w I a•oaf. tl6b 1Lacla ---, PyAa ! 0 L.L. I y, y •i• •y ; fMf wD OfKV 1 LO-66 Q6 _ _ _ J Ol1R / 1 1+•i _ COVERS) 1 = 0 garI C 7 I $ : , 6Ba sa re BALO7PIY I UrIal n ` J '0. 1 F m 9a$UiiE i .eons :10 fr.l ..(J U •.i• .awe /Y-a• n•r <Tc + x 1 I BATH 2 oa / I as wi = ri•firAtllDA 4i i ce ItWOROf PM ofaraE cylalf.0 LAM At• IS ftl/U ri•i lilr[Y!r Vert , Ru6 0 P4II 1 S afrJt IfM ! ___ - t--•f wi 1 , Y / 61 7.AifR ss IM1 1 i MI I 4`=•. lII Ir,l ,• ? roasIFAR. II m. tat•f. BEDROOMr-.•.f7-a M. = a• fuI C. c. IF axreeeioe O J 16 I O aEt O r1' Y I Gm a I IM E00W tO WQFf . OJay: aCll NIeC•V qr Ww fto:'• fV. v was UPPER FLOOR PLAN NOTES TW.lI 2B1 GARAGE LEFT TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 1c in ` 10' 1 IO le' N WIN" CALL-OUIS w Ufa I"F6 30M AOAfG 11 is IOlOft. I= FG MOMtEtOf4 gW v 16k7P S4 JOW Yt 3010 %I AMO 51 4!' Ie+o S1 1" s MAO sa Am 54 3 w 3 IE50 $ 1 WSW mew I Am sm a• 13505w Ifte&I 3F605H 476051 6G IERiT MfA4 ME%" FOR ALL MM.. w X90"P6TALLATIOiMAT YAgT. 9R YlNfCTI»R AV 5PECFICAtO6 REFER W ROOK RANI FOR 61TLE OF MMI 190IS W064RCtW-W-CSR.Cot fG® GLLW Kal Florida Building Code Online Rbml --60RPage 1 of 3 I,. 7 RegulationBusiness & ProfessionalrM AOadj ' f: Mrs Home I too M I user "Wraaan : Hot Town I subeut surcharge ! sore a FKM I pubouam I Fat sort I acts she a ap I Was I search I Bulh8 //,, Product Approval Paoessit. use&: PwIc UM Regulation - mipiit ime > 3•6 i' #*0kWo0 oefaa' FL g FUS225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived - Product Manufacturer Thera-Tru Corporation Address/ Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants. com Authorized Signature Vivian Wright rickw@rwbklgconsultants. com Technical Representative Address/ Phone/Emall Quality Assurance Representative Address/ Phone/Emall calory Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. lang, P.E. h Validation Checldist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/ I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https:// www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use In HVHZt No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 1S225.S-68 (6-8 Door Products), INST 15225.5-8Q (8'0 Door Products) and INST IS225-68M (6-8 Door Products Direct to Masonry) for Installation instruction. Note- Glazing Shall compit7 with ASTM'E1300 04. (This product approval requires the use of "1' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FI t c»g Ra -C' QC I A22S.S NAMI oerts.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Yes 15225.6 f. "Premium Series", 'Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series° and *Benchmark by With and without Skdelites. Inswing and Outswing Thera-Tru" with Transoms Limits of Use Approved.for use In HVHZ: No Approved for use outside HVHZ.• Yes Impact Resistant: No Design Pressure: N/A other: See INST 1522S.6-68 (618 Door Products) and 15225.6-80 (8'0 Door Products) for Installation Instructions. Note - Glazing Shall comply with ASTM E1300-04) Oed Certification Agency Certificate Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions .. PI 15»S R3 Instructionsi112S 6 8.odf a tsyaa R3 II INST IS22S.6$O.odf Verlfled'By: Lyndon F. Schmldt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports by Independent Third C90 2102i The State of Flodda is an AVeED eftV yer. CMm t"t. "07.2alkl Slat* of er.,rda, :: :: :: Wider FbrMa taw, email addrebsas are "k records. tf you do not want Your e-mail address teluxd In response to a puNic-nmwda nyuesL do not stand eltctronk mac to tNe ermty. hVtNd, contatt the GRIM bV phone or try tradabnal ma0., tf you have arty Questions. pleat MNact E50.497.1395. 'pursuant toSedfon455275(1), fbdda statutes, efeeNe 0=ber 1. 2012. Oamsm Ikensed under ChapW 4SS. F.S. must ptovlde the 0epadmeint with an time address r they haw one. The emaes provided may be used for O idal communkatbn with the licensee. fbwever Matt eddmsm are pubk nmord. f you do not wish to wpptV a personal address, please provide the Oepa 1:1 At with an emall &ddtKs wOn be avaea0b to the pub0c TO Will llle If You are a limsee under i Product Approved Accoptw Credit 4.AFE haps:// www.floridabuilding.org/pr/pr app_dd.aspx?param=wGEVXQwd)gv3yVVKJZIQ... 7/20/2015 ef A O fV tn fV O O O ai o 'C o w 'a" a' C Q YG Q O y O O O 3 Qa c0i u +• C fl as a iwwrae UUwoG a a 00 O L7 aA L oQ Ah M dp r 0) O 1 iz a cr C6OM o2ua.n u o IT sW CY a JMu U Or 00 W mX Eo G xooe C E Y a a O Z Li M LLt i7. M i+. Q Lt M Lt. 1 LZ. t1 1 Lt N La. M N I Lt. l N La. 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N II I '-MULUON11MASONRY14 TYP.'HEAD MASONRY OPENING typ. SHOWN FOR REFERENCE MASONRYy4. OPENING TYP. SHOWN FOR REFERENCE OPENING JAMBS HEAD III HEAD I I 11 do JAMBS JAMBS 2x BUCK —/ 2% SUCK—/ 2X BUCK SHOWNMULLION FOR I I or IJ T c; cd c; I II REFERENCE IIil r W/SIbELITE SIDEUTESW 'AINCHORING qINrI RUCK ANCHORING 4- 4- 4. t MASONRY 11 SHOWNMULLION FOR I MULLION SHOWN FOR), I OPENING TYP. HEAD do JAMBSI. ASTRAGAL TYP. REFERENCE HEAD I REFERENCE II SHOWN FOR 1 & JAMBS 2X BUCK REFERENCE SUCK 1tCMwtwo+n.Droners may beocQLutedtonxzhtahlhemht.SHOWNI 11 kASTRAGALNFOR' edQ W&I00101b. Wj*jL I Cor LX ON Cefflr " e o*ated toAmt&,wx hff boom notedcls'W 0, C, RIMEFERC,4ee addlYwid— I crodM Ow 7A.A.X60 =Cwnon*n diesict an"ded. may I* MQL*ed to SO&AW A" Art - CAJARS 16 • pw; Al I. lew NOft 0 Ile 11-1/c rIAPCaw014 e=. a I/C 11-1/c 1. UtnACM- nOURIF DOOR DOUBLE WISIDEUTES RUCK -ANCHORING MASONRY OPENING RUCK ANCHORING LINE 221412 at 5 or JK 0 or. Lrs' m hat 15225.5-68i! IN 3' 1 7 7- 3J 1 1 ' T• PAIRS i ^ s'h TAP. A' 3• 3' frr- 2 `dit 43J.LIl SEE NOTE 31 SHEET 3 1 SEE DETAIL 3' W/2X BUCK A INSTALAATION r SEE OETAII W/2X1INSTALLATION A e p # aINS/1LBTION JAS1RA<'AIJ 7-Z_i - u+' Wi'ix, BUCK "0ITMpLLAION 0•• j wn ' N i CyASTRAGAL1 1 MUWON SHOWN FOR JAMBS r REFERENCE 1 .IAMBS - d' ai SHOWN FOR REFERENCE 1 REFERENCE ONLY 'I ONLY 1 1 SEE DETAIL '4' 0 1 1 SEE DETAILTSaOWto 121 A' E.. VIEW 'E'-"E DOU DOOR VIEW A•- A rNx 18r DOOR W/SIDELRES pow s/ ammn caturA D 06mmom aD. I>0 t11T. ALL seem W 000I1 J1b axaocaoe) W/ 2X BUCK 2, INSTALLATION W/ 1X BUCK ', INSTALLATION t2 1 C W/ 2X BUCK 3 . Item DESCRIPTION Material A 10 x= t 2 P D S STEEL. - B' to x 1-364—PFH- .. 10 X ' WOOD SCREW STEEL 1# JO x 4 Hine to come - _ STEEL 10 x ' 2 G. -P WOOD'SCREWblLCL x - 2- I.G. -PFH WOOD SCREWS 1- 3 4F4- 2- 3/4- PFH ELCO OR 1TW CONCRETE SCREW 4 / T1V N SCREW STEEL 11 3- 3 RW P N RETE SCREW - 3- 1 4ITW PF), CONCRET SC STEEL 13- 1 4IIV PFH CONCRETE SCREW t3 TO ASTM C90 CONFORMING TD ACI HOLLOW BLOCK MIN. CONCRETE CONCRETE 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW HEADER UGAR PINE SG >- 0.34 W000 2t 3 4 THK. PRESSURE TREATED SIDELRE PAD 30 2 X 1 X 2 C RRUGA FASTENER INSTALLATION t 0 W/ 1X BUCK 11 DETAIL. ' 1' INSTALLATION - DETAIL 3' ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME AS SHOWN. C. DETAIL - 4• en m. v c i J f HTERIOR EXTERIOR j EXTERIOR DMIOR j 20 13 16 is l V T, 71 • • EJM Ai c I INTERIOR DMIOR loRi. INTERIOR EXTERIOR INTERIOR MINE T„ 2 i 2X SUCK 7-2 4^ 1 4 4p 4- IV 4. AULLION TYP-. HEAD MASONRY OPENING SHOWN FOR REFERENCE MASONRY 4 fi OPENING TYP, JAMBS h AO HEAD I.f JAMBS T. o 4 2X SUCK MULUON 11 IN 0)i 1, 11SHOWNFOR REFERENCE 2X BUCK—/ 1 SIN LE W/SIDEUTE b"fV AbAtUnPlUn SING W/SIDEUTES RUCK ANCHORING MASONRY OPENING 2X SUCK 1. Of bLc . k aft &G. k 051 M IR 1. to onC am tnwcomer mayboocPArd onalIch "fft edge distanco 11011wrkwPlIft 1 CAncrvIv anda jocallons noted as %L4X om CeaWff&W be o*oted to nm n*L edge clbtawe tonx3italahk oddillandconcrote-CINX may be nwpiked to ann" no UAX ON C9aW dnwmlan ore root scoodod I concets, oncia tow: ANCHOR. ft, sb LOA fed aw TAFCON I/C 1.114* 1 r It 4 L 4 i , 4' a . _ - a!,. TYP. HEAD JAMBS 1 ASTRAGAL SHOWN FOR REFERENCE MULLION 4 II SHOWN FOR D MUWON REFERENCE D SHOWN FOR HEAD 1 REFERENCE II JAMBS 1 II 2X 11 ASTRAGAL II f-SHOWN FOR BUCK 6II cd c; REFERENCE II 1 II I I D 11 io L DIN m, Ph. JK CNL ft LFS MASONRY I)OURLE W/SIOELMES 15225.;-80 OPENING SUCK ANCHORING or_j_ I v• 4 -1.T J• ' 3' a-I^J—i t—J• e SEE DETAIL 'J' I A IU ' SEE NOTE J •I ) 9SHEEPJ e MULLION SHOWN FOR REFERENCE ASTRAGAL p SHOWN FOR - REFERENCE e ONLY I is — t6 !8 B 16 - 1 1 lU ,5. 'p• S BI 1. c IiU.p• 01 C- E. MEW C'— C' OOUB c DOOR W/SIDELTIES w/Ix sucm INSTALIATIOI TW. HEAD h JAMBS SEE DETAIL 4 - V7 JR tOz WW 4I8 =1. 0•I +1N"..r A' Ezy W= 31* 3. SEE DETAIL C Y A' L DOUBLE DOOR NEW A A" saw W/ an"AL cowu n FASifl47t5. 1101 (M, Ml senor To 000R rtWe pOM IIOMIi Item DESCRIPTION Moteriol A ' 10 x. -1 2 P H SCREW STEEL B STEEL L C 1 1 X 1 10" x 4 EW RD a to rome - STEEL 4 1 4 2-3/4- PFH ELCO OR CONCRETE'SCREW 1 4 x 1-3 4 TTW PFH CONCRETE SCREW STEEL 1 4 x 3-J 4. PFH CONCRETE SCREW STEEL EL tt J t6PFHxJ-t 4. ITW PFH CONCRETE SCREW STEEL 1 1/4-'x 3-1 111Y PFH CON ETE S R CONFORMING TO AC1IN. CON CONCRETE1330100RHOLLOWBLOCKORMINNCRE0TO_ASTM C90 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW WOODHDER. IAMB PINE SG > e 0.4 21 3 4 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 2' X t' X 25 GA. CORRUGATED FASTENER I w 2x Buac, SEE DETAIL a INAWUION J 1' s/t'uu ' e.WIS. HEAD JtJAMBS ASTRAGAL). SHOWN FOR REFERENCE e ONLY I• I' I t8 a s o 0 DETAIL '3' ATTACH ASTRAGAL THROW BOLT STRIKE APSLASTN.fRAME IXERIOR INTERIOR INTERIOR 1-6 \-j% RT AL CROSS SECTION vamw R; al INTERIOR EXTERIOR N v 1- : HMO AL CROSS SECRON Z :./ + n INTERIOR EXTERIORN.- H 2 QM R S SE . O c , ion b9/l INTERIOR EXTERIOR S.\ 001OLOWaL c o 2 oubw n1b 00 o INTERIOR EXTERIOR 5 • HORIZOMUL CROSS O _ sa s+ A aw. m LFS PAM mw FL-15225-88M i64HEADi;14 EGAD MUUION . SHOWN FOR REFIREPICE— gs ia- uuo ^ O I' VIEW r r SINGLE DOOR W/SIDEM oErA ns I I N sm OETALL'i L 1 1 1, r 1rYtff.AD TTP.6 HEAD SHO"" REffe10E - b9/IBJAMB v 1TP. ®JAMBS w sff isa•r VIEW "E"-"@' VIEW *W-"D' SINGLE DOOR W/SIDEUIE VIEW "6'•'A' r. o2iw. or e touo aa a "*COMM mw es oapt w ro mohtch Me mh sagsattsono.bmoA it2CarmateandortoceCon, rested m WAx. ON CB tt rrnaf be oc ustad ro mahtatn Me mh edge dstonce to moda lohb. oddttonot eawste andwr mot• be requled ro eruus 00 j"X on C94Wdmendon oe not ®u e•ded. S cone,ete anew loft: ll M y_l i0 ftw d11 1/ P 1-1/f r rAow' 1/ 4- tioCotaRAcowUW • Jtt' 1.1/r , AS SHOMmtAf=xAS f110WN SmBlre Nora: 1. T rJde6te b dbeer set hdo Mro Jamb with (12) 08 x r pfh wood screws mere are (I) or eoeh reetteollornb. From Mro top down of Mr, 31 . rg.r a W. Thm ore (2) or the heoder of r bom the ov/stde corners of nm home. There are (2) or Me A 4- Rom the MWO comae T! fP, 9 JAMBS r Mt/ Id IAMB `, sff'• ct oET n• • 1 SINGLE DOOR VIEW A -'A' wb22t ' 2 u tub N.T.S. tre, or ,N( e FL- 15225-68u u A R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Dox 230 Vatrieo, FL 33595 Phone 813.659.9197 Florida board of Professloml Enalneen Certificate orAulhorization No. 9913 Product Sub Category Manufacturer Product Name Cate Thermo Tr u Corporation Smooth -Star" "Benchmark by Thermo Tru" Exterior swingingswim 118 Industrial Or ze818SingleSDoubleOpaqueorGlad Panels w/ 6 w/o Sidelites i Doors F_ Door Edgerton, OH 43517 Inswing / Outswing AssembliesInsulatedPhone419.298.1740 _ Fiberglass Door with Wood Framesr9 Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System 10 41928) for Thermo Tru Corporation, based on Rule Chapter No. 81 G20.3, Method to 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. Umltadons: 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 fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco• foam, brick and other wag coverings. 3. Wood screws shag be installed following Installations Instructions of ANSI AFBPA NDS 2012. Ali 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 FLA 5225.5.68. S. Where shims are used, they must be a 'rigid / stiff material that compfiea with the requirements of the FBC. S. Positive and negative design pressure requirements for use with drawing FL-15225.5.88 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5.88 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1, Teat Report No. Teat Standard ETC-01:741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL OW0147 ASTM E330-02 / E1888-02 / E1996-02 2. Drawina 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 jaatlna I ahoratonr ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sinned bi Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Slgned•8 Sealed by Lyndon F. Schmidt, P.E. SlanW Sealed Mi Lyndon F. Schmidt, P.E. r • Lyndon F. Schmidt. P.E. FL PE No. 43409 2MI2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B 4 P.O. Be% 230 Vairieo. FL 33595 Phone a 13.639,9197 . Florida Board of Profeaional Engineen Cenirieare ofAuaariMion No. 9tt13 Scope: Product Evaluation report issued by R W Building Consultants. Inc. & Lyndon F. Schmidt, P.E. (System ID i 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval. Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial Interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. umltations: 1.41its•produet anotirlrtg has been developed bt'oompllanoe with the'Sth Edition (2014) FIwW 6utldtftg Code (FBC) stwct!eral requirements excludingthe "Higt1 VeloatY Murticane•2otte Sea•the CeAi(loallk.m Agenry•CerUfleate•fo'stzea, cpedtigtions and design pressure ratings. 2. Produeta shag be as listed and.spaced.as,shttwn on details. Anchor embedment to base material sfial be'beyond walidressbtg, stucco, foam, brick and other wan coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers Installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no Instance shall they be less than shown In drawing FL-15225438M. 5. Where shims are used, they must be a Idgid / stifr materiel that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225-MM shall be determined by others for specific Jobs In accordance with the govembtg 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 Suppordng Goeuments., 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 I E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202. 203-94 2. Orawlna No. Prepared by No. FL-15225.OM RW Building Consultants. Inc. (CA 49813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA d9813) Sheet 1 of 1 Testlep LaponiiUory Signed by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Siemed tt:•Seafedik Lyndon F. Schmidt, P.E. 8lprisd asealad-0ir Lyndon F.'Sctunidl. P.E. tllft111 I i r i! 4cz C ;tl• ;A.Tk OF :ltl 0 Ft Lyndon F. Schmidt, P.E. FL PE No. 43409 2162015 Florida Building Code Online FL16054.04 Page I of I Ii RegulationBusiness & Professional SOS Home I Lop In I User Reohstration I Mot Topics I Submit Surcharoe I Slats 8 Facts I Publications I FOC Staff I 8CIS Site Map I Links Search I rFe- Product ApprovalLUpUSER: Public User Product Aooroval Menu > Product or Aoollcatlon Search > Application List Search Criteria Refine Search Code Version 2014 FL# 16054.04 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ear k oe.d _ A....a.L... ALL BA Zyoe Manufacturer Validated By 51A u FL160S4- Revision MI Windows and Doors Steven M. Urich, Approved 85 FL#:FL16054.4 PE History Model: SERIES 440 OXXX SGD REINFORCED 717) 317-8454 Description: SERIES 440 OXXX SGD REINFORCED NON -IMPACT INTERIOR REINFORCEMENT) Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies APProvea by u111'H. APProvats by UVFK snap be reviewea ana rauneo or me KJL. ana/or one commission or necessary. Contact us :: 2fi01 Blair Stone 0.oad. Taaehassee fL ]2199 Plane: 850.487.1824 The State of Florida Is an AA/EEO employer. Coovrlaht 2007-2013 State of Florida.:: Privacy Statement •- Accessibility Statement :. Refund Statement Under Florida law, emall 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 $50.487.1395. -Pursuant to Section 455 275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an emall address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Z~n Credit Card Sale https:HfloridabLlildiiig.org/pr/pr_app_lst.aspx 10/27/2016 Florida Building Code Online Page I of 2 Business & Professional Regulation U rg BCIS Home I Log In I user Registration I Hot Topics I submit Surcharge I Slats S Facts I Publications I FBC Stall I SCIS Site Map Links Search I rFo- Product ApprovaltpUSER: Public User Product Approval Menu > Product or Appllcathn Search > Application List > Application Detail FL p FL16054-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 6S0 West Market Street Gratz, PA 17030 717) 36S-3300 Ext2S60 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62S14 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2016 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 Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https://Floridabuildiiig.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtFPindYiNDWrzst... 10/27/2016 Florida Building Code Online Page 2 of 2 Date Submitted 10/30/2015 Date Validated 11/02/2015 Date Pending FBC Approval 11/03/2015 Date Approved 12/15/2015 Summary of Products FL # Model, Number or Name Description 160S4.1 SERIES 420 OXXX SGO SERIES 420 OXXX SGD REINFORCED NON IMPACT REINFORCED INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 RS II 08-01830C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL160S4 RS AE S12517C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.2 SERIES 420 OXXX SGD SERIES 420 OXXX SGD REINFORCED NON IMPACT REINFORCED INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL160S4 RS 11 08-01831C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE S12S18C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 160S4 3 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 RS If 08-01885C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL160S4 RS AE S12S77C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.4 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL160S4 RS If 08-01886C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R5 AE 512578C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes Contact Us ;; 2601 Rlalr Slone Road- Tallahassee FL ]2399 Phone. OS0.497• 1A24 The State of Florida is an AA/EEO employer. Coovriaht 2007,201 ] State of Florida.:: Prlvacv Statement ;; Accessibiliry Statement:! Refund Statement Under Florida taw, email 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 mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1 ]95. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee However email addresses are public record If you do not wish to supply a personal address, please provide the Oepaflment 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 clock here . Product Approval Accepts: 1 Credit Card Sate https://Floridabuilding.org/pr/pr_app_dtl.aspx?parain=wGEVXQwtDgtF1'mdYiNDWrzst... 10/27/2016 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED 70 PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 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. 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: ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04, WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8 SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS MAXIMUM ALLOWABLE SHIM STACK 70 BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS W17H SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I). FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16 TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE 110 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14 INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I (OR GREATER). D. METAL STRUCTURE- STEEL 18GA, 33KSI OR ALUMINUM 6063-75 1/8- THICK MINIMUM 15. APPROVED CONFIGURATIONS' OX. XO. XIIX, XIP, PIX, XIIP, PIIX, XIIIP, PIIIX I TABLE OF CONTENTS SHEET NO DESCRIPTION 1 NOTES 2 - 3 ELEVATION AND ANCHORING 4 - 9 INSTALLATION DETAILS REVISIONS DESCRMWN DAZE APPRDJED REVISED REINFORCEMENTS 06/10/13 RL. ADDED FLANGE INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 10/12/15 RL. SIGNED: 10/29/2015 MI WINDOWS LLC 11 p190LAKESDEPARKWAY FLOWER MOUND, TX 75028 J`S%1R r••CENS.s+ V5 *= SERIES 440 XIIX SGD REINFORCED NON - IMPACT NOTES fDOF 5' DRAwN ND RE 0850 886 CV.. S;pcOIONARLVALENTSwrE01/08/13 EI OF 9 189 1/3' MAX FRAME WIDTH G" MAX 17' MAX OC E 44 1/2" D.LO. j -{ 6' MAX 1t 6" MAX TI 1J_ 17" MAX D.C. s6' TI Lwx FR.1MF HEICt-; vu nc. w nnn .u nt nrvnvc EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING 335.OPSF NONE REFER TO CHARTS N 18 N2 FOR OTHER UNITS RATINGS CHART OI WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I Design pressure chart (ps0 Ratre Selgle Panel and Total Rene VJdIh (n) Heol tn) 30.0 120.00 36.0 144.00 42.0 1".00 47.3 189.13 Poa Nep Poe I Nap Poe Meg Poe Nog 78.0 50.0 MO 50.0 55.4 50.0 50.0 46.6 46.6 d0.0 50.0 1 50.0 1.6 1.3 48.3 44.9 44 9 e..0 so.0 s7.6 50.0 50.4 45.3 45.3 42.0 42.0 dd.0 50.0 54.7 47.5 47.5 42.6 42.6 39.4 39.4 91.0 50.0 51.8 44.9 44.9 40.2 40.2 37.0 37.0 96,0 49.3 49.3 42.6 42.6 1 38.0 38.0 35.0 35.0 CHART M2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I 90 D.L I 2) ANCHORS PER LOCATION SEE CHART H3 FOR NUMBER OF ANCHOR LOCATIOVS REOUIRED Design pressure chart (pso Ft ans S t le Panel and Total Frame VAMh (n) F4i9m 30.0 1 3&0 42.0 47.3 1n) 120.00 144.00 168.00 189.13 Poe Nag Poa Nag Poe Nag Poo Nep 78.0 60.0 60.0 S&4 6S4 50.0 50.0 46.6 4&6 60.0 60.0 60.0 536 516 48.3 48.3 44.9 44.9 84.0 57.8 57.e 50.4 50.4 45 3 45.3 42.0 42.0 68.0 54.7 54.7 47.5 47.5 42.6 42.6 39.4 39.4 92.0 51.8 51.8 44.9 44.9 4(2 402 37.0 37.0 96.0 49.3 49.3 42.6 42.6 38.0 3&0 35.0 35.0 RMWONS REV DESCR PION DALE APPR(M-0 A REVISED REINFORCEMENTS 06/10/13 RL. 8 ADDED FLANGE INSTALLATION 12/10/13 R L. C REVISED INSIALLA71ON DETAILS 10/12/15 R.L. Number or anchor toes dons required Frate Single Panes and Total Ftame VNODI (n) Helphl 30.0 1 36.0 42.0 47.3 20.0 144.o l".0 189.1 HLS I Jamb H&S Jamb H&S Jamb H&S Jamb 78.0 8 5 9 5 11 5 12 5 80.0 8 5 9 5 11 5 12 5 84.0 8 8 9 6 11 6 12 6 88.0 8 6 9 6 11 6 12 6 02.0 6 6 9 6 tt 6 12 6 96.0 8 6 9 6 11 6 12 6 SIGNED: II0/29/201 S MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 111 1I!lU/ 5 • • • 0g19 i 0 6SERIES440XIIXSGDREINFORCED NON - IMPACT ELEVATION v z0TATOf DRAWN DNI' n'0. REV V.L. 08-01886 C SCALE NTS DA1E 01/08/13 1 S4EEt2 OF 9 I WOOD FRAMING OR 2x BUCK BY OTHERS APPROVED SEALANT 110 WOOD SCREW 1/2" MIN. I EDGE DISTANCE 1 }/8 MIN. EMBEDMENT 1/4- JMAX. SHIM SPACE EXTERIOR II II II II II 11 11 11 INTERIOR APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 D L TO BE SET A BED OF PROVED SEALANT 1/4" MAX. SHIM SPACE MIN MENT MIN LIJUL DISTANCE 1 3/8" MIN. EMBEDMENT I1 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2x BUCK BY 07HERS 1 /4" MAX. SHIM SPACE APPROVED SEALANT RMSIONS REV DESUnP ION DATE APPRWED A REVISED REINFORCEMENTS 06/10/13 R.L. B ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.I. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS ORANN. DAY NO. V.L. 1 08-01886 V" NTS I DATE 01 /08/ 13 s"'° 3 OF 9 SIGNED: 1012912015 rJ`S pE1Vs q i v F' 0 5•k= T OF • C= Ot`• Rl . METAL STRUCTURE BY OTHERS APPROVED SEALANT 3/4" MIN EDGE DISTANCE 1/4" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II 11 11 11 11 11 11 11 INTERIOR 3/4" MIN EDGE DISTAN i— t IA" ..AV RMSIDNS DESCRIPRON DAIL APPROVED REVISED REINFORCEMENTS 06/10/13 R L. ADDED FLANGE INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 10/12/15 R.L. I b 10 SMS OR S11SMS OR ELFDRILLING —\ L I SELF DRILLING SCREW SCREWS SILL TO BE SET FF IN A BED OF Rc=t APPROVEDAPPROVEDSEALANTMETAL EXTERIOR SEALANT STRUCTURE I 1/ 4 MAX SHIM SPACE BY OTHERS APPROVED SEALANT METALSTRUCTURE 1 JAMB INSTALLATION DETAIL BY OTHERS , METAL STRUCTURE INSTALLATION 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NOW - IMPACT INSTALLATION DETAILS DRAWN: DNF ND. V. L. 1 08-01886 SSE NTS IDAIE 01 /08/13 5iiCO 47 OF 9 SIGNED: 1012912015 s; IV S GEWS 9'p Asy AtTIrEOF ; REV i0;0 F '[0RL0't- C /// S0/OWA 11E G\ CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 APPROVED SEALANT 3/16 TAPCON 2 1/2" MIN. EDGE DISTANCE e . e • 1 1/4" MIN e EMBEDMENT EXTERIOR 3/16" TAPCON APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRE7 E /MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE INTERIOR 1 1/4" MIN. EMBEDMENT J—_ 2 1/2" MIN o EDGE DISTANCE a o o o • TO BE SET BED OF OvED SEALANT 1 /4" MAX SHIM SPACE MIN. MENT MIN. cwL OISTANCE REVISIONS REV DESCRiPRDN DATE APPRWED A REVISED REINFORCELIENTS 06/10/13 R.L. B ADDED FIANCE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 RL. 1/4" MAX. ISHIM SPACE 3/16" TAPCON EXTERIOR INTERIOR APPROVED SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETE/MASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS DRAWN DMi' NO. V.L. 08-01886 SCALE NTS I DATE 01/08/131 SNEE15 OF 9 SIGNED: 1012912015 S R. IIclp4f. V-TATO OF6- RLV i'o••'r[pR10• C 0/0NA 11txv WOOD FRAMIN( OR 2X BU0 BY OTHER! APPROVED SEALANT 10 WOOD SCREW EXTERIOR II II 11 11 11 11 11 11 INTERIOR APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Jam' MIN STANCE MIN 1 va^ "w VENT EN 1/2 EDGE I A10 W( SCf 110 WOOD SCREW WOOD FRAM OR 2X BI SILL TO BE SET BY OTHI IN A BED OF APPROVED SEALANT 1/a" MAX. r SHIM SPACE EE.13 MIN. MENT 1/2 MIN. EDGE DISTANCE RMIDNS REV DESCRIPTION DATE APPRDYED A REVISED REINFORCEMENTS 06/10/13 R.L. B ADDED FLANGE INS7ALLA71ON 12/10/13 R.L. C REVISED INS7ALLA710N DETAILS 10/12/15 R.L. T I'* u'— SEALANT V JAMB IIVJ I ALLA I IUN Ur I AIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS DRAWN VWG ND. V.L. 1 08-01886 sCZE NTS JDAE 01/08/13 1 SHEET OF 9 SIGNED: 1012912015 METAL 3/4" MIN. STRUCTURE EDGE DISTANCE BY OTHERS t/a" MAX. r SHIM SPACE APPROVED pJJI SEALANT JtO SMS OR I SELF DRILLING SCREW EXTERIOR I INTERIOR APPROVED SEALANT META STRUCTUR BY OTHER SMS OR DRILLING W SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4Y EDGE DISTANCE J— 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.L. B ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS ID/12/15 R.I. i A." ..AV SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS DRAWN: We NO V.L. 08-01886 SCALE NTS D"tt O t /08/ t 3 1 SmC° 7 OF 9 SIGNED: 1012912015 0 90ENSF •`!' D b OE OF ;iu r(ORIO*• 0`. C ss ONAt l/111111%0 CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/ 16" TAPCON APPROVED SEALANT OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS VERTICAL CROSS SECTION CONCRETEIMASOIVRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MIN. VENT 1 1/4" MIN. EMBEDMENT 2 1 /2" MIN. EDGE DISTANCE INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX. SHIM SPACE a 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE RMIDNS REV DESCF"PRON DAIE APPROVED A REVISED REINFORCEMENTS 06/10/13 RL. B ADDED FLANGE INSTALLATION 12/10/13 R L. C REVISED INSIALLA71ON DETAILS 10/12/15 R.L. 1/a" MAX, r SHIM SPACE APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS DMI• No. V.L. I 08-01886 ALE NTS IDA" 01 /08/13 1 SNEn 8 OF 9 SIGNED: 1012912015 b pTAT E of '/u RLV i'"••jPC01110": 4 C REVISWNS 1/2" MIN REV DESCRIPTION EDGE DISTANCE A REVISED REINFORCEMENTS I B ADDED FLANGE INSTALLATION INTERIOR TRIM C REVISED INSTALLATION DETAILS 1 3/8" MIN EMBEDMENT T HOOK STRIP 1D WOOD SCREW 1 5/8" MIN. EXTERIOR PANEL INTERLOCK EDGE DIST. HOOK STRIP INSTALLATION 2X BUCKIWOOD FRAMING • TRIM . ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS METAL STRUCTURE 3/4" MINBYOTHERS 1X BUCK BY OTHERS, EDGE DISTANCE HOOK STRIP TX BUCK TO BE TRIM D PROPERLY SECURED 3/ 16" TAPCON INTERIOR EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP MASONRYiCONCRETE SCR SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS DRAWN. DWG ND. V.L. 08-01886 1"E NTS DATE 01/08/13 1 SHCO9 OF-9 DAZE APPROVED 06/ 10/ 13 R L. 12/10/13 R.L. 10/12/15 R.L. SIGNED: 1012912015 L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, LLC 1900 Lakeside Parkway Flower Mound, TX 75028 Engineering Evaluation Report Product Line: Series 440 XIIX SGD Reinforced Non-Impact—1891/8" x 96' Report No.: 512578C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01886 Revision C, prepared, signed and seated by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-12-208 signed by Wesley Wilson Construction Consulting Laboratory Intemational, Carrollton. TX AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: t35.0psf Water penetration resistance 7.5psf 3. Comparative analysis with anchor calculation, report number 512578-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation instructions. Maximum panel size: 48 1/2' x 95' Approved Configurations: OX, XO, XIIX, XIP, PIX, XIIP, PIIX, XIIIP, PIIIX Units must be glazed per ASTM E1300-04, with safety glazing. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be Aluminum 6063-T5. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document, 08-01886, Revision C. Certirrcation 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 to 0 51 TAT OF Fd' : c 0 RIP •G' i3ONAiIE` Luis R. Lomas, P.E. FL No.: 62514 10/29/2015 Florida Building Code Online GdC6c boc (Sr Page 1 of 4 Business & Professional Regulation N 911WH ® acts rams I uo in I user aeauaauon i rat Toga I Smr+t surchanx i srau s Faaa i PubBoUans 1 Fac stiff I acts sae MP 1 Ink$ I SC2mh I Busines Product Approval Professi I wpry um Regulgon emrd.nemi > > AiftalMtdsl X. Applkauan oatail FL 0 Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)2SI-1309 danny.)oyner@amarr.com Brandon Gentle brandon.gende0amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gende0amarr.com Danny ]oyner Amarr Garage Doors 165 Carnage Court Winston-Salem, NC 27105 d)oyner0amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer 1 ! Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0046579 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 01/01/2016 Steven M. Uri&, PE I ! Validation Checldlst - Hardcopy Received Referenced Standard and Year (of Standard) Standard X9K ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_4ti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 I affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity , , Yes ' No • N/A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved t`aummary of products Method 1 Option D 03/30/2015 03/30/2015 03/31/2015 FL # Model, Number or Name Description S302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10- 1 1,Thru 9' wide. Oak Summit (M650) Umits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 H IRC-4009-110-11 brewing 7-10 RL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 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. ELS302 R6 AE IRC-6009-110-11 Report 7-10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.2 Stratford (M(500); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F12S302 R6 LI iRC-600g-10t1 11 drawinn 7-10 sealed.ndf 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. EtS302 R6 AE IRC-6009-100-1I report 7-10 sealed.odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedInwind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. 5302.3 Stratford (M600). Heritage (M950); Oak Summit (M650) bwg. IRC-6009-120-1S,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Q S362 R6 ll tRC-6009-120.15 Drawino 7-10 FL.odf Approved for use outsidgHVHZ: 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. 302 R6 AE IRC-6t109-120-IS Report7-10 FLpdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 Stratford (fd600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Umits of Use Installation Instructions... _ Approved for use in HVHZ: No FLS302 R6 11 IRC-6009-130-15 Drawing 7-10 FL OM 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 -a6 AE IRC-libM i30=15 Aenart 7-10 RL.bdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partlally-enclosed or door Is a' replacement door. 5302.S Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M6S0) Umits of Use Installation Instructions Approved for use in HVHZ: No b,'R 11 1RC-6009=140-IS•Drawba 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pi 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-6C09-140-15 Reoert 7-f0 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-ISO-1S,Thru 9' wide. Limits Of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fr S302 R6 it IRC=6009-i5645 Dra,eM6,7=i0 FLOdf' Verified By: SH LMRO Impact Resistant: No I Created by ] TOM Third Party: Yes Design Pressure: +3S.6/-42.1 Evaluation Reports, Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. • Fr siti R6 AE IR[-6009-i50-15-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. S302.7 Stratford (M600); Heritage (M950); Owg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions . 7-10 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes A San2 R6 n •t C-6009-162-A OrarArin FLodP Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +4S.3/-S1.2 Evaluation Reports , -,. . Other: Design Pressure +4S.3/-51.2, Not for use in HVHZ. Fr S302 R6 AE IRC-600g-169-1S Renort 1-10 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. S362.8 Stratford (M600); Heritage (M9SO); Dwg. IRC-6016-100-1S, 10' Thru 16wide. Oak Summit (M650) Limits of Use Installation Instructions Drardiin 746 ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes a' SIN it& 11 La[-6016-10O-1S FLodf Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 fro! Evaluationorts...,-. Other. Design Pressure +15.2/-17.2, Not for use In HVHZ. Fr 5302 ;a IS ReOort 740 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. 9 Stratford (M600); Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide. I Oaksummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +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 FIS: mo RC-11 IRC-601&-110-15 Lfrawino 7-10 FLodt Verified By: TOM SHELMERDINE 0048579 - Created by Independent Third Party: Yes Evaluation Reports ... _ Created by Independent Third Party: Yes S302.30 Stratford (M600); Heritage (M950); I Owg. IRC-6016-120-IS, 1O' Thru 16' wide. I Oak Summit (M6S0) Limes 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 w-5302 R6• II IRC-6016.126-1S Dragging! FLOA_f Verified By- TOM SHELMERDINE 004SS79 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.11 Stratford (M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. I Oak Summit (M650).. Limits of use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use In HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. installation Instructions . B m R6 n IR6.6016-130-ts OraAno MWFL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit ( 1,16S0) https://www. floridabuilding-orglpr/pr app dd.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 KSj 12 I16, If 'IR66016-140-17:odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (101650) 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 002 R6 If tRIZ40id-146-24 dr idniii 7-10 sealed.odf Verified By:'TOM SHEL'MERDINE'0048579 Created by Independent Third Party: Yes Evaluation Reports . . Created by Independent Third Party. Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) omits 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 reolacement door. Verified By: TOM SHELMERDINE-0048579' Created by Independent Third Party: Yes Evaluation Reports , f1S30 jt6' AE',MC&Q16-145-24 reomt•7-10 sealed_ndf Created by Independent Third Party: Yes 5302.15 Stratford (M600); Heritage (14950); Dwg. IRC-6018-110-15, 16'2 thru IV wide. Oak Summit (M650) Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +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 gs302 R6 Il IRC• f 110-15 Drawltto 7-10 FLodf Verified By: TOM SHELMERDINE'0048579 - Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.16 I Stratford (M600); Heritage (M950); I Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit IM6501 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 AS302: R6 91 IRC4018-12A-15 DravRrho 7.10 FLodf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Contaatfs:: .k fliliI Plana, sslh497:i9i4, The State of Florida is an WE E0 effo yen. GdgYea n'im7•-rafi Sire of nalida: ;: irk -my stirlaLrnm :: ::Refund Staftment Under Florida law, ana8 addimsses are public retards if you do not yard your e-mail address relased In respotre to a publlcrecords request. do not sew eloctronle mall to this entity. Instead, contact the office by phone or by traditional mall. U you have env questions. please contact 850.487.139S• 'Pursaanl to Section 455275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an erraa address If they lave ones. The emalls provided may be used for official communication with the kersee. tbweva emall addresses are public record. If you do not wish to supply a ovurgi oodress, please provide the OeparUrrm with an emaq address which on be made Available to the public. To determine U you are a licensee under Chapter 4S5, FS.. please click IiM. PrOGKt Approval Aaoeptat OME ir A ..,`_ Crodi: r:wi 5 FE hftps://www.floridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwd)qunL7seVZMF... 7/20/2015 OPT11A..• 'RT PA T>p GLA2ED SfCTIW (STRUT AND STILE LAYOUTS) AVaIgoIgo00F ppTj l eUMG PANG: Tm Cl'17'EO aF iSiRlr! AIID fTD.E LA'IOUf>ft. aLT A 000K la^S WDLOW mWRnln WOOD JAMB ATTACHMENT TO STRUCTURE yr amour " ZFUSE PADS DF FASIWUS V Few owl USE PARK W vA- LAGS Alm IDLTSu PRWDE A fLUN HMDMMG SWAM A IICPARATER W zWas0D ttRlkNf 214E1WS tte1RT11K ST41R1U3 In. ImM ' ra A' IRN I-1 NRI Ja0 1 A7K1APCe _ scamIt i %./ %i ./•y %i %/ it 'i' OPTIOIAL SMW PANEL INTERMEDIATE GLAND SCCTIW (STRUT AND STILE LAYOUT) .. GTm am TK 1m , Am ttcnm r[ AIp oDM•.Ia fe•l10' iP-I/R' fe-SIM t B' i LDS PANEL GLAZM ASI[NTR COAL SIOR ANCL O.AZDIG rASIEX R DETAIL Mfr-- N S GyLAZINGA LOPTION 00S SECTION RAHNG' S ASTNl6a a11m MW SaalIS- MXWL". ii ddeellMr, it).Wo FRAME OPnWAL D"m Romis t wiN uVNn1 w PRO13 + 3prneat sse CLASS I ry11NN q A A P A M^ .A• ALM IY70a NQDED IME, ' " TS 1 u LOB p1Y lAYeOa 1 SECTION B-B AV; 6A j IRAOIX Co~AWNS MAX Ir r LOADS 7nF1. 2 Ps IY F.IY r p Or IIpMOJaOOes S a 1 sMoaT3 "AA2 V E a+L+tmrurar A .++ SHE •. s , XO *%GEP)g• 8 ti: t .AFa. • AA yr,+ oal..•¢st FL?' r rlresrill 2ko ancAa / Dulr vemn.swt . 17R) jpSp- OA3 gp)ppT'i/DaTaSata pow smmlD v/DUFaSdo PDDO IMWACL r/bmiSw Inn.. " Wh •A 0 &uSatl Pan o a I at wwu mm ID W- ANI 09 w/wRe' IRC-60*_ eQt) P) ILA KaAmJLj:JEF ME auoAmmiLMLL 1:3 U=i ULzi lElA Mi LITU EYJ- L-1-ji UtJ LM UU UM LM EAU L33 LIU Mi Em Eiji Er.J M3 LM U*Eil GFU =5 LJL'.'A CZ3"L laIL-J"LA"" ELCAUNUALAWLEW Eutaw NZ[AwwwUldLim -- w MrAEWEW"LA" NELAEM"KA"LFA WJ'Ataw"EuRm" mim MU-AN"laLULAid"" ELLA." BEni&xmml- INC U, t'IJLJ-' SKIAR R.UA MIAM::1y "L:wt;.••, uJ MMMMMMMI M221 mu.7-10 0.11 ARiAAi1i1:L1 MMMMMMM, WL"lML--lMlC-lv MLhkM '=-Z: Ll: I 11i J L _U MJAA--l=*D-M M:3LxlML--MlLWkLUJ Uj MMMMIMMM RUAIK—Alft-SA mlLllMZ-M:svRL&M OIL-- IN LJO 141-A I at" ELL-im 611 Rl!lj Lai SJUM01=10111LA L-W I " MiAl ELLA milm R.12-A IWjjIW=mW-x 121MOMMININ ILNUALIM111-IMIL A KIA'J-::3=MlLA MIJAMM.Z-11EW-1,11 Rum 101---lm FLNJLIJ M- MUMOR-I.-IMMUM MILE L= WfJ a —UA A =—m- NUKA v Vj UCTURAL SOL UTI tructural Engineering Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: I V8/2012 Project No.: 12.114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 Model # 600 _ Test Pressures: 32.7 psf, -37.2' sf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria. U to 5 Feet of Door Width in Zone 5• Anyof Slope; Enclosed Building Exp. B 30' MRH 155m h 1 I Exp. C,154MEW 141mph .. ExIi. C 25' MRH 134 mh Exp. D.15' MRH 128 mh Exp. D 25' MR 122m h . Witnessed By. Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmecdine, PE - Structural Solutions, P.A. Descrintion of Test Snectmen: A 16'- 0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except I strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at -each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testfir. 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 insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was flamed with shop welded structural steel square tubing and covered with 3/4" thick plywood The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test -Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Stepl:.Pmload. the_door_to_50"/o.of the.DesignPressure.andhold.for.10-seconds..Step.2: Unload the.door-forl-to.5mimite - _ _ Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations; No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 16'- 0" xT-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"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 T Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) Model 600,650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel ( 18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8') windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in I section Submitted B)r STRUCTURAL SOLUTIONS, AA. ( 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•a Fax (336) 856-2687 li NC Finn #C-1096 4- Florida Building Code Online r FL17676.2 Page 1 of 4 Business Professional Regulation r rMAsp 9J;d mUser Aeg SOSNoe ( log in I tstratbn Not Topic ( Submit Surcharge I Stats s facts Publications MC Stag I acts Sloe Map Units Search Bus' i'nes Product Approval OUS21t: ProfessiIPubbc User Regulation Product Approval Menu > PrpAun pr Application Stg2h > Application list > AppUcatton Oetall 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 Cl MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingerOmiwd. com Brent Sltlinger bsitlinger@miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 6B 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 Vear 2008 https: flfloridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Velidawr I Operations Adrrd*ftt0f) MI Windows & Doors. LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION T6A The product dds6tbed below is hereby approved for fitting -in the next issue of (he AAMA Certified Produids Directory. The approval Is based on suocessiul completion of tests. -and the reporting to the Administrator of the results -of tests, acodmpranied by related drawings. by' ari AAMA Accredited Laboratory. 1.1tie listing below will be added to the nek published AAMA Certified Products Directory. SPECIFICATION RECORD' OF PRODUCT TESTEDAAMAfWDMAICSA1011LS.2JA440.08 LC4'G40•414x2134 ( UU)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPO NO. SERIES MODEL'& PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH MI Windows & Doors, LI.0 7158 PVCXg1X)(IC)(INS GL) 914 mm x 2134 mm 867 mm x S92 mm j Code: MTL t RE1NF"LT)(ASTM) 3-0- k TO') 21101 x Z11") 2 This CertifigUon will expire July 27. 2020.(extended from July 27, 20.15 per AAMA 103-14a) and requires validation until then by oontinued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01409-47 Date of Report August 16. 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, la Ld boratories, Inc. Authorized for Certification Ame ' Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 j 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C C6C APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI I1 Install - 3S40 SH Fin ASTM E1300-04. S2x84.odi Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 13540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11854B 12S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3Sa0 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989 odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE S11989 3S40 FLS 36x84.odfFL17676 Created by Independent Third Party: Yes 17676.10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CeC APC 3S40 US 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 IO.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511849E 1247.odfFL17676 Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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 I1 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports R2 AE SU9888 1371.odfFL17676 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-PG3S FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.orgtpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 tf Florida Building Code Online Page 1 of 4 FL17676.2 777 Business & ProfessionalRegulation r Wda ftamnaitd SOS Home I log in I User 0.e91stration I Not TOPICS Submit Surcharge I Stats d facts i PubllCatbns FBC Stag ( BM She Map Unks l Search Busines Professi% Product Approval USER: puDllt User Regulation rmilipfflprg fmAuR Aoorevel Menu > ProAutt er Aooliotlon Seardr > Aw iotlon list > Appticada Oefall FL g 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 rl Product Manufacturer Ml Windows and Doors Address/Phone/Emall 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlingerOmlwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 96 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1. 5/26/2016 rA VMaw / Operations MnnWreW MI Windows & Doors. LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for fisting -in fhe next issue of the AAMA Certified Products Directory. The approval Is based on successful completion pf tests, -and the reporting to the Adminlsbator of the results of test% accompanied by related drawings. by' ad AAMA Accredited Laboratory. 1.'The listing below will be added to the next published AAMA Certified Products Direftry. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA/WDNwctA.101A.S?JA440-08 LC.PG40•-014x2134 (38M)-H Negative Design Pressure = s0 psf COMPANY AND CODE CPO NO. SERIFS MODEL'& PRODUCT DESCRI0710N MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH MI Windows $Doors; LI.C. 7158 PVC)(O/X)(IG)(INS GL) 914 mm x 2134 nt.m 867 nun x $92 mnI Code: IIA7'L. i REINF)(TILT)(ASTM) 310" x 7'0'l 2'10" x 2't1^) 2. Thistertification will expire July 27. 2020.(extEended 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. Arch teCWMI Testing. Inc. Report No.: 82133.01409-47 Date of Report August 16.2011 Date: April 16.2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification 4tedlLaab6ratories,Inc. Authorized for Certification Are' Architectural fUlanufacturers Association Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Fi 7C6 R2 C CAC APC 3S40 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 It FL17676 RI II Install - 3S40 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-SO Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012S28 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 12S2.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11989 3S40 FLS 36x84.odf Created by Independent Thud Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 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 08-012478 10.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S11849B 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 CeC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11,ndf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S1198881371.odf Created by Independent Third Party: Yes 17676.12 3S40 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 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 I Florida Building Code Online Pagel of 4 FL17676.16 Business& Professional Regulation 12 d& pVMMI f SOS Mane I Log In I user Registration I not Topic I Subadt Surcharge I state a Facts I PubliCatbns ( FaC start I SOS site Map I links I search I Busines ia Product ApprovalProfessilausea: Public user Regulation Product Approval Menu > P1Dduet or Apellca[bn 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 i] MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE a Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/201S 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G l ... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name I Description 17676.1 13540 SH 13604 Fin Frame 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. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 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.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 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 40x66.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.odf ASTM E3300-04. 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 Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 Fin 44x63.odf Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 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 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.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 144xB4 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions rL1767G R2 II Install • 31,40 Sl1 rin 44x04.ndf 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 IEvaluationICreatedby Independent RepoThird Party: 17676. 7 13540 SH S2x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-2S Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 lI FL17676 RI It Install - 3S40 SH Fin ASTM E1300-04. 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 8 13S40 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 5118548 1252.odf Created by Independent Third Party: Yes 17676. 9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 It 08-01372 S11989.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 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 FLS 44x72.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676. 11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 48x96.odf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 It 08-013718 II.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676. 12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by independent Third Party: Yes Evaluation Reports https: Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE S13015A 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 3S40 Fly S2x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 It 08-02270A 13.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 3S40 FLS S2x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 S12141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 Fis S2x84.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(1277S1A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3S40.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No Rey( 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 4802 (As Testedl.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/1.2/200 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: bad N® Contact :: 1940 North Monme Street Taaehassee FL ]2]99 Phone: OSO-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released In response to a public-reconis request, do not send electronic mall to this entity. Instead, contact the dike by phone or by traditional mall. If you haw any questions, please contact 850.487.199S. •Pursuant to Section 45S.27S(1), Florida statutes, effective October 1, 2012, Ilomsees licensed under Chapter 4SS, F.S. mutt provide the Department with an emaill address if they have one. The emalls provided may be used for ofilWl 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 4S5, F.S., please dick D=. Product Approval Accepts: PR® erect tSAFE https://floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Valid" / Operations AdMlnbtrabor) 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 befcw'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 tq the Administrator of the results of tests, acoompanied by related drawings. by an AAMAAoaedited Laboratory. 1. The listing below will be added to the nwd published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANVDMA/CSA 101/LS. 21A44048 LC-PG3$' 2731x1867 (108X74) Negative Design Pressure = -50 pst COMPANY AND CODE CPD NO. PRODUCTSERIESMODELION DESSERIESCRIPT MMUM sr& TESTED AKI MIWindows & Doors, Inc. 3S40 TRIPLE SH (FIN) FRAME SASH 10817 PVC)( O/X.O/XODQ(IG) 2731 mm x IM mm 860 mm x 919 mm Code. MTL WS GL)(REINF)(TILT)(ASTM) t9'0" x V2") Y10" x 3*") 2. This Certification will expire April 12, 2017 and requires validation until then by continued listing in the cement 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 4te d Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 10s' 2' typ.. 2' typ, TT 2' o.c. max. L n I'kW CLEARANCE ALL FOUR SIDES) N THING Min Edge Distance JAMB DETAIL C 'NAIL Ftt IS. A GENERIC t;RM WHICH HEAD DETAIL nAsm eY UIH1 Anchor See Section Details) a Min Edge 41 SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Notling On before fastening. IM AS OUIRED DRYWALL r ._ MOWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2. Wood screws shall ratify the Notional Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck instollations 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 shall be sufficient to gwrontee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' perrnitled of each fostener location. Shims sholl be load bearing, non — compressible type. 6. These drawings depict the details necessary to most 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 comers and no more than W on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER rRE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPUCABLE DESIGN PRESSURE LIMITATIONS) 1 tAe at"a on DAM INSTALLATION INSTRUCTIONS V.M.R. 8-20-09 FASTENER SCHEDULE — FIN- 3540 Single Hung NONE 1 e 1 Windows & Doors Continuous Head and Sill oft na Gratz, PA 3510 SH CM nN NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2 WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7 BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS I¢vmoNs DESCFA N an APPRMD IS. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18.THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SDUTES, 3500SP, 354OPX, 3540T, 3540SDLITES, 354OSP, 3250PZ, 32501, 325OSDUTES. 3250SP. 3240PW. 3240T, 324OSDILTTES, 3240SP, 3500HPPW, 3500HPT. 3500HPSDLIiES, 35DOHPSP, 358OWP, 3580T, 3580SDLITES, 358OSP. S-350OPW. S-3500T. S-3500SDILITES. S-3500SP, S-3540PW. S-3540T. S-354OSDLITES, S-3540SP, M-350OPW, W-3500PW, W-3500T, W-3540PW. W-35407, W-3540SDIL.ITES. W-3540SP, 1255PW, 1255SP, 128OPW. 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. U61SIGNED.0211712016 M6WWINDOWS DOORS 5 R Ilo50ESTMARKET GRATZ, PA 17030-0370` v,•xENs, d+; 0 6 +t SERIES3500FIXEDWINDOW96" X 60" NON -IMPACT NOTES o a E • N. G. 1 08-02859 NTS - 02/04/16 1 S'w1 OF 3 96" MAX. FRAME WIDTH etv DEscaprmx an AwworrD 2' MAX 10' MAX O.C. 2* MAX 1 i 10' MAX 1 60' O.C. FRAME HEIGHT SEE CHART /1 FOR NUMBER iii OF ANCHORS 2* MAX SERIES 3500 FIXED WINDOW EXTERIOR VIEW i RN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE N07ES: I. MAXIMUM D.L.O.: 92' X 56' 2. 2) 1' X 1/6' WEEPSLOT AT 2' FROM EDGE OF SILL FACE CHART 191 NUmberoleniftarlocationgrequIredLY.`i.lJ Frame Frame, width n Height 3a00 S Jambi 1 4200 H&S Jamb 4a00 H&S jJsmbIaS 1 64.00 60.00 6600 720D IJaMb N&S 'JambJamb 1.4mtIem 7a00, 64.00 90.OD 9aoo m Jam AS m SIGNED. 0211712016n 24.00 5 3 1 5 3 91 3 1 6 1 3 7 3 a 3 1 3 9 1 MI WINDOWS AND DOORS5 5 650 WEST MARKET STREET PA 17030-0370 lllllll ii// N .':, REN OM9/ 6 GRATZ. v, v\G SF•,d' moo6 5 8 6 s 9 9 6 0. 11 6 I SERIES 3500 FIXED WINDOW 00rt 63k 6a00 7 5 e 7 7 I 96" X NON —IMPACT aaoo 8 5 6 e e s e e e e 6 6 B 8 e e ELEVATION ELEVATION AT OF rv` T E 72 5 9 5 9 9 9 6 9 9 9 B 9 GRAWW oee eo REV j'°FS:;ORO' O\ \ 7a00 9 9 6 9 I S/ alOD 5 9 S 8 9 N.G. 08-02859 77j/111111111\\ 9a00 5 o s to 6 0 7 o scut ah sxnNTS02/04 16 2 OF 3 APPROVED SEALANT BEHIND FIN 16 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE r 1/4' MAX SHIM SPACE WOOD FRAMING BY OTHERS 16 WOOD SCREW 1 1/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/B' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVSM oCYNVroN atE PPROIFD NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE FWOODRAMING DESIGNED IN ACCORDANCE WTM AS7M Ell 12 T- p ,/•Y/ 6 V,G, BY OTHERS O SIGNED. 0211712016 MssoWINDOWSEST RAND DOORS It. lt o (//,% ET STREET GRATZ, PA 17030-0370 Ao' GENB•Si SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT RF0FININSTALLATIONDETAILS03i: aawN: 08-02 59 NTS a,c 02/04/16 3 OF 3 A Florida Building Code Online 18504.2 Page 1 of 3 RegulationBusiness & Professional r SOS tiome I Log In I User pegWration ( t W Topxa Submit Surdorge I Stats a Facts Publkatlorte I F8C Staff ( 6a5 Site Map Unks Search r 6USER: Approval usea: Public user 4 IaVallP Product Approval Menu > ProauR a Aoellotbn Search > Aoollmtlon LLst > Application Delail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger* miwd.com Authorized Signature Brent Sitlinger bsidinger® 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 2 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 FL18SO4 RO COI FL COI.odf 1710. 5.3 Method 2 Option B https: Hfloridabuilding.orglprlpt_app dtl.aspx?param=wGEVXQWtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, plane provide the Department with an emaa address which can be made avalhable to the public. To determine ll you are a llcN under Chapter ISS, F.s., please dick per. Product Approval Accepts: Credit Card Sete https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 1D7 !/B' COMBINED WIDTH W1W2 17/ FRAME HEIGHT WINDOW WINDOW MULLION 107 3/8' COMBINED WIDTH Wt-[- W2 BY LIN FRAMEHEIGHT WINDOW MULLION SPAN) f i 107 3/8' WIDTH FCOMBINED w -IH / w283 J WINDOW J FRAME HEIGHT WIN WWW MULLION SPAN) 1 All I AI W1 - 4- w2 107 3/8' COMBINCD WIDTH Arlon P-- -env (PA9 Ua11a Anchored Into rood ftming mullion pan n) 1&13 2&50R45. 01 umryWidth 4200 n 4LLOD 0213 2A00 13QO 130.0 130.0 t 0 t80.0 37.36 130.0 1 .0 121.0 127. 127.0 03 120. 7 94.3 78.8 721 72.0 8200 924 70.8 51 4&6 47.4. t'L63 8&8 us 47.3 44.4 0 7200 77. 8 5&741.4 3&8 t337.0 86.00 82:1 4& 33.1" 29.1 28.3 9 107 3/ 8' COMBINED WIDTH WI -II W2 e L 1FRAME Law HEIGHTMULLION SPAN) LI[-/], 07 3/ 8' COMBINED WIDTH WW1 -Il W2 ! 83* / J WJmW / FRAME HEIGHT MULLION SPA, 1 WI --IF-- W2 107 3/ 8" COMBINED WIDTH REVI ommPT10N I oAIE I App"*'o A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. 107 3/ 11" COMBINED WIDTH WIW2 83' J I WINDOW I FRAME HEIGHT WINOO W/NDOf N MULLIONAN) I 1 I APPROVED CONFIGURATIONS ML&nPLE LMITS MAYBE MULLED TOGETHER AS LONG AS COMBINED MOTH WESNOtEXCEED 107 WAS SHOWN HEREIN. Dwgn pr- redno W 41 Lbilmanchm"into In eonauft Mullion won on) Tributary W3 12150 Width JIL00 4200 n 4rR00 111113 2400 130. 0 130.0 130.0 13D.0 130.0 180.0 37.38 13CLO 1130.0 130.0 130.0 i3D.0 130.0 IA83 130. 0 130.0 130.0 130.0 130.0 130.0 62,00 13!N 11&4 87.8 79.3 73.9 71S . 6503 130. 0 98.8 729 85.5 00.5 5&2 720D N. 33 72,4 54.0 4&1 44,0 OR 621 4&0 3 1t 29.1 3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHARTARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE w 1 -- i F- 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 DP CHARTS V.L. 1 08-01445 NTS IDAIE 01/11/12 1 ;M2 SIGNED: OBM712015 Iv,G. E8 N8jAF' 9 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: MI. 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 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8' x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -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. Cenfficadon 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 5 R • L 0 q`P o51 ; TAT OF ; w ORID G ONAlI Luis R. Lomas, P.E. FL No.: 62514 08/0712015 Florida Building Code Online ; S Page 1 of 2 RegulationBusinessProfessional Pd 4*11M0 bras Moms I Lao to I User Registration I Mot TGPkZ SdwNt SurdeMe Stats a Fees Publlotton• FOC SSMff a= She Map uNa SetrM BUS i es Pro ssi al Product Approval USER. public Um Regulatbri mum a. > WOMUMIN > Aowu=eia6 baA- FL FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email S140 W CLifton Street Tampa, R. 33634 813) 884-0444 lyle.pestow®acm-metals.com Authorized Signature Vivian Wright ricicw®rwbldgconsultants. com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Panel Walls Subcategory soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 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 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard. Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding-orglpr/pr app dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 o A M AMI NICAN CONSMUC110N METALS 5140 West Won Sheet Tampa FL 33W TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENBZAL NOTES 1. This product has been evaluated and Is in compOonce wilh the Sth Edition (2014) Ronda Bundmg Code excluding the "High Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shoe be beyond won dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysts. 4. Wood/CMU wall construction, by others, must be designed property to receive foods from the soffit and/or T x T batten strips. S. Aluminum soffih shall conform to the requirements of IBC Section 1404.&1 and labeled according to FBC Section 1710.9 TABU OF CONTENR EET• OWNPRON 1 T eletnal'glss a notes 2 . Panel details 3r Soffit etas a d n 4 Som d a d h S SoM detak design t a bi of.MqWm TWnE 4 P4 W121a11T1KK:Q 74014 tofarnr00 QUAD 4 Q4 f?+012&M1VrdM 111.# IjliI ZVI C s mn owl o 0Ills 1 at ar_ . Fop m , re ix om or. LFS aw". W . rL-12019.1 ALUM" SPAN.- ROOF OVLROIANG SPAN ' A ' ROOF OVERHANG ROOF OV9OUWG r ROOF 1 ROOF ROOF FRAMING FRAMING FRAMING ALUMIMIN FASCIA j . ' TRIM' -.. TIIIM ; ESE c CHU OR l --r-- SOFFIT J — (MU OR' .SOFFIT CHUOR- wowT MOOD pETAIL-C'FRAMED SMEDBAIL'A' FRAMED EIAIL-A- FRAHED SE DEFAIL' B' EE DEFAQ' D' SEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN 'w/]-CHANNEL shown w trunift " ) (Sam ad bmTmn" (Amllerd) (Slam d 1nmlranbv ondlem) SINGLE SPAN IENGTN A' DESIGN PRESSURE (PSJ7 POSRIVE jNkGATm B- 70.0 141.0 10 60.0 60.0 IT 50.0 50.0 14- 38.5 385 le 30.0 30.0 h DESIGN® BY THE ARCHRECT OR BIGIO33t OF RECORD DETAIL" B " F-MaF nel 11BM NAIL ATTACHED THROUGH FASCIA NOTE 01EO.0 MAIL FOR SQUARE CUT OVERHANG. r TRIM BOTTOM OF FASCIA FLAT r11 AGAINST PANEL STAPLES INSTALLED 0 END OF PANEL AND r MAX O.C. SEEDEFAIL'1-. SHEET 51 IJrMAX DETAIL " A " Fascia STAPLES INSTALLED 0 2,f O.C. (INFO WOOD) ON F-CHA JEL LEG OR T-NAIL 0170 C. INFO WOOD OR MASONRY) STAPLES INSTALLED 017 O.C. (INFO WOOD) INFCHANNELSIOTORMAIL0170.0 INTO WOOD OR MASONRY) STAPLES LOCATED STAPLES INSTALLED 017 O.0 (INTO WOOD) INJCHAMELSLOT OR 1-NAa 0170.0 DETAIL" D" J-Channel Fascia STAPLES INSTALLED 017O.C. (NTO WOOD) IN JACHANNE3 SLOT OR T NAIL 0170.C. INTO WOOD OR MASONRY) STAPLES LOCATED Li 2tO.C. INTOFRAMING / 11 . 2 Ilrf MAX i 1' MAX DETAIL " C " opn l{ 5dcow , dG2 2 211 s EFL- 12019.. l JKSUBSTRAEE NOTB: KI. WOOD SUBSTRATEG - OA2OR UTTERo2.MASONRYSUBSTRATE3.ODDPSICONCRETE(AC1301)OR HOLLOW BLOC[ (ASTM C90). 3 .15_ 0 IIEAA DESCRTPRON MATERIAL 1 FASCIA .0215' IHK. AL 3105 - H14 ALU1i1INUM 2 7 CHANNEL .oIW THK. AL 3105 - H24.. ALUMINUM 3 r CHANNEL D1SS THK. AL 3104 - H19 ALUMINUM S GUAD 4 PANEL .0 i5monviHiciJALmos ALUMINUM A TRIPLE 4 PANE D11S OR .013SiHICIQ AL 3105- - ALUMINUM 7 ISx13/4'TRIMHAIL S.S. 8 18• GA. X 1/4' SS STAPLE / 7/8' MM. EMB STET 9111 7- X 2- BATIE4 STRIP(G=A2 0R BE=) WOOD 10 APA 04- GROUP 1 EXT.15/37 PLYWOOD OR BUM WOOD 097- DIA. T4WL / S/8' MIN. EMBEDMENII STEEL 12d X 3.1/4' 1X2 Vswm HD. GALV. STEEL FRAMING (G>z&42) COMMON HALL 6 24' D.C. ATTACH w/ 2.8d COMMON w/ I V r MIN. EMB, 7 F FR NABS 61OP 10 ROOF FRAMING DETAIL " H " - SIAPIES R6IALLED END OF PANEL AND If MAX O.C. SEE DEFALL'J -- 4- MAX LWAll"J.. ROOFCVERMAHG ROOF SPAN ' A ' le CD jS dm SEEDEtAILR21 •B• C' ag 5 fAc v i `_ d '• 12dX3-I/4 —1_LS— ~------- EMU OR HD. GALV. STEEL WOODiWOOD . COMMON NAIL 0 2C O.C. SEE OETARL' A' ` i / qJ I FRAMED w/ 13/4' MD4 HNB (SHEET 3) J CONTINUOUSSEEDETAlLHBAflB40CL . 4 SPAN e STAPLkS D4STAtLID f SIDE VIEW - DOUBLE SPAN w/BATTEN.. END OF PANEL AND (5liown w/ vu-0nmlluJ mole—) r MAX O.C. EEDETNL-J'( SPAN ' A ' DETAIL"I" TWIN SPAN LENGTH w/CONTINUOUS BATTEN A' DESiGN PRESSURE (SF) POSITIVE NEGATIVE 16' 70.0 70.0 18' 20r 60.0 60.0 27 54.5 54.5 24' 50.0 50.0 ROOF FAAM4G OVERHANG SEEDETAIL'G- SHEET 41 r SEENOIE2 1 1 cm OR Wow Sff DETAIL V 8 1 FRAMED SEE DETAB' A' S W 3) SIDE VIEW - DOUBLE SPAN w/BATTEN Shmm W/ bunftmbg Owu+A^9) CONNECTOR NOTES 1. WOOD FRAMING AND CONNECDOHS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHRECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G - 0.42 OR BETTER 2.12d COMMON NAIL OR 3/18' IIW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE 3.007 PSI CONCRETE (ACI301) IMB4. I-1 /4' EMBEDMENq • 2C ON CENTER OR HOLLOW BLOCK IASTM C90). h 7 V 4 e _ L1. N.T:S. 5 PT JK sr LFS ; xm NW 0 FL-12 119.1 °o N Florida Building Code Online Page 1 of 2 Business & Professional Regulation Oj:b (ly yVi*N r BCIS Meme I log In I User Regftb%tton i Ha 7600 I Submit Surdame I suits a FMS I Busines Profess'iQ1,I Product Approval Regulation ApaltWon tiacao FL # FL16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Anchlved 1 Pubti ations I rec Stiff I acts sw wo I Unki I SOMh I Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suits 800 Atlanta, GA 30328 770) 946-4571 mcollins@adasroofing.com Authorized Signature Meldrin Collins mcolllns@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Pooling 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 fjj Validation Checklist - Hardcopy Received Certificate of Independence fi 1630S P4 Col =300 A 2014 FBC Product Evaluation Shlnoles.odf Referenced Standard and Year (of Standard) dam Yesr 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.floridabuUding.org/pr/pr app_dd.aspx?parwn=wGEVXQwtDquJBMjgU1j3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products r FL p Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use In stallation Instructions _ k16305ApprovedforuseinHVHZ.' Yes R4 It-AtL13002.4 2014 Ek Vrinduet Evaluation Approved for use outside HVHZ: Yes ShNnales.Ddf Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Crested by Independent Third Party: Yes Other. See evaluation report for limits of use : Evaluation Reports s6 R4 'AE ATL_M02.4 2014 FBC Product Evaluation Shlnales.odf ICeeated by Independent Third Party: Yes Tho Alatn of F1nrUa K an "IffO r.•rA.._.. ]Oby r a 4:en d Anises.:: Privacy st.I..mrnt :: :: Under Florida law, email addresses are PuWk records. If you do not want your e-ma0 addrea released In response to a publk•records request do not send elemaIc null to this entity. Instead, mnbct the of a by phone or by tradlUonal mall. If you have any queMM pleM Contact 6S0.4t7. 09S. *Pursuant to Secdon 4SS.275(1), Florida Stabrms, effective October 1, 2012, Ibensees Ilomsed under Chapter 45S. F.S. must provide t1a Depa.u.— t with an email address If they have one. The emads prevlded may be used nor affkbl mmmunkatlon with Wo G araea. sbwet, r ema0 addresses are ptak remrd. If you do not wish to Su" a personal address, please provide the Dade 0 K4 wdh an email address which can be made avallable to the public To detertni a If you are a Ikensaa under ChWer 45S, F.S., pease dkk bm. Product Approval Aobept92 NINE CreditS FE hittps://www.floridabuilding.orp-/nr/P app_dtl.aspx?para vGEVXQwtDquJBMjgU1j3N... 7/20/2015 CR K Certificate of Authorization 2gh DrurghDr17520Edinburgh Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE if" 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 oStandard YAK 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 (I ST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3181 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA06-02-01 Rev 1 ASTM 0 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA07-02-01.1 TAS 100 1995 PRO 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 (TST5876) ATL-125-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5876) 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 Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM O 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page.1 of 9 Thls-evaluation report -Is provided for State of Florida product approval under Rule 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 Conshuct on 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 Tectvwlogies (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) ATLA86-02-01 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, 34ab 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 PlnnacleW Pristine architectural asphalt shingle with two, dashed, thermally -activated. self-sealing sealant Ufetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster® State 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. ATL13002A FL 16305-R4 _ 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 (Vwj: Tough -Master® 20 Basic Wind Speed (Vaw): 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 54nch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either `4 Nail Pattern" or '6 Nail Pattern' detailed below. W NaftT M00% 1 4 • Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Naffs 12- 4 1 9W Figure 2. GlassMaster® 30 & Tough-MastefO 20 6 Nall Pattern ATL13002A - _ . _ FL 16305-R4 Page 3 019 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall !R# .. C . EM 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 Basic Wind Speed (Van): Basic Wind Speed (Vwd): Deck (HVHZ): I v 1 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. Ih accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 Nail Pattern' detailed below. mx rtn va.nmwroer Ana ma r 12 Ur K CM 0 0 0 F. O O .O O 0 0 0 0 0 Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-I.AMT" Architectural Shingle 6 Nail Pattern ATL13002:4 FL 16305-R4 Page 4 of e. ThIs eMuation deport'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 Pinnacle® Pristine 3 Basic Wind Speed (V,a): Max. 194 mph StormMaster® Shake Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/.16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installation (Non-HVHZ): Installed with 6 in. exposure in accordance with FBC requirements and' manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern* detailed below. l/f1r l pi3O! nOi M r TV r .. Tti O 0 0 0 0 O,—,-1 L , C O O G tom= «• 000cQrI _.IC7. 1L-,,rJ1=ac.c C clot_ 7 - 1 .Yr I •t Figure 5. Pinnacle® Pristine and StorrnMaster® Shake 4 Nail Pattern (Non-HVHZ only) x n w b omm .er CM co, oCM 00 000 0000 «. osooc70000 00o coo 00 o I 7a• Figure 6. Pinnacle® Pristine and StortnMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Pees 6 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notNy 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 StonmMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (V„e): Deck (HVHZ): Deck (Non-HVHZ): Underfayment Min. slope: Installation (HVHZ): Installatlon (Non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattem' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattem" or "6 Nail Pattem' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattem Figure 8. StonnMaster® Slate 6 Nail Pattern ATL13002.4_ _ FL 16306•R4 Page 6 of 9 Thls'evatubtl6 teport'Is provided for State of Florida product approval under Rule 61G20-3.: The manufacturer shall notty 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 r' ATL1 Basic Wind Speed (VL4: Basic Wind Speed (Va>m): 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. ui.lvr ya..e.o 0 0 Figure 9. Pro -Cut® Starter Strip FL This evaluation repdd Is provided for Slate of Florida product approval under Rule 61G20-3., The manufacturer shall notify CREEK Technical SeMoes. 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 SERVICtS, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vw4: Max. 194 mph Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind,.. r I 12 ga.1-1/2' ring t shank nail 2= 12" ti' 1 1 I 1 Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-R4 rage a ar V Ttilsevaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product charges or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty. Installation. recommended use. or other product attributes that are not specifically addressed herein. C R E E•K 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 614320-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5°i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No 14021 L C p t• STATE OF V. :1 F11 . 0NA EC%%%. 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE - CREEK Technical Services. LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation.. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Pried. P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial Interest in any other entity Involved In the approval process of the product. END OF REPORT ATL13002 4 FL 16305-R4 Page 9 of 9 TM 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: Hamptori, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE — Category: Roofing Subcategory: Asphalt Shingles Code Sections: 15072.5. 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Tectmologies (TST5878) PRI Construction Materials Technologies (I ST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Tectmologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Constructionlion Materials Technologies (rST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATLA06-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138.02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (rST5878) ATL-168-02-01 Standard ASTM •D 3161 TAS 107 TAS 100 ASTM 0 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM 0 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM 0 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM 0 7168 ASTM D 7158 ASTM D 3161 TAS 107 ASTM 0 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (rST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATI-4002.4 1. _ FL 16305-R4 _ 0W 1 of 9 This evaluation report Is ploiAded for State of -Florida product approval undef Rule 614320--& The manufacturer shall nobly CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster®30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, therrnallyactivated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158. Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002 4 FL 16305-R4 • Page-2 of 9 This evaluation report Is provided for State of Florida product approval under Rule 81G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 8 Basic Wind Speed (V,o: Tough-Mastermi 20 Basic Wind Speed (Vasd):` Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published 'installation instructions. Shingles shall be attached using '6 Nail Pattern- detailed below. Installed with 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. w NailsT. N_ 1 12" ! 1 y h--12- IT t 2• Figure 1. GlassMaster® 30 6 Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 3e- Nails Ur 12" —81 12" + 12--- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002 4 FL 16305-R4 _ _ _ Page.3 of 9 This evaluatlon report Is p Wded fof 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. SCREEKTECHNICALSERVICES, LLC ProLAM'" Architectural Basic Wind Speed (VA): Basic Wind Speed (Vaed): Deck (HVHZ): 1 L Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In aocordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or'6 Nail Pattern' detailed below. mu w uw prrba oafq"r nIAnY tib T Yt r r ny N co O O O O O O O O O O O O O O sw Figure 3. ProLAM " Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAM"m Architectural Shingle 6 Nail Pattern ATL13002 4 FL 16305-R4 Page-4 of 9 This evaluation report'is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notlfy 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 (Vun): StormMaster® Shake Basic Wind Speed Nam): 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. aw wR 73! {Irar.aw6{s1 are ti.{ M t.• IE. 00 0 0 rO 0 OC C_-1 C-) O C =3 C l-3L J 00C O O' O t= n G' L G? r-i C71 ice Figure S. Pinnacle® Pristine and StotmMaster® Shake 4 Nail Pattern (Non-HVHZ only) as x W Vol r tirmy"am am Near r ur • f0 O O I= O O O O G O O O O Q O 0 0 0{ , e O O O O O O 0 0 0 C3 co 0 iR Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002 4 FL 16305-R4 Page 6 Of 9 This evatuaton report Is,provided'for State of Florida product approval under Rule 611320A. 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 (V,m): Basic Wind Speed (Vmd) Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Neil 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. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall 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, I I C Pro -Cut® Starter Strip Basic Wind Speed (V,m): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: - Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7116 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed 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: 1lµ4Vr Mclud s0 e wir.r Figure 9. Pro -Cut® Starter Strip ATU 3002.4 . FL 1UJU5-K4 _ rea I vv y This evaluation report is•.pm4dedYor Slate bf 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. CRetK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VW: Basic Wind Speed (Ve,e): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ and non-HVHZ): r- ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure In accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" q 12 ga. 1-1/2' ring shank nail 12" Figure 10. Pro -Cut® Hlp & Ridge ATL13002 4 rL IyJVrrc9 . Win-• — -• -• This evaluation report is provided for State of Florida product approval under Rule 81G20-3.: The marndecturer shell 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. SCREEKTECHNICALSERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation.. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and In accordance with FBC requirements.. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM 0 7158 applies to exposure B & C with a building mean roof height of 33-111 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 61 G20-3. COMPUANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ottiitu#1011 SG •.C E N SF••• No 74021 it ir 9 STATE -OF •:W 2 2015.06.2 912:5 5:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE _ -- CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any other entity involved in the approval process of the product. ENO OF REPORT ATL13002.4 FL 16305-R4 _ Page 9 Of 9, Thia evitTuetloit: fePori ft•t? ded.• d Floes p,°! r Rule 61G20;3 Them mftcturer•shan:n0I fy CREEK Tectvdi al Senilbes: U:C:of. ariy,tno0uot changes ar.queLyriassWw".chwgi s througFrad the duration for;vrhich this,n3port is valid. 11ft evaluation rgmd does not•exprEss rtor.imply VM,M ty, lnmlattcu . reotiirtrrieri0ed use:,k>r ",product atbibutes !are not specifically addressed herein. f Florida Building Code Online UoCker aUj Mee- -+5 Page 1 of 1 Business : Professional Regulation r Forkt,,/d _ acts Home I tog 1n I user Rt Tapiaegistration iMaISubmit &OCINS tie I Sots a Facts I PuWkatlons I FBC Staff I BUS Site trap I Unks I Search I Bus nes product Approval Pro ez 10USEa: Wbna User Regulation M-- AppRalfal txa. Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results 1E6AL ADD Ile ucaaons Manufacturer Val{ datod Br Status FL15216-112 Revision InterWrap, Inc. John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Undedayments aes.u. e AaoIOWla oBPR this& reekwed ttrd ratified IN the Pot &Iola, ten coavolobrhecessan• tnn,a, r rh• ;;`. Plane_ ASn412±1PRe The State of Florida IS an ANEEO empleyer. Call; pelf 2G64fii i 9a ef RorlditnoAdit.:: nrbacv Sestment :: AeaeSsMW e_tetr_= :: RefundStatement Under Florida taw. email addresses ant public records. If you do not want your *-mail Address released In response to a putlk-nilowds request do not sad electronic man to of anuty. Instead, rnMmact the office by phone or by trad— I mac. U you have any questions. please centact 650.467.119S. •urvAnt to Section 4SS .27S( 1), Ronda Statutes, effecWa October 1. 2012. licensees licensed under Chapt r 4SS. F.S. must provide eta Department with an email address It ve they haone. Theemusprovided may be used for official communication with the Ileersoe. However email addresses are public record. If you do rot wish to supply a personal address, pleas• provide the Oeparurxrlt with an emar address which an be made &vocable to the publlt To detemdne If you are A licensee under Chapter 4SS, F.S.• please dkk b=. Product Approval Ao:epts: Credit r '11 SAFE https://www.floridabuilding- org/ pr/pr_appjst.aspx 7/20/2015 Florida Building Code Online Page 1 of 2 Business & Professional Regulation jpacDevi me, eas Nome I io to I user aQ01Sft f% i Not ToWa I PtoleJIIles Product Approval si I ® wekuxr Regulation SuWa suidrroe I seta a Faas I PUEUCauom I FBC sun I eCs site wv 1 uma I SCUM I eoatii erm®r 3; > e alraloaus> ArPUCsnon oat:a FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL15216-R2 Revision 2014 Approved InterWrap, Inc. 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Eduardo Lozano elozano@Interwrap.com Eduardo Lozano 32923 Mission way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Roofing Undedayments Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardoopy Received Robert Nieminen PE-59166 Intertek Testing Services NA Inc. - ETL/Wamock Hersey 11/17/201S John W. Knezevlch, PE i Validation ChecldVA - Hardcopy Received 1S07.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1S07.8 https://www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/201S Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Surilni8ry of Products FL 0 Model, Number or Name Description 15216.1 RhinoRoof underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVH2: No Ey5216 ]I 2015 04 FINAL ER INTERWRAP RHINORODf FLL5216- B2.odf Verified By: Robert Nleminen PE-S9166 Created by Independent Third Party: Yes Evaluation. Reports Fi 1ilk R2_ AE 201S 04 EINAC ER 1NTERM" R4N010611F ELS216- Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other. See ER Section 5 for Limits of Use. R2. oa Created by Independent Third Party: Yes contact Us:: ow m* as"112.1a14 The State a norida is an AA/ emplo"r. .. " i Refund 9taternent Under Florida law, ema0 addresses ant public recorft if you do ca want Your e-mail address released In reWnsa to a put ic•rerards repuest, 40 not Send electronic map to this entity. Instead, contact the ornr. by phone or by traditional mail. it you have any OursWM please Contact eS0.4E7.139S. 'Pupntant to Secteoru 45S.275(I). Florida Statutes. effeer012 be October1. 2. Iltmees slicensed underChapter4SS, F.S. ana proWde the OepartMEnt with an Mill!a0016t If they have one. The waft provided may ba ula0 for official comma dOUoa a lth the licensee. ItWmwr ama9 addoeSM are public record. if you do nit ielih to tuppty a personaladdress. Pleme ProMe awillaOMiolent with' anaiNO a00raSS which an ba WO" ayad4bla to Via public. To determine U you are a litasee under QJ-ptdr 4S;: F,S, please dickQom. Product Approval Accopte: Ci editSAFE https:// www.floridabuilding. orglpr/pr app der.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 QOoxFEXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I ERD 353 CHRISTIAN STREET, 0 fi13 oao, CT 6478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT loterwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FLiS216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the St" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: Rh(noRoof Underlayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CompuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AovEaTIsEMENr. The Evaluation Report number preceded by the words "Trinity(ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsPErnoN: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. S9166, Florida DCA ANE1983 The faalmh aael appea ft was ou0athed by Robert f0embwn, PE on 04i27i2D1S: This don not m w as an aleaeaJW N akned doanam Sped, caalad MNeopla have been tratvnitaed to ft Product AppmW Admhdutabtt and to the named dletd CERTIFICATION OF INDEPENDENCE: 1. TrinityjERD does not have, nor does it Intend to acquire or will it acquire, a financial Interest in any company manufacturing or distributing products it evaluates. 2. Trinity] ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have not will acquire, a financial interest In any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITYIERD ROOFING COMPONENT EVAWATION: 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 Prooerdes Standard Year 1507.2.3,1507S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1S07.95 on Heating 1507.2.3,1507.53,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference PAM ITS (T5T1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TSTLS09) Physical Properties 10053939SCOQ-006 03/14/2014 ITS (QUA1673) Quallty Control Inspection Report 11/17/2014 4. PRODUCr DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 0226, Type 1 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. WrTATIONS: 5.1 5.2 S.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAatE 1: ROOF Covm OPrtoNs Underlayment Asphalt Shingles Nail -On Tile foam -On Tile Metal Wood Shakes g, Shingles Slate or Simulated Slate RhlnoRoof U20 Yes No No Yes Yes No _ Exposure Limitations: RhlnoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.2 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 0226, Type I or II or 04869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140S30.02.124112 Cerdficate ojAuthorizodon N9503 FLIS216-RZ Revision 2: 04/27/201S Page 2 of 3 oTaINITYIERD 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. g ; RhlnbRoof 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 HVH2 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 Sidoe > 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.Layer. 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. SumoiNG PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANuFACTIIRING 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 EVAUJATION REPORT - Exterior Research and Design, I.I.C. Evaluation Repoli MOSIO-OL32-112 Certl COW ojAUdWIz000n 09503 FL1S21"2 Revision 2:04/27/201S Page 3 all 3 QoTaINITYIERD EXTERIOR RESEARCH & DESIGN, U.C. Certificate of Authorization #9S03 353 CHRISnAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way . FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DEscwPnoN: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 t sYQ'o tit`.rFlttto-59101•• sue: The fa alm0a seal oppndft was aathortred bIr Itobart 1 IOM MA, MuityM' vE an 04/27/201L Thb don not um as an elecamlo0y dined OOgIRMra. Signed, saated hardoopks hew been trenmltted to the nmdua Approval Adminbtratar end to the named diem CERnFICAnON OF INDEPENDENCE: 1. Trinity IERD does not have, nor does It intend to acquire or will It acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial Interest in any company manufacturing or distributing products for which the evaluation reports are being Issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOtRINITYIERD ROOFING COMPONENT EVAWATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing In accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,1507.53, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.83,1507.93,15o7.9S on Heating 1507.23,1S0753,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, DImenslonal Stability 3. REFERENCES: EMIty Examination Reference P3tg ITS (7ST1509) Physical Properties 10053939SCOQ-M 10/27/2011 ITS (TSTiSO9) Physical Properties 100539395COQ-002 10/27/20U ITS (TST1509) Physical Properties 100539395COQ-M 03/14/2014 ITS (QUA3673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM 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 TrinityJERO 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 HVH2. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Undedayments are follows: TABiE,i: ROOF COVER OPWNS Underlayment Asphalt Nall -On Tile Foam -On The Metal Wood Shakes Slate or Shingles 6 Shingles Simulated Slate RhlnoRoof U26 Yes No I No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 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 Rhinoltoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or II or 04869, Type 11 undedayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 14OS30.02.12-R2 Cert!/kote Of Authorization 09SO3 FL1S21&R2 Revision 2: 04/27/201S Page 2 of 3 VTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6-, RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver. Roof 516oe > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure 124 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 poubin 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. S. MANUFAcruRING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20.3 CIA 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, LLG Evaluation Report 140SM02.1242 Cerd/icore OfAuthorization #9503 FLi5216- R2 Revision 2 04/27/2015 Page 3 of 3 0211112015 13:41 UD p ar21004 iI MIAMI-DADS COUNTY PRODUCT CONTROL SEM Nr DEPART604 ' OF REGULATORY AND BCONOMIC RESOURCES (RUM) I I SW 26 sued, 040M 208 BOARD AND CODE ADMINIB'PpATION DIVISION Miami, Florida 33175.2474 NOTICE OF ACCEPTANCE (NOAI T (7U)311-2s9° P (7a6) 313.2s99 Y-rr rL rL_ __ •. - . Soatheastern Metals Manufacturing Company, Inc, 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. ThedocumentationsubmIliadhasbeenreviewedandacceptedbyMiami -Dade to beCoumryRPR -product Control SectionusedinMiamiDadeCountyandotherareaswhaleallowedbyflueAuthorityHavingJurisdiction (AHJ} This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control SectionInMiamiDadaCounty) arWor the AHJ (in areas other than Miami Dade County) reserve the right to have thisproductormaterialtestedforqualityassurancepurposes. If this product or material fails to perform in the acceptedmanner. the manufacturer wUl incur the expense of such testing and the AHJ may immediately mvolm, modify, orsuspendtheuseofsuchproductormaterialwithintheirjurisdiction. RER reserves the right to revoke this acaeptence, if it is determined by Miami -Dade County Product Control Section that this product or manna fails to matt therequirementsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the Florida Building CodeincludingtheHighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturer's name or loges city. state and followingstatement: "Mlatni-Dade County Product Control Approved% unless otherwise noted herein. RENEWAL of this NOA shall be considered elm a renewal application has been filed and there has been no changeintheapplicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. T$RMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate thls NOA. Failure to comply wiM any sectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County. Florida, and followed by theexpirationdatemaybedisplayedinadvertisingliterature. If any portion of the NOA is displayed, then It shall be doneinitsentirety. INSP1i MON: A copy of this entire NOA shall be provided to the user by the manufacturer or Its distributors andshallbeavailableforInspectionatthejobsiteattherequestoftheBuildingOfficial. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao. R.A. C.fY C GIl— NOA No.: 13-0814.08 Expiration Date: 04/IS 19 Approval Dab: OV23/14 Page 1 of 3 02111/2015 13:42 fAk P.0031004 ROOFING ASSEMBLY APPROVAL Category: Roofing Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADz NAM18S OF PRODUCTS N&KUFACTURED OR LABELED BY APPLICANT: Hannfaetured by Teat Product noli„ant Dh3a!on! 6uscflcations _ 48 Weeder Vents Vent: 4- A" x 19" x 46" TAS 100 Galvanized metal roof vent Deck Flange: 24" x 524 Thickness: 0.0217 inch.-- - _._. MAPIOIrACTmING LOCATION 1. Jacksonville, FL EVi1 ZNCE SUBMrrm AgencyTedTestIdeatifarTiatNamalseportDate m Asphalt Technologies, Inc. TAS 100 SEM-002.02-01 08/14/03 ICC-ES AC132 SEM-027.02-01 OW7114 APPROVII:D APPLICATIONS: Deck Type: wood Deck Deseriptioa: "13in or greater piywood_or wood plank _ - . _ .. _ _ - - - - - - - - - • - —• - — - - System Type A: Mechanical attachment of vent for shingle roofs hes ftom Cutout: Markeridge. get blade466 ettonthickness of sheathing abetween nd cut opening alignedout lines andBrushany sawdust and debris. Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a l/8" thick of an approved ASTM D 4586 asphalt roofing cement. Secure vent to the roof deck with I-V4" galvanized ring shank roofing nails spaced approx. s" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Data: 0411Sf19 Approval Date: 01/23/14 Page 2 of 3 0211112015 13:43 M P.0041004 LmwAnow 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or Identifiable marking of the manufacturer's dame or logo. city, state, and following statmnent: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS ROOF FLANGE MAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: I3-0814.08 910ratton Ante: 0411S/19 Approval Date: 01/23/14 Page 3 of D RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lo 3Thombro keEdenIIIAGLW 14 (1 Builder Name: Ta or Morrison Ho es D D BUIL i CStreet: Ito (rK- i'a1I. (,Q hrt. Permit Office: Q M City, State, Zip: FL. S N .-o( Permit Number: # i 0 7 - 1 9 0 5 SANPORDOwner. Jurisdiction: 15 O FoDesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) gRTuo 1. New construction or existing New (From Plans) 9. Wall Types(3543.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1762.50 fl° b. Concrete Block - Int Insul, Exterior R=4.1 1561.80 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 219.33 W 4. Number of Bedrooms 5 d. N/A R= ft2 10. Ceiling Types (2007.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2007.00 ft 6. Conditioned floor area above grade (ft') 3422 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. 11.Ouctcts R= ftRft° 7. Windows(580.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 348 a. U-Factor Dbl, U=0.34 452.89 ft° b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 336.4 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 b. Central Unit 25.2 SEER:16.00 25.2 SEER:16.00 c. U-Factor: N/A ft° SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft° a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.140 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3422.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1740.00 ft° b. Conservation features b. Floor Over Other Space R=0.0 1428.00 ft° None c. other (see details) R= 254.00 fl° 15. Credits Pstat Glass/Floor Area: 0.170 Total Proposed Modified Loads: 90.03 PASSTotalBaselineLoads: 96.37 1 hereby certify that the plans and specifications covered by Review of the plans and 1HE STgr this calculation are in compliance with the Florida Energy specifications covered by this v _ F ,,0, Code. calculation indicates compliance v ii„ _:;,,,A 144mst with the Florida Energy Code. 0 PREPARED BY: Before construction is completed a4 M c7 DATE: 3/1.0/1.7 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, designed, is in compliance Florida Statutes. IAC 0DwiththeFloridaEnergyCode. NVE• OWNER/AGENT: / DATE: BUILDING OFFICIAL: DATE: 7-31!7 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot93ThombrookeEdenlllAGL Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3422 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Homes Rotate Angle: 0 Street, Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL. New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1740 16182 2 Block2 1682 15138 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1740 16182 Yes 6 1 1 Yes Yes Yes 2 2nd Floor 1682 15138 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ ___ 254 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 167.3 ft 0 1740 ft° 0.49 0 0.51 3 Floor Over Other Space 2nd Floor __ -_- 1428 ft° 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 2230 ft' 500 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1994 ft' Y N 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 216 ft' 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1791 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V #-Omt To Wall Type Space R_Value-Ft-In-Et-In Area-R_Value_Eraction_Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 51 0 9 4 476.0 ft' 0 0 0.6 0 3 NE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 4 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 5 E Exterior Frame - Wood 2nd Floor 13 33 0 9 0 297.0 ft' 0 0.23 0.6 0 6 E Exterior Concrete Block - Int Insul 1st Floor 4.1 33 0 9 4 308.0 ft' 0 0 0.6 0 7 SE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 8 SE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft' 0 0 0.6 0 9 S Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 fl° 0 0.23 0.6 0 10 S Exterior Concrete Block - Int Insul 1st Floor 4.1 53 11 9 4 503.2 ft2 0 0 0.6 0 11 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft2 0 0.23 0.6 0 12 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 19 7 9 4 182.8 ft' 0 0 0.6 0 13 Garage Frame - Wood 1 st Floor 13 23 6 9 4 219.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.34 0.31 12.0 ft' 1 ft 0 in 1 ft 4 in None None 2 n 2 Metal Low-E Double Yes 0.34 0.31 771 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 ne 3 Metal Low-E Double Yes 0.34 0.31 154 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 ne 4 Metal Low-E Double Yes 0.34 031 19.3 ft' 3 ft 6 in 0 ft 0 in Drapes/blinds None 5 e 5 Metal Low-E Double Yes 0.34 0.31 75.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 6 e 6 Metal Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 e 6 Metal Low-E Double Yes 0.58 0.32 128.0 ft' 11 ft 0 in 0 ft 0 in None None 8 se 7 Metal Low-E Double Yes 0.34 0.31 15.4 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 se 8 Metal Low-E Double Yes 0.34 0.31 19.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 s 10 Metal Low-E Double Yes 0.34 0.31 27.1 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 s 10 Metal Low-E Double Yes 0.34 0.31 38.5 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 w 11 Metal Low-E Double Yes 0.34 031 40.0 ft' 10 ft 0 in 1 It 10 in None None 13 w 11 Metal Low-E Double Yes 0.34 0.31 12.0 ft2 1 ft 0 in 1 ft 4 in None None 14 W 11 Metal Low-E Double Yes 0.34 0.31 20.0 ft2 1 ft 0 in 1 ft 4 in None None 15 w 12 Metal Low-E Double Yes 0.34 0.31 24.0 ft' 6 ft 8 in 0 It 10 in None None 16 W 12 Metal Low-E Double Yes 0.34 0.31 38.5 ft' 1 ft 0 in 1 ft 0 in Drapes/blinds None 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 447 ft° 384 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2610 143.29 269.47 .2613 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBlu/hr cfm 0.75 1 SEER: 16 25.2 kBlu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cerl # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fl' DUCTS v # Supply --- Location R-Value Area Return -- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 348 ft' Attic 6 336.4 ft Attic 2nd Floor 87 ft° Default Leakage 2nd Floor (Default) (Default) 84.1 ft° Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin H Jan Heating Jan j Feb X] Feb N Mar Mar r Apr j Ma [X] j May [ Jun Jun jXj Jul Jul jXj Au j Au[ X Se Sep Oct Oct Nov Nov Dec Dec Ventin Jan Feb Mar X] r May [ Jun Jul Aug Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405 4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX" = 93 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 5 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 3422 b. N/A R= c. N/A R= Area 452.89 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b. Sup: Attic, Ret. 2nd Floor, AH: 2nd Floor 128.00 ft' ft' ft' 4.140 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1740.00 ft' b. Floor Over Other Space R=0.0 1428.00 ft' c. other (see details) R= 254.00 ft' 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: G%%'l Date: /,p Address of New Home: 4a Pock City/FL Zip:S 4P 1-- Area 1762.50 ft' 1561.80 ft' 219.33 ft' ft' Area 2007.00 ft' ft' ft' R ft' 6 348 6 336.4 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat O qHE STg4 a Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 91. DEL -AIR Manual S Compliance Report ahl DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Homes Design Conditions Job: LotWhombrookeEdenl... Date: 05.28.15 By: ER Outdoor design DB: 92.5°F Sensible gain: 17672 Btuh Entering coil DB: 75.2°F Outdoor design WB: 76.3°F Latent gain: 2318 Btuh Entering coil WB: 62.6°F Indoor design DB: 75.0°F Total gain: 19990 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230•++TDR Actual airflow: 840 cfm Sensible capacity: 18416 Btuh 104% of load Latent capacity: 3287 Btuh 1420/o of load Total capacity: 21703 Btuh 109% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 20420 Btuh Entering coil DB: 69.8°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 21124 Btuh 103% of load Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.8 kW 97% of load Temp. rise: 22 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Mar-1016:26:44 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 CA...00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW rup Cak . MJ8 House faces: W 1 DEL -AIR Manual S Compliance Report wAm '=cuxn1w ah2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407.333.3853 Web: WWW.DEL•AIR COM For: Taylor Morrison Homes Design Conditions Job: Lot93ThombrookeEdenl... Date: 05.28.15 By: ER Outdoor design DB: 92.5°F Sensible gain: 19550 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 2840 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 22390 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19823 Btuh 101% of load Latent capacity: 3875 Btuh 136% of load Total capacity: 23699 Btuh 1060/6 of load SHR: 84% Design Conditions Outdoor design DB: 41.7°F Heat loss: 14368 Btuh Entering coil DB: 69.5°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 21148 Btuh 1470/o of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 4.3 kW 103% of load Temp. rise: 31 OF Meets are all requirements of ACCA Manual S. 2017•Mar•10 16:26:44 A wrightSoft' Righl•Suite® Universal 2017 17 0.16 RSU24011 Page 2 00keEdenlllAGLW%Lot93ThombrookeEdenI11AGLW.rup Calc - MJ8 House laces W 1' • .. DEL -AIR Component Constructions Job: Lot93ThombrookeEdenl. Date: 05.28.15 tfE111111111c • 1111111 CONOMMM Entire House By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407.333.3853 Web, WWW.DEL-AIR COM For: Taylor Morrison Homes Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Construction descriptions Indoor: Indoor temperature (°F) Design TD (°F) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 (M) Method 76 Construction quality 7.5 Fireplaces Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood irm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 2"x4" wood irm, 16" o.c. stud Windows 2B-2fm: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31): 1 ft overhang (4 It window ht, 1.33 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, cir ouir, air gas, mtl no brk irm mat, clr low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-20m: 2 glazing, Or outr, air gas, mil no brk frm mat, clr low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5 ft window ht, 1.33 ft sep.); 6.67 ft head ht Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain 112 BWhmr "F fIH••F/BWh 8whm= Btu Bwh/M 81uh n 497 0.091 13.0 2.58 1279 2.84 1409 ne 29 0.091 13.0 2.58 75 2.84 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 509 0.091 13.0 2.58 1310 2.84 1443 w 288 0.091 13.0 2.58 742 2.84 817 all 1573 0.091 13.0 2.58 4052 2.84 4464 n 399 0.201 0 5.69 2268 5.27 2103 ne 27 0.201 0 5.69 153 5.27 142 e 161 0.201 0 5.69 914 5.27 847 se 27 0.201 0 5.69 153 5.27 142 s 438 0.201 0 5.69 2490 5.27 2309 w 119 0.201 0 5.69 678 5.27 629 all 1170 0.201 0 5.69 6656 5.27 6172 201 0.091 13.0 2.58 519 1.44 291 n 12 0.340 0 9.62 115 12.4 149 w 20 0.340 0 9.62 192 35.7 715 all 32 0.340 0 9.62 308 27.0 864 n 77 0.340 0 9.62 742 10.6 816 e 19 0.340 0 9.62 185 30.4 585 se 19 0.340 0 9.62 185 23.5 453 s 39 0.340 0 9.62 371 12.2 468 all 154 0.340 0 9.62 1483 15.1 2322 ne 15 0.340 0 9.62 148 22.9 353 e 75 0.340 0 9.62 722 30.4 2277 se 15 0.340 0 9.62 148 22.7 350 all 106 0.340 0 9.62 1018 28.2 2980 C Wrl htSoft• 2017-Mar-1016:26:44 M9 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 1 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.rup Calc - MJ8 House faces: W 2A-2om: 2 glazing, cir ouir, air gas, mil no brk frm mat, clr low-e innr, ne 19 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.5 ft overhang (6.25 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr ouir, air gas, mtl no brk frm mat, clr low-e innr, a 128 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 It overhang (8 It window ht, 0 ft sep.); 6.67 It head ht 2A-2om: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, s 27 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 1 ft sep.); 6.67 ft head ht w 39 0.340 all 66 0.340 IOC-m: 2 glazing, clr ouir, air gas, mil no brk frm mat, cir low-e innr, w 40 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (6.67 ft window ht, 1.83111 sep.); 6.67 If head ht 26-2im: 2 glazing, clr outr, air gas, mil no brk Irm mat, clr low-e innr, w 12 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 It overhang (2 It window ht, 1.33 ft sep.); 6.67 It head ht IOC-m: 2 glazing, cir ouir, air gas, mil no brk frm mat, clr low-e innr, w 24 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 6.67 ft overhang (8 ft window ht, 0.83 ft sep.); 6.67 ft head ht Doors 0 9.62 185 22.9 441 0 16.4 2101 16.8 2156 0 9.62 261 11.0 299 0 9.62 371 30.4 1170 0 9.62 631 22.4 1469 0 9.62 385 9.20 368 0 9.62 115 35.7 429 0 9.62 231 15.4 370 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" 2007 0.032 30.0 gypsum board int fnsh Floors 20P-19c: Fir floor, frm flr, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 254 0.050 19.0 22A-tpl: Bg floor, light dry soil, on grade depth 167 0.989 0 wrightSoft Right -Suite® Universal 2017 17.0.16 RSU24011 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.n,p Calc - MJ8 House laces: W 11.0 196 12.0 213 0.91 1817 1.74 3483 1.41 360 0.71 181 28.0 4683 0 0 2017-Mar-10 16:26:44 Page 2 1' DEL -AIR Component Constructions Job: Lot93ThombrookeEdenl... P Date: 05.28.15 a ` "111' colallin0un ah 1 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Homes Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board intfnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 2"x4" wood frm, 16" o.c. stud Or Area U-value Insul R Htg HTM Loss Clg HTM Gain Ir ea,hnt} •F ft •FrBWh MAW etuh 81uhaa an,h n 399 0.201 0 5.69 2268 5.27 2103 ne 27 0.201 0 5.69 153 5.27 142 e 161 0.201 0 5.69 914 5.27 847 se 27 0.201 0 5.69 153 5.27 142 s 438 0.201 0 5.69 2490 5.27 2309 W 119 0.201 0 5.69 678 5.27 629 all 1170 0.201 0 5.69 6656 5.27 6172 Windows 2A-2om: 2 glazing, cir ouir, air gas, mtl no brk frm mat, clr low-e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (6.25 it window ht, 11.67 it sep.); 6.67 ft head ht se s all 2A-2om: 2 glazing, Or outr, air gas, mtl no brk frm mat, cir low-e innr, ne 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.5 It overhang (6.25 it window ht, 0 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, cir outr, air gas, mil no brk frm mat, clr low-e innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 it sep.): 6.67 It head ht 2A-2om: 2 glazing, Or outr, air gas, mil no brk frm mat, cir low-e innr, s 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 It window ht, 1 ft sep.); 6.67 it head ht w all 10C-m: 2 glazing, clr outr, air gas, mtl no brk frm mat, Or low-e innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 6.67 ft overhang (8 it window ht, 0.83 ft sep.); 6.67 it head ht Doors 11 DO: Door, wd sc type n 201 0.091 13.0 2.58 519 1.44 291 77 0.340 0 9.62 742 10.6 816 19 0.340 0 9.62 185 30.4 585 19 0.340 0 9.62 185 23.5 453 39 0.340 0 9.62 371 12.2 468 154 0.340 0 9.62 1483 15.1 2322 19 0.340 0 9.62 185 22.9 441 128 0.580 0 16.4 2101 16.8 2156 27 0.340 0 9.62 261 11.0 299 39 0.340 0 9.62 371 30.4 1170 66 0.340 0 9.62 631 22.4 1469 24 0.340 0 9.62 231 15.4 370 18 0.390 0 11.0 196 12.0 213 2017-Mar-1016:26:44 C WTI h%SOL` Right-Sute® Universal 2017 17.0.16 RSU24011 Page 3 00keEdenlllAGLW\Lot93ThombrookeEdenIIIAGLW rup Cak - MJ8 House laces: W Ceilings 168-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 216 0.032 30.0 0.91 196 1.74 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 167 0.989 0 28.0 4683 375 C Wfrl I1tSOft" 2017-Mar-10 16 26:44 9 Right -Suite® Universal 2017 17.0.16 RSU24011 page 4 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Calc . MJ8 House faces: W PDEL-AIR Component Constructions titUtaa"1ul0eii»ntetaa ah2 DEL -AIR HEATING & AIR CONDITIONING 531 COOISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax: 407.333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Homes Job: Lot93ThombrookeEdenl... Date: 05.28.15 By: ER Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M Btuh)W--•F M••F/Buh Btuhl112 Btuh Btuh/h* Stun Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood frm, 16" o.c. n 497 0.091 13.0 2.58 1279 2.84 1409 stud ne 29 0.091 13.0 2.58 75 2.84 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 509 0.091 13.0 2.58 1310 2.84 1443 w 288 0.091 13.0 2.58 742 2.84 817 all 1573 0.091 13.0 2.58 4052 2.84 4464 Partitions none) Windows 2B-2fm: 2 glazing, cir outr, air gas, mtl no brk frm mat, clr low-e innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 ft W window ht, 1.33 ft sep.); 6.67 It head ht all 2A-2om: 2 glazing, clr outr, air gas, mtl no brk frm mat, cir low-e innr, ne 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5 ft window ht, 1.33 it sep.); 6.67 ft head ht se all 10C-m: 2 glazing, clr ouir, air gas, mtl no brk frm mat, cir low-e innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (6.67 it window ht, 1.83 ft sep.); 6.67 ft head ht 26-21m: 2 glazing, clr ouir, air gas, mil no brk frm mat, clr low-e innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (2 ft window ht, 1.33 ft sep.); 6.67 It head ht Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" gypsum board int fnsh 12 0.340 0 9.62 115 12.4 149 20 0.340 0 9.62 192 35.7 715 32 0.340 0 9.62 308 27.0 864 15 0.340 0 9.62 148 22.9 353 75 0.340 0 9.62 722 30.4 2277 15 0.340 0 9.62 148 22.7 350 106 0.340 0 9.62 1018 28.2 2980 40 0.340 0 9.62 385 9.20 368 12 0.340 0 9.62 115 35.7 429 1791 0.032 30.0 0.91 1621 1.74 3108 C wri htsoft• 2017-Mar-1016:26:44 9 Riphl•Suile® Universal 2017 17.0.16 RSU24011 Pape 5 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Cale - MJ8 House faces: W Floors ' 20P-19c: Fir floor, irm fir, 6" thkns, carpet flr fnsh, r-19 cav ins, gar ovr 254 0.050 19.0 1.41 360 0.71 181 C wri htSOft` 2017-Mar-1016:26:44 9 Right•Suile® Universal 2017 17 0 16 RSU240t1 Page 6 C.O. ...00keEdenlllAGLW\Lot93ThornbrookeEdenlllAGLW.rup Calc = MJ8 House faces: W Job: Lot93ThombrookeEdenl... JDEL-AIR Project Summary Date: 05.28.15 moo• Entire House By: ER DEL - AIR HEATING & AIR CONDITIONING 631 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333.2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Homes Notes: RVSD 9/15116 JA LS 3/9/17 JA LS 3/10/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 30950 Btuh Ducts 3839 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 34789 Btuh Simplified Average 0 Heaving Cooling Area ( ft2 324222 2Volume ft3) 32449 32449 Air changes/hour 0.37 0.19 Equiv. AVF (cfm) 200 103 Heating Equipment Summary Make n/a Trade n/a Model rVa AHRI ref rVa Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 31956 Btuh Ducts 5266 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Rate/ swing multiplier 1.00 Equipment sensible load 37222 Btuh Latent Cooling Equipment Load Sizing Structure 4231 Btuh Ducts 926 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 5157 Btuh Equipment total load Req. total capacity at 0.70 SHR 42379 4. 4 Btuh ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air. flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Mar-10 16:26:44 A wrilghtsofl: t• Right -Suite® universal 2017 17.0.16 RSU24011 Page 1 00keEdenlllAGLW\ Lot93ThombrookeEdenI11AGLW.rup Calc - MJB House laces: W Job: Lot93ThombrookeEdenl... 1 DEL —AIR Project Summary Date: 05.28.15 tE.M • M COmm0"M ah 1 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Homes Notes: RVSD 9/15/16 JA LS 3/9/17 JA LS 3/10/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 19798 Btuh Ducts 622 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20420 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Coo17 g Area ft 1VolumZ(ft3) 1633444e 16334 Air changes/hour 0.35 0.18 Equiv. AVF (cfm) 94 48 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 7045677 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 17086 Btuh Ducts 586 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swingg multipplier 1.00 Equipmenfsensible load 17672 Btuh Latent Cooling Equipment Load Sizing Structure 2318 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2318 Btuh Equipment total load 19990 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.041 cfm/Btuh Air flow factor 0.048 cfm/Stuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.88 Capacity balance point = 39 OF Backup: Input = 6 kW, Output = 19884 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wri htsofit' 9 2017-Mar-1016:26:44 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 2 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.rup Calc = MJ8 House faces W Project Summary Job: Lot93ThombrookeEdenl' DEL-AIR ... Date: 05.28.15 HUM -1u1 collnmmmlo ah2 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 fax: 407.333.3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Homes Notes: RVSD 9/15/16 JA LS 3/9/17 JA LS 3/10/17 JA Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 11152 Btuh Ducts 3217 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 14368 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1682 1682 Volume (ft3) 16115 16115 Air changes/hour 0.40 0.20 Equiv. AVF (cfm) 106 54 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 31 OF Backup: 9 HSPF 21800 Btuh @ 470F 24 0 840 cfm 0.058 cfm/Btuh 0.30 in H2O Input = 4 kW, Output = 14837 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 14870 Btuh Ducts 4680 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swinngg multipplier 1.00 Equipment sensible load 19550 Btuh Latent Cooling Equipment Load Sizing Structure 1914 Btuh Ducts 926 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2840 Btuh Equipment total load 22390 Btuh Req. total capacity at 0.75 SHR 2.2 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230-++TDR AHRI ref 7045677 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.043 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C Wti htSOflt' 2017-Mar-1016:26:44 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 3 00keEdenlllAGLW%Lot93ThombrookeEdenlllAGLW.rup Cak - MJ8 House faces: W 1 DEL -AIR atn • M altar OM Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277C1 PhND407-33326655 9 ax: 407.333-3853 Web: WWW DEL-AIR.COM Job: Lot93ThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name Entire House ahl 2 Exposed wall 363.2 It 167.3 It 3 Room height 9.2 it 9.3 It 4 Room dimensions 5 Room area 3542.8 ft2 1752.3 W Ty Construction U•value Or HTM Area (Ill Load Area (ftx) Load number Btuh/ft2•F) atuh/(t2) or perimeter (It) atuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 t12C-0sw 2B•21m 13A•2ocs 0.091 0.340 0.201 n n n 2.58 9.62 5.69 284 12.44 5.27 509 12 476 497 0 399 1279 115 2268 1409 149 2103 0 0 476 0 0 399 0 0 2268 0 0 2103y 11 L-G 2A-2orn 12C-Osw 0.340 0.091 n ne 9.62 2.58 10.58 2.84 77 45 0 29 742 75 816 83 77 0 0 0 742 0 816 0yl I-- C 2A•2om 13A-2ocs 2A-2om 0.340 0.201 0.340 no no ne 9.62 5.69 9.62 22.89 5.27 22.89 15 46 19 0 27 0 148 153 185 353 142 441 0 46 19 0 27 0 0 153 185 0 142 441 Vy t-0 V I YLC 12C-Osw 2A-tom 0.091 0.340 a a 2.58 9.62 2.84 30.36 297 75 222 0 572 722 630 2277 0 0 0 0 0 0 0 0 4 l I--C L-! 13A-2ocs 2A-2om 2A-2omd 0.201 0.340 0 580 a a a 5.69 9.62 16.41 5.27 30.36 16.85 308 19 128 161 0 256 914 185 2101 847 585 2156 308 19 128 161 0 256 914 185 2101 847 585 2156 yl f 12C-0sw 2A-tom 0.091 0.340 se se 2.58 9.62 2.84 22.73 45 15 29 2 75 148 83 350 0 0 0 0 0 0 0 0 yI C 13A-2ocs 2A-2om 12C-Osw 0.201 0.340 0.091 se se s 5.69 9.62 2.58 5.27 23.50 2.84 46 19 509 27 0 509 153 185 1310 142 453 1443 46 19 0 27 0 0 153 185 0 142 453 0IN Val I--G 13A-2ocs 2A•2om 2A-2om 0.201 0.340 0.340 s s s 5.69 9.62 9.62 5.27 11.05 12.15 503 27 39 438 38 0 2490 261 371 2309 299 468 503 27 39 438 38 0 2490 261 371 2309 299 4682 12C-0sw 10C•m 28-21m 2B-2Im t3A-2ocs t0c-m 2A•2om 12C-0sw 0.091 0.340 0.340 0.340 0.201 0.340 0.340 0.091 w w w w w w w 2.58 9.62 9.62 9.62 5.69 9.62 9.62 2.58 284 9.20 35.73 35.73 5.27 15.43 30.36 1.44 360 40 12 20 182 24 39 219 288 78 0 0 119 28 0 201 742 385 115 192 678 231 371 519 817 368 429 715 629 370 1170 291 0 0 0 0 182 24 39 219 0 0 0 0 119 28 0 201 0 0 0 0 678 231 371 519 0 0 0 0 629 370 1170 291 G q D 11D0 168-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 18 2007 18 2007 196 1817 213 3483 18 216 18 216 196 196 213 375C F 20P-19c 0.050 1.41 0.71 254 254 360 181 0 0 0 0 F 22A-lpi 0.989 27.99 0.00 1752 167 4683 0 1752 167 4683 0 6 c) AED excursion 0 0 Envelope loss/gain 24742 26205 16883 13810 12 a) Infiltration 6208 1971 2915 926 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 4 920 Appliances/other 2630 1430 Subtotal (lures 6 to 13) 30950 31956 19798 17086 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 30950 319% 19798 17M 15 Duct loads 12% 16% 3839 5266 3% 3% 622 586 Total room bad 34789 37222 20420 17672 Air required (clm) 1 1 1680 1680 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Mar-10 16:26.44 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.rup Cak - MJ8 House laces: W j QEL-AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR NDITIO, Wq531CODISCOWAY. SANFORD. FL 32 1 hone: 407.3 -2665 ex. 407-333.3853 Web: WWW.DEL-AIR.COM Job: LotWhombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name ah2 2 Exposed wall 195.8 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1790.5 fl' Ty Construction U-value Or HTM Area (ft2) Load Area Load number StutVf(Z°F) Btuh/ft2) I or perimeter (ft) Btuh) I or perimeter Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VII 12C-0sw 0.091 n 2.58 2.84 509 497 1279 1409 C 28-21m 13A•2ocs 0.340 0.201 n n 9.62 5.69 1244 5.27 12 0 0 0 115 0 149 0yl 11 0 2A•2om 12C-0sw 0.340 0.091 n ne 9.62 2.58 10.58 2.84 0 45 0 29 0 75 0 83ylLG2A-2om 0.340 ne 9.62 22.89 15 0 148 353 Vy G 13A•2ocs 0.201 ne 5.69 5.27 0 0 0 0 2A-2om 0.340 ne 9.62 22.89 0 0 0 0 yl 12C-0sw 0.091 a 2.58 2.84 297 222 572 630 2A-2om 0.340 a 9.62 30.36 75 0 722 2277L-C yl 13A•2ocs 2A•2om 0.201 0.340 a a 5.69 9.62 5.27 30.36 0 0 0 0 0 0 0 0 C 2A-2omd 0.580 a 16.41 16.85 0 0 0 0 yl t-G 12C-0sw 2A•2om 0.091 0.340 se se 2.58 9.62 2.84 22.73 45 15 29 2 75 148 83 350 V I C 13A•2ocs 0.201 se 5.69 5.27 0 0 0 0 2A-2om 12C-Osw 0.340 0.091 se s 9.62 2.58 23.50 2.84 0 509 0 509 0 1310 0 1443W V)I 13A-2ocs 0.201 s 5.69 5.27 0 0 0 0 2A-2om 0.340 s 9.62 11.05 0 0 0 0II----ffaa 2A-2om 0.340 s 9.62 12.15 0 0 0 0 V)I 12C- mIOC-m 0. 3400.340 w w 2. 629.62 2. 209.20 340 40 278 78 742 385 817 368368 28-21m 2B•21m 13A•2ocs 0.340 0.340 0.201 w w w 9.62 9.62 5.69 35.73 35.73 5.27 12 20 0 0 0 0 115 192 0 429 715 0Vjl L----CG 10C-m 2A-2om 0.340 0.340 w w 9.62 9.62 15.43 30.36 0 0 0 0 0 0 0 0 f1_0 120-Osw 0.091 2.58 1.44 0 0 0 0 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 168.30ad 0.032 0.91 1.74 1791 1791 1621 3108 F 20P-19c 0.050 1.41 0.71 254 254 360 181 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 7859 12394 12 a) Infiltration 3292 1045 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 1200 Subtotal (lines 6 to 13) 11152 14870 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 11152 14870 15 Duct loads 1 29% 31% 3217 4680 Total room load 1 14368 19550 Air required (cfm) 1 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrlghtsoft' 2017-Mar-10 16:26:44 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 00keEdenlllAGLW\Lot93ThornbrookeEdenlllAGLW.rup Celc . MJ8 House laces: W QEL-AIR Right-J® Worksheet sum- m comino'° ah 1 DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 •2665 ax: 107-333-3853 Web WWW.DEL-AIR.COM Job: Lot93ThombrookeEden111A... Date: 05.28.15 By: ER 1 Room name aht pwdr 2 Exposed wall 167.3 ft 5.5 ft 3 Room height 9.3 ft 9.3 ft heal/cool 4 5 Room dimensions Room area 1752.3 ft2 5.5 x 7.0 ft 38.5 ft2 Ty Constriction U•value Or HTM Area (ft2) Load Area (ft2) Load number Stuh/It2.OF) BlufVIV) or perimeter (ft) 81uh) I or perimeter (11) Btuh) Heat Cool Gross N/P/S Heal Cod Gross N/P/S Heai Cool 6 yl C 12C-Osw 28.21m 0.091 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl LC 13A-2ocs 0.201 n 5.69 5.27 476 399 2268 2103 51 51 292 271 11 2A-2an 12C-Osw 0.340 0.091 n ne 9.62 0.00 10.58 0.00 77 0 0 0 742 0 816 0 0 0 0 0 0 0 0 0v1--1i 2A•2o n 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 VjlLO 13A-2ocs 0.201 no 5.69 5.27 46 27 153 142 0 0 0 0 2A•2om 0.340 ne 9.62 22.89 19 0 165 441 0 0 0 0 Vy t--f' 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2bm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 l 13A•2ocs 0.201 a 5.69 5.27 308 161 914 847 0 0 0 0 2A•2om 0.340 a 9.62 30.36 19 0 185 585 0 0 0 0I-f C 2A-2omd 0.580 a 16.41 16.85 128 256 2101 2156 0 0 0 0 Y-0 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 T-G 13A-2ocs 0.201 se 5.69 5.27 46 27 153 142 0 0 0 0 2A-2om 0.340 se 9.62 23.50 19 0 185 453 0 0 0 0 W 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 V)I IL--ICa 13A-2ocs 0.201 s 5.69 5.27 503 438 2490 2309 0 0 0 0 2A-2orn 2A-2om 0.340 0.340 s s 9.62 9.62 11.05 12.15 27 39 38 0 261 371 299 468 0 0 0 0 0 0 0 0 Vjl 1 10c-M0C•m 0.091 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B•21m 28-2Im 13A-2ocs 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 5.27 0 0 182 0 0 119 0 0 678 0 0 629 0 0 0 0 0 0 0 0 0 0 0 0Vjl I{_-(S 10C•m 2A-2om 0.340 0.340 w w 9.62 9.62 15.43 30.36 24 39 28 0 231 371 370 1170 0 0 0 0 0 0 0 0 R g--0 12C-Osw 0.091 2.58 1.44 219 201 519 291 0 0 0 0 t1D0 0.390 n 11.04 11.99 18 18 196 213 0 0 0 0 C 168.30ad 0.032 0.91 1.74 216 216 196 375 0 0 0 0 F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.9m 27.99 0.00 1752 167 4683 0 39 6 154 0 6 c) AED excursion 0 14 Envelope losstgain 168M 13810 446 257 12 a) Infiltration 2915 926 96 30 b) Roan ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 1430 0 Subtotal (lines 6 to 13) 19798 17086 542 288 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19798 17086 542 288 15 Duct bads 33'. 39% 622 586 OY. W. 0 0 Total room bad 20420 17672 1 542 288 Air required (cfm) 840 840 1 22 14 Calculations aDOroved by ACCA to meet all reauirements of Manual J 8th Ed. wrightsoft' 2017-Mar-10 16,26,44A Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 00keEdenlllAGLW1Lot93ThombrookeEdenlllAGLW.nrp Calc . MJ8 House faces: W DEL-AIR Right-J® Worksheet ah1 DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone 407-333.2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot93ThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name brkfst kitchen 2 Exposed wall 32.3 it 14.0 It 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 1.0 x 163.3 1t 163.3 ft2 14.0 x 13.5 it 189.0 ft2 Ty Construction U•value Or HTM Area (III Load Area (III Load number Btuhlfl2-*F) at ft2) or perimeter (it) atuh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VM 12C-0sw 28.21m 0.091 0.340 n n 0.00 0.00 o.00 0 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl I G 13A•2ocs 0.201 n 5.69 5.27 61 61 345 320 0 0 0 0 2A-tom 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 VL-C 11 12C-0sw 0.091 no 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 yI I-f 13A•2ocs 0201. no 5.69 5.27 46 27 153 142 0 0 0 0 2A-tom 0.340 ne 9.62 22.89 19 0 185 441 0 0 0 0 yl G 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl I-( C 13A-2ocs 2A-2om 0.201 0.340 a a 5.69 9.62 5.27 30.36 61 19 41 0 235 185 218 585 0 0 0 0 0 0 0 0 2A•2omd 0.580 a 16.41 1685 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A•2orn 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0G 13A-2ocs 0.201 se 5.69 5.27 46 27 153 142 0 0 0 0 2A•2om 0.340 se 9.62 23.50 19 0 185 453 0 0 0 0 W 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 s 5.69 5.27 89 89 504 468 131 131 743 689 2A•2om 0.340 s 9.62 11.05 0 0 0 0 0 0 0 0II---!( 2A-2om 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl tOC-mloc.. 0.091 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28-21m 28.21m 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 011I Vjl 13A-2ocs 0.201 w 5.69 5.27 0 0 0 0 0 0 0 0 1oC•m 2A-2om 0.340 0.340 w w 9.62 9.62 15.43 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 0 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 1100 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-190 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 163 32 905 0 189 14 392 0 6 c) AED excursion 38 88 Envelope losstgain 2852 2806 1135 601 12 a) Infiltration 564 179 244 77 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 0 1200 Subtotal (lines 6 to 13) 3416 2985 1379 1878 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3416 2985 1379 1878 15 Duct loads AeV7Y 00/0 o o 0y. 0% 0 0 Total room bad 3416 2985 1 1379 1878 Air required (cfm) 141 1421 1 57 89 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AIM wrightSOtFt' 2017•Mar-10 t Right -Suite® Universal 2017 17 0 16 RSU24011 P Qe 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Calc = MJ8 House faces: W j DEL -AIR nrtrrn o- M Right-J® Worksheet ahl DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, f13277C1 PhoVDao 333r266N5 Fax 407-333-3853 Web: WWW.DEL•AIR.COM Job: Lot93ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name dining living 2 Exposed wall 19.5 It 37.5 It 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 1.0 x 468.0 it 468.0 ft2 16.0 x 13.5 it 216.0 ft2 Ty Construction U•value Or HTM Area (fig Load Area (fig Load number Bluh/It2-1F) at ft2) or perimeter (it) Bluh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 yI L--G yl L--G 12C-Osw 28-21m 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 5.27 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75 0 0 75 0 0 425 0 0 394 11 2A•2om 12C-0sw 0.340 0.091 n no 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0yl G yI L 2A-2om 13A•2ocs 2A•2om 0.340 0 201 0.340 no ne ne 0.00 5.69 9.62 0.00 5.27 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G V11 I 12C-0sw 2A•2om 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Val 13A-2ocs 2A-2om 2A•2omd 0.201 0.340 0.580 a a a 5.69 9.62 16.41 5.27 30.36 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C G V l L-f 12C-0sw 2A•2om 0.091 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 13A•2ocs 2A-torn 12C-Osw 0.201 0.340 0.091 se se s 5.69 9.62 0.00 5.27 23.50 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W Vy 13A-2ocs 2A-2om 2A-2om 0.201 0.340 0.340 s s s 5.69 9.62 9.62 5.27 11.05 12.15 126 0 39 87 0 0 495 0 371 459 0 468 149 27 0 122 19 0 695 261 0 645 299 0 G 12C-Osw IOC-m 2B-21m 28.21m 13A•2ocs 0.091 0.340 0.340 0.340 0.201 w w w w w 0.00 0.00 0.00 0.00 5.69 0.00 0.00 0.00 0.00 5.27 0 0 0 0 56 0 0 0 0 32 0 0 0 0 181 0 0 0 0 168 0 0 0 0 126 0 0 0 0 87 0 0 0 0 497 0 0 0 0 461 LI 10C-m 2A-2om 0.340 0.340 w w 9.62 9.62 15.43 30.36 24 0 14 0 231 0 370 0 0 39 0 0 0 371 0 1170 q 12C-0sw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 1100 168-30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 216 0 216 0 196 0 375 D C F 2015•19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 468 20 546 0 216 36 1050 0 6 c) AED excursion 1 356 Envelope loss/gain 1823 1466 3494 3700 12 a) Infiltration 339 108 653 207 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 230 1 0 Subtotal (lines 6 to 13) 2162 1804 4147 3907 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2162 1804 4147 3907 15 Duct bads 0°/a 00% 0 0 150/6 15% w586 Total room bad 2162 1804 4769 4494 Air required (cfm) 89 86 1 196 214 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoft' 2017-Mar-10 16:26:44 Right -Suite® Universal 2017 17 0 16 RSU24011 Page 5 00keEdenlllAGLMLot93ThombrookeEdenlllAGLW.rup Celc - MJ8 House faces: W j EL-AIR Right-J® Worksheet ate• at eaaltar.c ah 1 DEL-AIRHEATING & AIR CAJ o nINF3531 CODISCOWAY, SANFORD, fL 327Poa665az: 407.333.3853 Web: WWW.OEL•AIR.COM Job: Lot93ThombrookeEdenII1A... Date: 05. 28.15 By: ER 1 Room name family bdrrn 5 2 Exposed well 43.5 It 14.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 17.0 x 26.5 It 450.5 It2 14.0 x 13.0 It 182.0 It2 Ty Constriction U-value Or HTM Area (III Load Area (It2) Load number Btuh/ It2••F) 81uh/111 or perimeter (It) 8tuh) or perimeter (It) 8tuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VII G 12C- Osw 28-21m 0.091 0.340 n n 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl C' 13A- 2ocs 0201. n 5.69 5.27 159 120 683 633 131 92 524 486 2A•2om 0.340 n 9.62 10.58 39 0 371 408 39 0 371 408 yl I- G 11 12C- Osw 0.091 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2Dm 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 yl G 13A- 2ocs 0201. ne 5.69 5.27 0 0 0 0 0 0 0 0 2A-3om 0.340 no 9.62 22.89 0 0 0 0 0 0 0 0 t-r. 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 V)I 13A•2ocs 0.201 a 5.69 527 247 119 678 629 0 0 0 0 2A-2om 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 I --fG 2A-2Dmd 0.580 a 16.41 16.85 128 128 2101 2156 0 0 0 0 yl L- G 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 yl I--( 13A• 2ocs 0.201 se 5.69 5.27 0 0 0 0 0 0 0 0 2A-2Dm 0.340 se 9.62 23.50 0 0 0 0 0 0 0 0 W 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 13A- 2ocs 0.201 s 5.69 5.27 0 0 0 0 0 0 0 0 2A•2om 0.340 s 9.62 11.05 0 0 0 0 0 0 0 0 2A-2om 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 V)I Ij l oc-M 10C•m0.340 0. 340ww 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28- 21m 28-21m 0.340 0.340 w w 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G yIL l13A-2ocs 0.201 w 5.69 5.27 0 0 0 0 0 0 0 0 10C•m 2A•2om 0.340 0.340 w w 9. 62 9.62 15.43 30.36 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 12C- Osw 0.091 2.58 1.44 0 0 0 0 121 121 312 175 11 DO 168.30ad 0.390 0.032 n 11. 04 0.91 11.99 1.74 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F20P- 19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- Ipl 0.9m 27.99 0.00 451 44 1218 0 182 14 392 0 6 c) AED excursion 224 51 Envelope loss/ gain 5051 3602 1599 1017 12 a) Infiltration 758 241 244 77 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 0 0 Appliances/other 01 1 0 Subtotal (lines 6 to 13) 5809 4763 1843 1094 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 5809 4763 1843 1094 15 Duct bads W. 00/0 0 0 OYe OYe 0 0 Total room bad 5809 4763 1843 1094 Air required ( cfm) 239 226 76 52 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A -Orl- wrightsoft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar- 10 16: 8 6 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW. rup Calc - MJ8 House laces: W DEL --AIR Right-J® Worksheet Job: LoWThombrookeEdenIIIA... taro •..t conxn .o ah 1 Date: 05.28.15 By: ER DEL -AIR HEATING & AIR ND0 2( 531 CODISCO WAY, SANFORD, FL 32771h47-3665 Fax: 407.333.3853 Web, WWW.DEL-AIR.COM 1 Room name mud room 2 Exposed wall 1.0 It 3 Room height 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 7.5 It 45.0 f12 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/I12-*F) 8(uh/ft2) I or perimeter (it) Btuh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VII l 12C-0sw 2B-21m 13A-2ocs 0.091 0.340 0.201 n n n 0.00 0.00 5.69 0.00 0.00 5.27 0 0 0 0 0 0 0 0 0 0 0 0Vjl G 11 2A-tom 12C-0sw 0.340 0.091 n ne 9.62 0.00 10.58 0.00 0 0 0 0 0 0 0 0VL_( 2A-2om 0.340 no 0.00 0.00 0 0 0 0 yl 13A-2ocs 2A-tom 0.201 0.340 ne ne 5.69 9.62 5.27 22.89 0 0 0 0 0 0 0 0G V1l 12C-Osw 2A-tom 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0G V1J 13A-2ocs 2A-2om 0.201 0.340 a a 5.69 9.62 5.27 30.36 0 0 0 0 0 0 0 0 l(^; 2A-2omd 0.580 a 16.41 16.85 0 0 0 0 yl 12C-0sw 2A-2om 0.091 0.340 se se 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0G ylL_G W 13A-2ocs 2A-2om 12C-0sw 0.201 0.340 0.091 se se s 5.69 9.62 0.00 5.27 23.50 0.00 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-2ocs 2A-2om 2A-2om 0.201 0.340 0.340 s s s 5.69 9.62 9.62 5.27 11.05 12.15 9 0 0 9 0 0 53 0 0 49 0 0II----GG 12C-0sw 10C m 0.091 0.340 w w 0.00 0.00 0 00 0.00 0 0 0 0 0 0 0 0G 28.21m 2B-2Im 113A-2ors 0.340 0.340 0.201 w w w 0.00 0.00 5.69 0.00 0.00 5.27 0 0 0 0 0 0 0 0 0 0 0 0Vjl f 0C-m 2A-2orn 0.340 0.340 w w 9.62 9.62 15.43 30.36 0 0 0 0 0 0 0 0l q D 12C-0sw 0.091 2.58 1.44 98 80 207 116 11DO 168.30ad 0.390 0.032 n 11.04 0.91 11.99 1.74 18 0 18 0 196 0 213 0C F 20P-19c 0.050 0.00 0.00 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 45 1 28 0 6 c) AED excursion 17 Envelope losstgain 484 361 12 a) Infiltration 17 6 b) Room ventilation 0 0 13 Internal gains: Occupants ® 230 0 0 Appliances/other 1 0 Subtotal (lines 610 13) 501 366 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 501 366 15 Duct loads 1 00/0 02/0 0 0 Total room bad I 501 366 Air required (cfm) 1 1 21 17 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoft- 2017-Mar-1016:26:44 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 7 00keEdenlllAGLW\Lot93ThornbrookeEdenlllAGLW.rup CaIC - MJ8 House faces: W 1 DEL -AIR moo • w eormrrror ro Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`7'P11010713 2616N5 Fax: 407.333.3853 Web: WWW DEL-AIR.COM Job: Lot93ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name ah2 bdrm 2 2 Exposed wall 195.8 It 23.5 It 3 Room height 9.0 it 90 It heat/cool 4 5 Room dimensions Room area 1790.5 It2 13.0 x 10.5 It 136.5 W Ty Construction U•value Or HTM Area (It) Load Area (It) Load number Btuh/It1'F) at Ill or perimeter (It) atuh) or perimeter (It) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 1y I--G 12C-0sw 28.2Im 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 12.44 0.00 509 12 0 497 0 0 1279 115 0 1409 149 0 117 0 0 117 0 0 301 0 0 332 0 0Vy 11 I--C 2A-2om 12C-Osw 0.340 0.091 n ne 0.00 2.58 0.00 2.84 0 45 0 29 0 75 0 83 0 0 0 0 0 0 0 0yl I--G 2A•2om 13A-2ocs 2A•2om 0.340 0.201 0.340 ne ne ne 9.62 0.00 0.00 22.89 0.00 0.00 15 0 0 0 0 0 148 0 0 353 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G VLG 12C-Osw 2A•2om 0.091 0.340 a a 2.58 9.62 2.84 30.36 297 75 222 0 572 722 630 2277 95 30 65 0 166 289 183 911 V F--fi T= 13A-2ocs 2A-2om 2A-2omd 0.201 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 000 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C-Osw 2A•2om 0.091 0.340 se se 2.58 9.62 2.84 22.73 45 15 29 2 75 148 83 350 0 0 0 0 0 0 0 0a yl Y--G 13A-2ocs 2A-2om 12r-Osw 0.201 0.340 0.091 se se s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 509 0 0 509 0 0 1310 0 0 1443 0 0 0 0 0 0 0 0 0 0 0 0W Val I--G2 13A-2ocs 2A-2om 2A-2om 0.201 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 12C-0sw 10C-m 0.091 0.340 w w 258 9.62 2.84 9.20 360 40 288 78 742 385 817 368 0 0 0 0 0 0 0 0 I-- G 2B•2Im 2B•2Im 13A.2ocs 0.340 0.340 0.201 w w w 9.62 9.62 0.00 35.73 35.73 0.00 12 20 0 0 0 0 115 192 0 429 715 0 0 0 0 0 0 0 0 0 0 0 0 0Vj tOC•m 2A-2om 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2fa R D 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 168-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 1791 0 1791 0 1621 0 3108 0 137 0 137 0 124 0 237C F 20P-19c 0.050 1.41 0.71 254 254 360 181 0 0 0 0 F 22A•tpl 0 989 0.00 0.00 0 0 0 0 0 0 0 0 c) AED excursion 0 61 Envelopeloss/gam 7859 12394 880 1724d612a) Irdi trahon 3292 1045 395 125 to) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 111152 14870112751 1850 Less external load 0 0 0 0 Less transfer 0 0 131% 0 0 Reddstribution 0 0 0 0 14 Subtotal 11152 14870 1275 1MO 15 Duct loads I 2W. 31% 3217 4680 29%6 368 582 Total room load I 14368 19550 1642 2432 Air required (cfm) 1 1 840 840 1 1 96 104 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsOft' 2017•Mar•10 16 Right -Suite® Universal 2017 17.0 16 RSU24011 Page98 00keEdenlitAGLW\Lot93ThombrookeEdenillAGLW.rup Calc . MJ8 House laces: W DEL -AIR Right-J® Worksheet sum -=cmnt=c ah2 DEAL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 3277C1 RhoneND40 -3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot93ThombrookeEdentllA... Date: 05.28.15 By: ER 1 Room name wic ext we 2 Exposed wall 15.0 it 5.5 It 3 Room height 9.0 It heat/cool 9.0 it heat/cool 4 5 Room dimensions mRooarea 1. 0 x 64.8 It 64. 8 t12 5. 5 x 3.5 it 19. 3 112 Ty Construction U-value Or HTM Area (III Load Area (W) Load number BtutVft2-*F) at III or perimeter (it) atuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W f 12C- 0sw 2B• 21m 0. 091 0. 340 n n 2. 58 9. 62 2. 84 12. 44 72 0 72 0 185 0 204 0 50 0 50 0 127 0 140 0 y LG13A•2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- tom 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 VLC12C-0sw 0.091 ne 2.58 2.84 0 0 0 0 0 0 0 0 2A- 2Dm 0.340 no 9.62 22.89 0 0 0 0 0 0 0 0 yJ 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 YLC 2A-3om 0.340 no 0.00 0.00 0 0 0 0 0 0 0 0 41l 12C-0sw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A- tom 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 LGyl 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 L-- GG 2A•2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 yl f 12C- 0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 2A• 2om 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 yl 13A•2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 C W 2A- 2om 12C- Osw 0. 340 0. 091 se s 0. 00 2. 58 000 284 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A•2ocs 2A- 2om 2A- 2om 0. 201 0. 340 0. 340 s s s 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val 12C-Osw 10C• m 0. 091 0. 340 w w 2. 58 9. 62 284 9. 20 63 0 53 0 136 0 150 0 0 0 0 0 0 0 0 0 28. 21m 28- 21m 13A- 20cs 0. 340 0. 340 0 201 w w w 9. 62 9. 62 0. 00 35. 73 35. 73 0. 00 0 10 0 0 0 0 0 96 0 0 357 0 0 0 0 0 0 0 0 0 0 0 0 0 tOC• m 2A• 2om 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fj D 12C- Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 168. 30ad 0 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 65 0 65 0 59 0 112 0 19 0 19 0 17 0 33 CF 20P•19c 0.050 1.41 0.71 65 65 92 46 19 19 27 14 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 20 30 Envelopeloss/ gain 568 891 172 158 12 a) Infiltration 252 80 92 29 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other I0 0 Subtotal ( lines 6 to 13) 820 971 265 187 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 820 971 265 187 15 Duct bads 1292/e 31% 237 306 299/e 31% 76 59 Total room load 1057 1276 341 246 Il Air required (elm) 62 55 20 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrlghtsaft- 2017-Mar-10 18.26 44 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 9 00keEdenlllAGLW\ Lot93ThornbrookeEdenlllAGLW.rup Calc = MJS House faces: W DEL -AIR Right-J® Worksheet ah2 DEL -AIR HEATING & AIR CgNDITIONINC 531 COOISCO WAY. SANFORD. FL 32771 hone: 407-333.2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot93ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name utility wic (2) 2 Exposed wall 6.0 It 4.0 It 3 Room haght 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 6.0 x 9.0 It 54.0 It2 40 x 5.5 It 22.0 f12 Ty Construction number U•value Btuh/10z*F) Or HTM atuh/It2) I Area (Ili or perimeter (It) Load Btuh) Area (ft2) or perimeter (ft) Load Bluh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 VM t 12C-0sw 2B•21m 13A•2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 12.44 0.00 54 0 0 54 0 0 139 0 0 153 0 0 36 0 0 36 0 0 93 0 0 102 0 0yl 11 2A-2om 12C-0sw 0.340 0.091 n no 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ylL- 2A•2om 13A-2ocs 2A-2om 0.340 0.201 0.340 ne ne, ne 9.62 0.00 0.00 22.89 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI a Vy I--G 12C-0sw 2A-2om 0.091 0.340 a a 2.58 9.62 2.84 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Val 13A-2ocs 2A•2om 2A•2omd 0.201 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I--Gi yl C 12C-Osw 2A-2om 0.091 0.340 se se 2.58 9.62 2.84 22.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ Y-0 13A-2ocs 2A•2om 12C-0sw 0.201 0.340 0.091 se se s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W yl I-CC 13A-2ocs 2A-2om 2A•2om 0.201 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 12C-0sw IOC-m 2B-21m 28.21m I3A•2ocs 0.091 0.340 0.340 0.340 0.201 w w w w w 2.58 9.62 9.62 9.62 0.00 2.84 9.20 35.73 35.73 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 II-G 4 l 1--1i C 10C•m 2A-2om 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 1100 16B•30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 54 0 54 0 49 0 94 0 22 0 22 0 20 0 38C F 20P-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 120 22 Envelope loss/gam 188 127 113 118 12 a) Infiltration 101 32 67 21 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 289 759 180 140 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 289 759 180 140 15 Duct bads 29% 31% 83 239 29% 31% 52 44 Total room bad 372 998 1 232 184 Air required (cfm) 1 1 22 43 1 14 8 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft' 2017•Mar•10 16:26:44 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 10 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Calc . MJS House laces: W DEL -AIR Right-J® Worksheet r.o•reeoolso ah2 DEAL -AIR HEATING & AIR 531 COOISCO WAY, SANFORD, FL 3277C1 PhND40 I3N jax. 407 333.3853 Web- WWW.DEL-AIR.COM Job: Lot93ThombrookeEdentllA... Date: 05.28.15 By: ER 1 Room name btt(2 ms suite 2 Exposed wall 5.0 It 25.0 It 3 Room height 9.0 It heal/cool 9.0 It heat/Cool 4 5 Room dimensions Room area 7.5 x 5.0 It 37.5 ft= 1.0 x 248.8 It 248.8 112 Ty Construction U-value Or HTM Area (III Load Area (It) Load number Stuh/(R•F) at III or perimeter (IQ atuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 Vy C IL13A-2ocs 12C-Osw 28-21m 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 12.44 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 O 2A•2Dm 0.340 0.091 n rye 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0VLC12C-0sw 2A-2Dm 13A-2ocs 2A-tom 0.340 0.201 0.340 ne no ne 9.62 0.00 0.00 22.89 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI YLC yl 12C-0sw 2A•2om 0.091 0.340 a a 2.58 9.62 Z84 30.36 45 0 45 0 116 0 128 0 0 0 0 0 0 0 0 0 yl 13A-2ocs 2A•2om 2A-2omd 0.201 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-( yl L-G 12C-0sw 2A•2Dm 0.091 0.340 se se 2.58 9.62 2.84 22.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI C 13A-2ocs 2A-2Dm 12C-Osw 0.201 0.340 0.091 se se s 0.00 0.00 2.58 0.00 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 104 0 0 104 0 0 267 0 0 294W V)I 13A-2ocs 2A-2Dm 2A-2om 0.201 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 12C-0sw 10C-m 0.091 0.340 w w 2.58 9.62 2.84 9.20 0 0 0 0 0 0 0 0 122 40 82 39 210 385 231 368 28-21m 28.21m 13A•20cs 0.340 0.340 0.201 w w w 9.62 9.62 0.00 35.73 35.73 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10C-m 2A-2om 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 1-0 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 16B•30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 38 0 38 0 34 0 65 0 249 0 249 0 225 0 432C F 20P-19c 0.050 1.41 0.71 0 0 0 0 160 160 226 114 F 22A-tp 0.9m 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AEO excursion 1 30 1 1 281 Envelopeloss/gam 150 163 1313 1720 12 a) Infiltration 84 27 420 133 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants 230 0 0 1 230 Appliances/other 0 600 Subtotal (lines 6 to 13) 1234 190 1733 2683 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 234 190 1733 264 15 Duct bads 29% 31% 67 60 29% 31% SOD 844 Total room bad 301 249 2233 3528 Air required (clm) 1 18 11 131 152 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wNghttsoft' 2017-Mar-10 16:26:44 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 11 00keEdenlllAGLMLol93ThombrookeEdenlllAGLW.rup Calc a MJ8 House faces: W DEL -AIR Right-J® WorksheetDELAIRah2 DEL - AIR HEATING & AIR 914DITIq IN9 531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax 407-333.3853 Web: WWW.DEL-AIR.COM Job: LotMhombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name wic (3) bdrm 3 2 Exposed wall 0 It 11.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 4. 5 x 4.0 It 180 ft2 13. 0 x 11.0 it 143. 0 ft2 Ty Construction number U- value Stuh/ 102*F) Or HTM Stuh/ lt2) Area ( 10) or perimeter (It) Load Btuh) Area ( III or perimeter (ft) Load Bluh) Heat Cod Gross N/P/S Heat cod Gross N/P/S Heat Cool 6 V I l 12C- 0sw 28- 2Im 13A• 2ocs 0. 091 0. 340 0. 201 n n n 2. 58 9. 62 0. 00 2. 84 IZ44 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 vLG11 2A• 2orn 0.340 0. 091 n no 0. 00 2. 58 0. 00 Z84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VLC12C4sw2A- 2om 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 y LG13A-2ocs 2A• 2om 0201. 0. 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yI 12C4sw 2A- 2om 0. 091 0. 340 a a 2. 58 9. 62 2. 84 30. 36 0 0 0 0 0 0 0 0 99 30 69 0 178 289 196 911 GVjl h 13A- 2ocs 2A• 2Dm 2A• 2omd 0. 201 0 340 0. 580 a a a 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- G Vy C 12C- 0sw 2A- 2om 0. 091 0. 340 se se 2. 58 9. 62 2. 84 22. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Y__' 13A-2ocs 0201. se 0.00 0.00 0 0 0 0 0 0 0 0 G W 2A• 2om 12C- Osw 0. 340 0. 091 se s 0. 00 2. 58 0. 00 2. 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! I- ff 13A• 2ocs 2A• 2om 2A- 2om 0. 201 0. 340 0. 340 s s s 0. 00 0 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1/ tl 12C-m 10C-m 0. 091 0. 340 w w 258 9. 62 2. 20 9.20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28• 21m 28. 21m 13A- 2ocs 0. 340 0. 340 0. 201 w w w 962 9. 62 0. 00 35. 73 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ValI-- C locm 2A- 2Dm 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q____ 0 12C- 0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 1100 16B• 30ad 0 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 18 0 18 0 16 0 31 0 143 0 143 0 130 0 248 CF 2OP-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0 989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion A 112 Envelope lossion 16 27 596 1467 12 a) Infiltration 0 0 185 59 b) Room vemilation 0 0 0 0 13 Intemal gains: Occupants 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 16 27 781 1526 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16 27 781 1526 15 Duct bads 29% 31% 5 8 29'/e 31% 225 480 Total room load 21 35 1006 2006 Air required (cfm) 1 2 59 86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A, wrlghtsoft- 2017-Mar-10 16:26 44 Right- Suile® Universal 2017 17.0 16 RSU24011 Page 12 00keEdenIIIAGLW\ Lot93ThombrookeEdenlllAGLW rup Celc . MJ8 House laces: W 1 DEL -AIR Right-J® Worksheet n.0 • M molror.n ah2 DEL -AIR HEATING & AIR PqNDITI( INCH531CODISCOWAY, SANFORD, FL 327hone: 407.3 •2665 ax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot93ThombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name bth 3 ms bth 2 Exposed wall 85 it 13.5 It 3 Room height 90 It heat/cool 90 it heat/cool 4 5 Room dimensions Room area 8. 5 x 5.5 It 46. 8 It2 1. 0 x 126.0 It 126. 0 It2 Ty Construction U-value Or HTM Area (ft2) Load Area (fig Load Bluh/ ft2••F) at fig I or perimeter (It) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VLG12r-Osw yl 28. 21m 13A- 2ocs 0. 091 0. 340 0. 201 n n n 2. 58 9. 62 0. 00 2. 84 12. 44 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 122 12 0 110 0 0 282 115 0 311 149 0 11 Lf 2A•2om 12r- Osw 0. 340 0. 091 n no 0. 00 2. 58 0. 00 2. 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VI--fi 2A-2om 13A- 2ocs 2A• 2om 0. 340 0. 201 0. 340 ne ne ne 9. 62 0. 00 0. 00 22. 89 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yL--1G V1! I-- 6 12C- 0sw 2A• 2om 0. 091 0. 340 a a 2. 58 9. 62 2. 84 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl F-- li f 13A• 2ocs 2A- 2om 2A- 2omd 0. 201 0. 340 0. 580 a a a 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl L--- G 12C- 0sw 2A• 2om 0. 091 0. 340 se se 2. 58 9. 62 2. 84 22. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl mot" 13A• 2ocs 2A• 2om 12r- Osw 0201. 0. 340 0. 091 se se s 0. 00 0. 00 2. 58 0. 00 0. 00 2. 84 0 0 77 0 0 77 0 0 197 0 0 217 0 0 0 0 0 0 0 0 0 0 0 0 W13A• 2ocs 2A• 2om 2A• 2om 0. 201 0. 340 0. 340 s s s 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- Osw IOC- m 0. 091 0. 340 w w 2. 58 9. 62 2. 84 9. 20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 28- 21m 2B• 21m 113A• 2ocs 0. 340 0. 340 0. 201 w w w 9. 62 9. 62 0. 00 35. 73 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4lf 0C•m 2A- 2om 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f12C- 0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 1100 16B• 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 47 0 47 0 42 0 81 0 126 0 126 0 114 0 219 CF 23P-19C 0.050 1.41 0.71 0 0 0 0 11 11 15 7 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 47 103 Envelope loss/gain 239 251 526 583 12 a) Infiltration 143 45 227 72 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 01 1 0 Subtotal ( lines 6 to 13) 382 297 753 655 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 382 297 753 655 15 Duct bads M 31% 110 93 2MI 31% 217 206 Total room bad 492 390 1 971 861 Air required (cfm) 1 29 17 1 57 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- 2017-Mar-10 16:26:44 Right - Suite® Universal 2017 17.0.16 RSU24011 Page 13 00keEdenillAGLW\ Lot93ThornbrookeEdenillAGLW.rup Calc - MJ8 House faces, W DEL -AIR Right-J® Worksheet n - ar damromo ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 hoJD407-333-266655 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: LOtMhombrookeEdenIIIA... Date: 05.28.15 By: ER 1 Room name wic (4) bth 2 lav 2 Exposed wall 0 1t 0 It 3 Room height 9.0 1t heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 4.0 x 4.0 It 16.0 I12 5.5 x 5.0 It 27.5 ft2 Ty Construction U-value Or HTM Area (III Load Area (III Load number BtuNfl2-IF) at fig or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat 0001 6 VII f 12C-Osw 28.21m 0 091 0.340 n n 2.58 9.62 2.84 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 I e 2A•2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 VLC12C-Osw 0.091 ne 2.58 2.84 0 0 0 0 0 0 0 0 2A-2om 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 yl 13A-2ocs 0201. ne 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 yl fa 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A-2Dm 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 VN 13A-2ocs 0201. a 0.00 0.00 0 0 0 0 0 0 0 0 lC 2A•2Dm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 yl C 12C-Osw 2A-2Dm 0.091 0.340 se se 2.58 9.62 2.84 22.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 0.201 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-20m 12C-Osw 0.340 0.091 se s 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W yl 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 12C IOC-M •m 0.091 0.340 w w 2. 9.6262 2. 209.20 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2B•21m 28.21m 0.340 0.340 w w 9.62 9.62 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LS 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 10C•m 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 L-0 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 168.30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 16 0 16 0 14 0 28 0 28 0 28 0 25 0 48C F 20P-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-ipl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 4 7 Envelope loss/gain 14 24 25 41 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1 01 0 Subtotal (lines 6 to 13) 14 24 25 41 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 14 24 25 41 15 Duct bads I M. 31% 4 8 Mo 31% 7 13 Taal room load I 19 32 32 54 Air required (cfm) I I 1 1 2 2 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Mar-1016:26:44 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 14 00keEdenlllAGUMLo193ThombrookeEdenlllAGLW.rup Celc - MJ8 House faces: W 1 DEL -AIR Right-J® Worksheet a . #A '"'" ah2 DEL -AIR HEATING & AIR CgNDITIRNINC I 531 CODISCO WAY, SANFORD. FL 32771 hone 407• 2665 ax: 407.333-3853 Web: WWW DEL•AIR.COM Job: Lot93ThombrookeEdenlllA... Date: 05.28.15 By: ER 1 Room name bdnn 4 loft 2 Exposed wall 33.8 It 45.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 1.0 x 199.5 It 199.5 It2 1.0 x 605.0 It 605.0 It2 Ty Construction U•vahue Or HTM Area (W) Load Area (ft2) Load number Btuh/It2-*F) at III or perimeter (ft) Btuh) or perimeter (ft) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VII C 12C-0sw 28-21m 13A-2ocs 0.091 0.340 0.201 n n n 2.58 9.62 0.00 2.84 12.44 0.00 59 0 0 59 0 0 151 0 0 166 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2om 0.340 0.091 n ne 0.00 2.58 0.00 2.84 0 45 0 29 0 75 0 83 0 0 0 0 0 0 0 0VLf12C-Osw 2A•2om 13A•2ocs 2A•2om 0.340 0.201 0.340 no ne ne 9.62 0.00 0.00 22.89 0.00 0.00 15 0 0 0 0 0 148 0 0 353 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl f yl mil' 12C-Osw 2A-2om 0.091 0.340 a a 2.58 9.62 2.84 30.36 59 15 44 0 112 144 123 456 0 0 0 0 0 0 0 0 yl 13A-2ocs 2A-2om 2A•2omd 0.201 0.340 0.580 a a a 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Ls yLG 12C-0sw 2A•2om 0.091 0.340 se se 2.58 9.62 2.84 22.73 45 15 29 1 75 148 83 350 0 0 0 0 0 0 0 0 yl L•-G 13A-2ocs 2A-2om 12C-Osw 0.201 0.340 0.091 se se s 0.00 0.00 2.58 000 0.00 2.84 0 0 99 0 0 99 0 0 256 0 0 281 0 0 230 0 0 230 0 0 591 0 0 651W 13A-2ocs 2A•2om 2A•2om 0.201 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw IOC-m 0.091 0.340 w w 2.58 9.62 284 9.20 0 0 0 0 0 0 0 0 176 0 154 0 395 0 436 0 28.21m 28.2(m 13A•2ocs 0.340 0.340 0.201 w w w 9.62 9.62 0.00 35.73 35.73 0.00 0 0 0 0 0 0 0 0 0 0 0 0 12 10 0 0 0 0 115 96 0 429 357 0 I--i LLL--fGG 10C•m 2A•2om 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 1100 168.30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 200 0 200 0 181 0 346 0 605 0 605 0 548 0 1050C F 2013-19c 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 2 101 Envelope loss/gain 1289 2239 1746 2822 12 a) Infiltration 570 181 756 240 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1859 2420 2502 3062 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1859 2420 2502 3062 15 Duct bads 29% 31% 536 762 29'/e 1 31% 722 964 Total room bad 2395 3181 3224 4026 Air required (dim) 1 1 140 137 188 173 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Mar-10 16:26:44 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 15 00keEdenillAGLVALot93ThombrookeEdenillAGLW.rup Calc = MJ8 House laces: W j QEL-AIR Right-J® Worksheet mom ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY. SANFORD. FL 3277`i hND4071ON266N5 Fax 407.333-3853 Web. WWW.DEL-AIR.COM Job: Lot93ThombrookeEdenll1A... Date: 05.28.15 By: ER 1 Room name wic int 2 Exposed wall 0 It 3 Room height 9.0 It heaticool 4 Room dimensions 6.5 x 4.0 It 5 Room area 26 0 ft2 Ty Construction U-value Or HTM Area (III Load Area Load number l3tuh/It2-•F) atuh/(t2) or perimeter (it) atuh) or perimeter Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vy C 12C-0sw 28.21m 0.091 0.340 n n 2.58 9.62 2.84 12.44 0 0 0 0 0 0 0 0 yLG 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 11 2A-2om 0.340 0.091 n ne 0.00 2.58 0.00 2.84 0 0 0 0 0 0 0 0VLG12C-0sw 2A-2om 0.340 no 9.62 22.89 0 0 0 0 t13A-2ocs 2A-2om 0.201 0.340 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 00 VY f 12C-0sw 2A-2om 0.091 0.340 a a 2.58 9.62 2.84 30.36 0 0 0 0 0 0 0 0 hl 13A-2ocs 0.201 a 0.00 0.00 0 0 0 0 1-fGa 2A•2om 0.340 a 0.00 0.00 0 0 0 0 2A-2omd 0.580 a 0.00 0.00 0 0 0 0 Vy C 12C-0sw 2A-3om 0.091 0.340 se se 2.58 9.62 2.84 22.73 0 0 0 0 0 0 0 0 yl 13A-2ocs 0201. se 0.00 0.00 0 0 0 0 L-G 2A•2om 0.340 se 0 00 0.00 0 0 0 0 W 12C-0sw 0.091 s 2.58 2.84 0 0 0 0 yl I-ff 13A-2ocs 2A•2om 2A•2om 0.201 0.340 0.340 s s s 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C- rn1llC•m 0. 3400.340 w w 2. 629.62 2. 209.20 0 0 0 0 0 0 0 0 28-21m 0.340 w 9.62 35.73 0 0 0 0 28-21m 13A-2ocs 0.340 0.201 w w 9.62 0.00 35.73 0 00 0 0 0 0 0 0 0 0 10C-m 2A-2om 0.340 0.340 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 q g--0 12C-0sw 0.091 0.00 0.00 0 0 0 0 11130 168-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 26 0 26 0 24 0 45C F 20P-19c 0.050 1.41 0.71 0 0 0 0 F 22A•Ipl 0.989 0.00 0.00 0 0 0 0 6 c) AED excursion 6 Envelope loss/gain 24 39 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 24 39 Less external bad 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 24 39 15 Duct bads 29'y- 31% 7 12 Total room load 30 51 Air required (dim) 1 1 2 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. At= -Ok wrightsoft• 2017-Mar-1016:26:44 AM Right -Suite® Universal 2017 17.0.16 RSU24011 Page 16 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Calc - MJ8 House faces: W w 1' DEL -AIR Duct System Summary ah 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Homes Job: LotMhombrookeEdenl... Date: 05.28.15 By: ER Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.139 in/100ft 0.139 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 173 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matt Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bdrm 5 h 1843 76 52 0.200 6.0 Ox 0 VIFx 25.1 95.0 st3 brklst c 2985 141 142 0.139 7.0 Ox 0 VIFx 62.8 110.0 st4 dining h 2162 89 86 0.165 6.0 Ox 0 VIFx 35.0 110.0 st4 family h 2904 119 113 0.161 7.0 Ox 0 VIFx 39.2 110.0 sty family -A h 2904 119 113 0.159 7.0 Ox 0 VIFx 41.3 110.0 st5 kitchen C 1878 57 89 0.150 6.0 Ox 0 VIFx 49.7 110.0 st4 living c 4494 196 214 0.158 8.0 Ox 0 VIFx 41.7 110.0 st4 mud room h 501 21 17 0.206 4.0 Ox 0 VIFx 21.8 95.0 st3 pwdr h 542 22 14 0.192 4.0 Ox 0 VIFx 29.9 95.0 st3 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st4 Peak AVF 482 530 0.139 675 12.0 0 x 0 VinlFlx st3 st5 Peak AVF 239 226 0.159 541 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 840 840 0.139 602 16.0 0 x 0 VinlFlx wri hflSoft` 2017-Mar-10 16 26:46 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.rup Calc - MJ8 House faces: W L. . Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matt Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx f1tSO1ft' 2017•Mar•1016:26:46 Wil 9 Right•Suile® Universal 2017 17.0.16 RSU24011 page 2 00keEdenlllAGLW\Lol93ThombrookeEdenlllAGLW.rup Cale - MJ6 House laces: W 4DEL-AIR Duct System Summary M°. AMCOIr10W10 ah2 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax. 407.333.3853 Web, WWW.DEL-AIR.COM For: Taylor Morrison Homes Job: Lot93ThombrookeEdenl... Date: 05.28.15 By: ER Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.188 in/100ft 0.188 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 127 ft Name Design 13tuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk bdrm 2 c 2432 96 104 0.201 6.0 Ox 0 VIFx 34.5 85.0 SO bdrm 3 c 2006 59 86 0.202 6.0 Ox 0 VIFx 33.7 85.0 SO bdrm 4 h 2395 140 137 0.290 7.0 Ox 0 VIFx 12.6 70.0 bth 2 h 301 18 11 0.206 4.0 Ox 0 VIFx 31.6 85.0 SO bth 2 Iav c 54 2 2 0.213 4.0 Ox 0 VIFx 27.7 85.0 SO bth 3 h 492 29 17 0.321 4.0 Ox 0 VIFx 4.7 70.0 tuft h 1612 94 86 0.313 6.0 Ox 0 VIFx 6.7 70.0 loft - A h 1612 94 86 0.280 6.0 Ox 0 VIFx 15.8 70.0 ms bth h 971 57 37 0.193 5.0 Ox 0 VIFx 39.1 85.0 st2 ms suite c 3528 131 152 0.201 7.0 Ox 0 VIFx 34.5 85.0 st2 utility c 998 22 43 0.199 4.0 Ox 0 VIFx 35.8 85.0 st1 We h 341 20 11 0.188 4.0 Ox 0 VIFx 42.4 85.0 st2 wic ( 2) h 232 14 8 0.202 4.0 Ox 0 VIFx 33.9 85.0 st1 Wic ( 3) c 35 1 2 0.298 4.0 Ox 0 VIFx 10.5 70.0 Wic ( 4) c 32 1 1 0.289 4.0 Ox 0 VIFx 13.1 70.0 Wic em h 1057 62 55 0.189 5.0 Ox 0 VIFx 41.8 85.0 st2 Wlc int c 51 2 2 0.212 4.0 Ox 0 VIFx 28.5 85.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 210 255 0.199 576 9.0 0 x 0 VinlFlx st2 Peak AVF 271 256 0.188 613 9.0 0 x 0 VinlFlx C Wri htSOft' 2017- Mar-1016:26:46 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 3 ZA... 00keEdenlllAGLW\Lot93ThombrookeEdenlllAGLW.rup Calc - MJ8 House faces: W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb4 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 Wrl 1tSOf` 2017-Mar-1016:26:46 9 Right -Suite® Universal 2017 17.0.16 ASU24011 Page 4 00keEdenIIIAGLW\Lot93ThombrookeEdenlllAGLW.rup Calc - MJ8 House laces W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot93ThombrookeEdenlllAGLW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FOAM R405-2014 i RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.31of 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). Energyl Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A colmpleted Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5. t 3/10/2017 4:23:25 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method i Project Name: Lot93ThombrookeEdenlllAGLW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL. Permit Number - Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 34221 sq.ft. Cond. Volume: 31320 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: 1 Ems' EgLA: I 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 inc hiding 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 herebycertify that the above envelope leakagefYP9 performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. I SIGNATURE: PRINTED NAME: DATE: 1 3/10/2017 4:23 PM 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: 0, 'SHE STgT V Yllltd., _44' a 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 verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2 6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.21A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)Wl 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. 3/10/2017 4:23 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. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External 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. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with 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. 3/10/2017 4:23 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: 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. O R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 2 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space. R-10 is allowed. 3/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 r- I I z-t I 2' FROM WALL i BY BLDR MIN ? 42X42 A/C SLAF II (VW wrGSK CAWW- C" CR FMGLASS- FWI - NOTE TO BUILDER,MUST PROVIDE UNRESTRICTED 1 INCH UNDERCUT BELOW DOORS TO HABITABLE ROOMS Transfer ducts/grills sized In compliance with Florida Residential Building Code-M1602.4 balanced return air. EXCEPTIONS 1-3 tat - 40 I.y« mfn inaw Tdj rI 7' kitc n venit= UVMI 1IIIIII gfJITR7112x6 Iwcd KWEto roof cap 140 r- 4MT as 90 ILft(F§0 11 RnT oa wK I0x6 Iwcd 6' TOV, 1 4' FLATU%' ZZ e T e• p85 12. 0 T ON W/5KW E240V IPH IOx6wcd 0 plen a8~i RMWJtxrn gau platformby TTHfLL-------6 ---— aarer cel Ii 0ag` a+.gn 1. Tawr ENTRY 1 44 3 YOf f r-4• PLT. NT. W-tcanMM i Q fI R W K oases ue ®000 I Two 2 IAIILL uTTTTT I — FAMILY ROOM - - Tr- w• w- o• 9' W LAY. r-e MT as Z 10 7' aq TLE Tu az 115 }+ 14" a& r-4- MT Q. G. J' nb 1 I -bet 8x4 1 rd Kl. arr Mw IT TR / 994, 3' bath duct to roof capw/ fan Nutone 696RNB I --- i8E w TLI! MCFE D um. I If I 1 GARA6E Tr-4•nr-.• r-e PLT. HT. I I NJ I NK T> 4T< II j r I Ilaat ev. IIi IL--------- i LN TW( aF. Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. 3' bath duct to roof cap w / f an r*Builder to Nutone 696RNB I,M provide half door V" 4• bxlb rag Sx4 BATH 4 BEDROOM 4 12x6 lwcd a ex6' Ir-W-W `ZT0.a 135 7' 85 q• 16xl6 r I0x6 lwcd 12xl2 rag b4 iLOFT TIG'-IO' W MT G4 1 1 1 raw %x4 1 5 4' I 6' I 4xl4 rn 85 IBWWW 1 Ir 3 9' lOx6 lw d j w-iOx T id1Z 6 3' bath duct to roof cap w/fan Nutone 696RNB C U 1 8x Wu[ >•w 4• BATH as s'u 18x18 rag,ti_ swna 1 1444 ra I I I 6' 105 s gx4 lwcdI 1I a 1 19EDR- 2r-WI0x6 lwcd x III45 W-O' MT as ¢ y 1 10! !am I 4' dryer duct to roof cap j w/dryer vent box KWAC MaoSFECFIcaTM 14M TO F100R RM FOR SnU OF WX Ifiev ISN;IE N 54%G4MW- CSMI, OR RED I s I I I Z4 All I 2.0 TON W/5KW 2240V 1PH I 18x10 plen 104 FWE ' 1E I platform by z O GILL I 1 bbscale o Rm WAI I --- 9' jy IMUMAEb— WAI I 7' 14x14 rag 1 j ex Teoeu IOx6 l.c rAm IC rokw rim Te a WLAITr Ia1011 3' bath duct to roof cap w/fan Nutone 696RN QCA o I ODYM j w MINR 9-0 Yr. 12x6 lwcd e-e 150 MpSU SIM pieo ie ao rs! r-Ir FLAT CM t I w/R i N CA I WAXI 34"F a 0 10 AS na (K aeaw I mpselIea0SSxyFK"* OGnG x4 as 4' FA I U nncr)_cl-nno_oi Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. is CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION i Application No: Documented Construction Value: $ Job Address: ' / < vtJ- 0 3 Historic District: Yes No), Parcel ID: Residential@ Commercial Type of Work: New Addition Alteration Repair Demo Change of UseEl MoveEl. Description of Work: 4 c— Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information I ame_Tr' Phone: 4 `o —00 `•1q s Street: Q(oOO - 1-0 L14 ci 12 in Resident of.property? : XO City, State Zip: 1Y oAQar I rInn 321SI Contractor Information; Name , a" n j Ie. --Ef e ; b =ems— Phone: .-IM I a-t d o Street: A 153 s-M; Fax:. 40-1 City`, State Zip:" Or*10u^ A b State License No.:. E -0000 S'019.. • Architect/ Engineer Information Name: Phone: Street: Fax: City., St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: VARNING• TO.OWNIM YOUR FAILURE.T.O. RECORD A NOTIC$.OF GOMMgN. CEMEa!IT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CUMMENC&&' MUST 11 RECORDED AND POSTED ON •' RE ITE 10R'SBEFORE•IM FIRST INSPECTION. IF YOU INTEND To- OBTAIN FINANCING, CONSULT WITEI YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as -indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulati ng construction in this jurisdiction. 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 thaidate: 56 Edition (told) Florida Building Code 0 f this permit, there may be additional restrictions applicable to this propertY that may be found in the In addition to the requirements othepublicrecordsofthiscounty, and there may be additional permits rcquireG from other governmental entities such as water management districts, state agencies, or federal agencies. FS 713. Acceptance of permit is ,crif c-ation that I will notify the owner of the property of the requirements of Florida Lien Law. cutedcontractftheextThe City of Sanford requires payment of a plan review fee at the time of peconstructs n valueoof the job at the time oflsubmittal ty in ordertocalculate a plan review charge and will be considered the estimatedpermit is issued, to The actual construction value ll be Should d calculatedchargesent ICC Valuation Table in effect at the time the gured off the executed contract exceed the actual construction value, accordance with local ordinance. credit willbeappliedtoyourpermitfeeswhen the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done incompliance with all applicable laws regulating -construction and g SignaNre of Contrec od gen J O t Signature of OwnedAtt Date ga i Print otodAgent's Name Print Ownc& Lgent's Name t)ate Sign twe Sigruturr,oftQotary- StateofFlorida • j„ •... ENHUGHES rrp; NotaryPublit- Stateolfbrida CommissbnI00069a69 ir•% My Comm Empires Mar 26, 2021' anv•' BaidedlluaghNrrgrulnb4rybtn. Personally Known. to Me. or Contractor/A,&ntis Personally Known to 9'or lOwner/Agcnt is produced ID Type of ID 1T-' t Produced ID Type of ID _ BELOW IS FOR OFFICE .USE' ONLY Electrical Mechanical Plumbing[] Gas Roof Q Permits Required: Building Occupancy Use: Flood. Zone:1_ Construction Type: .. Min. Occupancy Load:. tE of Stories: Total Sq Ft of Bldg: " - New Construction: Electric - # of Amps_ 0 plumbing - # of Fixtures ofl3ea s;, Fire Alarm Permit: Yes 0 No. Fire Sprinkler Permit:. Yes No APPROVALS: ZOMNG: ' _ U II,ITIES: WASTE WATER: f BUILDING: ENGINEERING: FIRE CO1vMNTS: n- CITY OF SANFORD BUILDING & FIRE PREVENTION Ida' PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: `I' I L "n- fiq d 14 Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: Newi Addition Alteration Repair Demo Change of Use Move Description of Work:rt5 q Plan Review Contact Person: ,q.,i I p,l/S I- Title: Phone: `W7Fax:p1-3a -38 , Email: I'iUGC C'.la 4t r. 4xrh I Property Owner Information Name Phone: 1 AliStreet: ix' _ - Y' •." . ! Resident of property? City, State Zip: I t Contra' Cfor Information Name dA. Ic An F , ' I' • phone: 0 Street: a TSGO Fax: 0 - 53 City, State Zip: [ State License No.: O Architect/ Engineer Information Name: Phone: Street' Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in a000rdance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate at work will be done -in compliance with all applicable laws regulating. construction and zo ' g. Signature of Owner/Agent Date Print Owner/Agent's Name Signature.of Notary -State of Florida Date 1141- of eontreetorIABcnt I A to Pr .-haal sS0 nctor/A ent's Name t ok. -. . /11 4 11k7 of No ry-State o Florida ate CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 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: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30. 201 S Permit Application F !_Fai tlLlf61iA1 )Wl fur) S'tapr ll•Rr1 QllaA MYlQ1/L YtI mN (Paply 0l)t yll/AA fr:J la•v t lpfa G. )If/iplta0l'7 teav s'enll.tl aK1 bfW/ Irte Q-` (aY Q1a 1Qa. .. a- a• <• MNYMarIfp-N iljnrn.. o.A die QrQ < Qtr •'/tYlv:n aa..reava..r Yr.tra s. Iwr•ar•Q• tttlrp pr1lrV urar t®w Mr wf INY faL IlprYlti SG{r Ktrar ua g1litCr•pa tllmY tm \trrl a.Y W Str1K u. IYItS71 Itrrbwp hl IWA tr.•.I}ty Ol•r•rr tAGlw 4r abal • _`_` `— a w• aptG lane w< _ nK I a ar=l.rea1M LGaaa r Im.11iar a 6<Q NVpaa,aptlrrKMraa—` 1•a mI•r• AIIlQt r-ro _ _ _ Mr Yatf f. arp y i feral x w_ _ VJY t•b i•IfI rrwpt\larw• art fir May ! lulw 3f/ K waL~ a.- Kipr rrq.aa _ m« ftal WOpsn m* a•tnt._ e11M1 b. a.Y ry ra. 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YIraC1{ RIG\•f.w•KWr4M11•I /t. w.•./tr w U)tr_wK She IYtG NfYYrn pY w.'alafiwappnaraaa a6 Wat 11p WtbIOIIO.RSa • s: raRw11Wf 41rV+pf aaY•Ow••tWtMP l...f/W h•ba W tM K 7IIYK Y ISrl: a.tl•Ywlar QtC. I IVI Ytvrn,u u.r V/Revision Response to Comments Permit # Igb5 Project Address: City of Sanford Building & Fire Prevention Division Ph: 407.688.SiS0 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Submittal Date Contact: Daphne Ph: 407-257-6M u OCT 2 3 20TI Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building O/Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Fax: General description of revision: A&V&r Ae r r"6/ m 4 5 ROUTING INFORMATION Approvals 0 Building 4)1 JET,- JH 3," WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR ROOMAAV KITCHEN' I W_1M 1 TAYLOR MORRISON HOMES THORNBROOKES.F.,- HOUSE TYPE EDEN III rl II^ I __ LOT 93 FIRST FLOOR i J_ r _: _._ t _ 7- - r----- - - r -rrL - _ L. i. I..._ TE, T Pil BATH 2- I Ir•--.'-- MASTER BATH k7 r nil TAYLOR MORRISON HOMES — L THORNBROOKE S.F.-- HOUSE TYPE EDEN III :— LOT 93 I I I i 1 ` I BATH 3 I SECOND FLOOR. 3" WASTE LINE FROM 2ND FLOOR T@RNIfNATINGTO'111E 1ST FLOOR { II ire ice! AILA 71 3," TERMINATING WASTE LINE FROM 2ND FLOOR TO THE 1ST FLOOR I K l POWDE R ROOM AAV KITCHEN WPM TAYLOR MORRISON HOMES T_ THORNBROOKE S.F. HOUSE TYPE EDEN III LOT 93 FIRST FLOOR I -' Ti- y IT BATH 2 MASTER BATH r L 7 r L_ I TAYLOR MORRISON HOMES _ THORNBROOKE S.F. HOUSE TYPE EDEN III r I T I I I r-1_ BATH 3 LOT 93 SECOND FLOOR. l"" 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO'CHE 1ST FLOOR I O° r a U cfy47-1 r- ti FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Street: q% 49a), ®row_ /Qo'e- City, State, Zip: sa ac7,v d / FL / 3 2 771 Design Location: Envelope Leakage Test Results Single Point Test Data: _ HOUSE PRESSURE: Leakage Characteristics CFM (50): ACH(50): Builder Name: j/1e,.6v/ J d y Permit Office: Permit Number: `? Jurisdiction: FLOW: o2o f 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 parry 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: s-5_ PRINTED NAME: b DATE: 12ZZZ_a Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: W Florida Building Code Duct Leakage Result Builder. Neighborhood: Lot E: !3 Address: City: State: Permit iit. Square Footage: 2a; 2- Stage of Construction for Test Rough in with Air Handler Cl Rough in no Air Handler ©Post Consbu' on Duct Leakage Test Results: Dud Leakage percent requirement: 96 System CFM25 Square Duct Leakage Location Pais or Fedaft. Foot CFMl100 2 3 4 5 ff Pass Fall ROV Compwq: SkwTace lrapecWn Rater Name: S GGr //,z ReW ftnatuie: The EnergV Code ERports 9570 PAPMy Square Blvd. Suite 41 O Jacksonville. FL 3225 , PhM: 904.462.400011. M. SKYETEC www.SkyeTec.com DESCRIPTION AS FURNISHED: Lot 93, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 92 REC. 1/2• I.R. NO I.O. to o Cv CO a 5.00' REC. 1/2• I.R. NO I.D. I PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V"-- PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 24.8' PROPOSED GRADE PER CONSTRUCTION PLAN ++ THORNBROOKE PHASE 1 PLAT BOOK 79. PACES 3-7) S 00°10'44" E 50. 00, B.B.) S 00010' 44" E 50.00' ROCKY GROVE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR = 15' SIDE = 5.0' SIDE CORNER - 10' REC. 1/2• I.R. NO I.O. 0 o Cv C0 Co 1 Q0C r C ZcV(F= L. phJ C IPA 9 -19.OS LOT 94 tiv 43.15 P.C. 0 REC. 1/2• I.R. NO J.D. LVI 6.000 w.)-. LIVING 1.740 SO.FT. GARAGE 447 SO.FT. ENTRY 34 SO.FT. LANAI 273 SOFT. BREEZEWAY - N/A SQ.FT. DRIVEWAY 403 SOFT. A/C PAD 24 SOFT. WALKWAY 76 SOFT IMPERVIOUS - 50.0 X 2.999 SOFT. I R/W = 550 SOFT IAPRON - 110 SO.Fi SIDEWALK - 250 SOFT. son - Ion so.FT. SHOWN AREA - 6,550 SO.FT. LAN DRIVEWAY - 513 SOFT. PER SIDEWALK - 326 SO.FT. 7ED SOD SOFT. CRUSEiVWYETR—SCOTT ASSOC., INC. — LAND SURVEYORS. 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r • PLATP r&L POWT Luc NOTES: I. • rONI.P. • POSE tAXyp. TYPICALPOWPOINTIT REVERSE CURVATURE I. THE DOES MfRELIY CEROPI' THE SUREY H/EE7S THE STAN&AROS OF PE SET M RY THE PLORIDA BOARD IR. . IMN ROD elmrtc. URVATURrouRorDOHraRHDou1VA71RC PURE M rAPROi1ESS10HALSUR1E'IORS AND MAPPOTS w LINPIER !J-17 fl01UM AOIIN6TRARK OOa' PURSUW rO SECRON 4 zo21: FLORIDA SrATUESESSONLSUNC CA CONCRETE "ONU ENT RA& RAOUL 2. UNLESS OIBDISSED WITH SVR EMR'S AOIHTURE AND 0004044L MM SEAL THIS SLWYEY NAP OR COPIES ARE NOT VAUa SET LP. . REC IJLVE ./xD AS% REC. RECOVERED NA. UP. VIINCIS P J. HMS SURVEY WAS PROWED PROP M i NOWMA pN PIMNISNW TO INE SURVEYOR. MERE MAY BE OTHEO RESTRICTIONS Pat. . POINT or tCGONI110 D.C. . roIM OF COIOE/CCNCIR H:APLRx CALCULATESESCALCIAATCOrERWNOITRfr0lCllta Ifn11PaNT OR moon nor Arner M6 PAOPLTNY. 4. NO UNOE7lCAOIwO DD'IMVEYENT8 IU1E SEEM LOCATED UNLESS OTHERWISE SHOWN. c • uNTa1LDE Yr. rMISIED MOOR CLEVATIOA a TM9 SUNVLY 6 PREPARED MR THE Sac 604M OF THOSE CERTIFIED 10 AND SHOULD NOT W RCUED UPON By ANY OTHER OHM wD . NAIL L DISH TESL BUILDING SETIAac Luc a OOIOrSIONS SHOWN FOR ME LOCATION Or LUPWOKMENTS HEREON SHOULD NOT K USED To AMOOM UC SOUNDr Rr LWES ER/WSH . CASM r-vA,rESNT. DRA04W w0= DOEI._aRDAu ' T. , D, ann AND ON ME UAW SHOWN AS &LSE K40W (ea) DIEM. • a ELEVATpMf I' SHOW ARE SIM ON NUIONAL CWOC11C OATUY Or 1929. UNLESS OTHERWISE NOTEA UTIL. • UTILITTL 9. CER161GTE OF AUDIORIlADOM NHL aS9a CHAIN L FIVE[ WOFC WOOD C C/S • vmo FENCE C/D • CONCRETE GEE 1— 1• 20'----4. DRAWN BY: • P. • POINT OFCURVATUREURVA T P.T.T. PANT PT iANGCIC! q) CERTIFlED BY: OAIE ORDER No. OESC. DESCRIPTION R • RADIUSLENGTH PLOT PLAN T05-31-2017 1058-17 0 DAMDCLtA RENSED PLOT PLAN cL CHORD FORA(WARO FOUNDATTON/ELEV3. 08-10-17 3283-17 0=0 DURING NORTH FlNAL/ELEVS. 01-30-18 414-18 THIS SUILOING/PROPERTY DOES.NOT UE WM41N 4 THE MAIL HEO 100 YEAR FLOW PLANE AS PER "A1" TON RUSENNII`'`, R.LS. / 4714 ZONE MAP / 12117C 0055 F. J/WES . SCOTT. R.LS 1 4801 UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.4210504 - F: 407.423.3106 UES Project No: 0110.1401008.0000 Workorder No: 9319878-1 Report Date: 8/14/2017 In -Place Density Test Report Client: Taylor Morrison of Florida, Incorporated UES Technician: Tristin Kegler 2600 Lake Lucien Drive Suite 35;U _ 9..l . Maitland, FL 32751 re q Date Tested: 08/14/2017 Project: Thornbrooke 40s 8 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: (Lot 93) 411 Rocky Grove Lane Material: Fill Reference Datum: 0 = Top of Fill Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test aximum ptimum Field Dry Field Soil Fill Depth Pass No. Location of Test Range Density per oisture 1%1 Density per Moisture 1%1 Compaction 1 inch) or Fail 1 Northeast Corner of Pad 0-1 ft 105.4 11.8 109.4 10.1 104 N/A Pas: 2 Northwest Corner of Pad 1-2 ft 105.4 11.8 108.5 12.6 103 N/A Pas: 3 Southwest Corner of Pad 1-2 ft 105.4 11.8 103.5 9.7 98 N/A Pas: 4 Southeast Corner of Pad 1-2 ft 105.4 11.8 106.9 9.7 101 N/A Pas: 5 Center of Pad 2-3 ft 105.4 11.8 108.4 10.6 103 N/A Pas: Remarks: At time of testing footers were not excavated. All test are done in pad area Tn nn/eAl:../. a m..{..el n•nlnn/:nn In I /n:..n.e.el'n n/:nnln IHn O..AI:n nn n..^..nh.nn ell •nnnAn e.n ....A.n:NnA nw ..nn!i.In../:el n.r•nnA.. ni.... nl:nn/ en.1 n..11.nri.n/:nn DESCRIPTION AS FURNISHED: Lot 93, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages70thru71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, 'Inc. LOT 92 o C3 V nt CO 60M 5.00' THORNBROOKE PHASE I PUT BOOK 79. PAGES 3-7) S 00010' 44" E 50.00' B.B.) S 00010' 44" E 50.00' c0 0 O CO to LOT 94 ti' 43. t5 P.C. LIJ, D.uvrj sv.r-I LMNG a 1,740 50.F1: GARAGE 447 O.FT. ENIRI' 14 Sp,Fr LM1AI 2'3 L.FT. ROCKY CROVE LANE DR£E2EIVAY . N/A DRIVEWAY - 4ns 50.Fr rO.,T. 50 RIW) TRACT I A/C PAC) WALKWAY 4 a SOAT UnUrY & ACCESS R/W 1A4PERVIOUS- 50.0 OX7. 2.99P 3 01 SOX, S!1 FT. L N R/W APRON 550 110 50.0. Sa rT. QQ PROPOSED - nNISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS V *- PROPOSED DRAINAGE FLOW BUILDING SETBACKS. FRONT - 25' SIDEWALK SOU 250 190 SO.FT. 5O. FT. LOT GRADING TYPE A REAR 15' AREA 6.550 S,. rr. 4 PROPOSED INFORMATIpN SHOWNPROPOSEDF.F. PER PLANS 24.8- SIOE - 5.0' OASEO.ON PROPOSED GRADE PER CONSTRUCTION PLAN SIDE CORNER - 10' SUPPLIED PLAN ANO/OR INSTRUCTIONS PER ORNEWAr SIDEWALK g1,3 S96 SO.Fr. SO.FI' CRUS.,EWMEYER-SCOTT ASSOC, INC. -LAND SURVEYORS LEGEND- LWOA - r . PLAT POL , POINT ON wa 5400 E. COLONIAL OR. ORLANDO, FL. 32Q07 (407)-277-3232 FAX (407)-658-1436f . TEO IJ. . OOR PPE IA. . IPON ROD 11. • tr ICAL PAC. . POINT Of REVERS[ CLOVATYRC FCC • POD" Q OOIOIR01 pRVA1vI1C Norm. •• 1. rMF 1/NIMOM4m DOGS /RROrr Mw TINT IMS SVRKY NEM ME SrANON06 Of PMCVCE SET FORO1 or THE ILOMOA 801AD or 4pl 1E NDNOrXt M4 • RADIAL PROrESSCkk SIRTK101t! AMP A4PP M M CH P= SJ-IP FLORMA AOMIRSTMOAf CODE PIROAANT M SEC71pN 471.0=1. ILOIIAI SIATIA3 LCT Y. . 1/Y IA. •/DLD IS10 NA. . MITHISS L I LN= Gf0OM MM AMVEYCR4 MMTVDE AND ORANNL'MLSEO SM TTW SLMV IIAP OR COW. ARE NOT W44 R[CWQCD VI. • VITIRti POINT 3. 110 SLOW WAS PROAWCD IRON MLE 901MIs"1 W r11R11SI/E0 TO OIC SWTVEYOR. TNOK NAY M ONION RLSTR1C/101ISPA • POINT W KGROM PQ(. . PDYR Or CMUGM Ort t CALL CALCULATED PAN . PC ANENT RCPOtewe HOAAICIIT OR CASD(M TIN/ Aff= IIW Nlyptry. A NO U/ADIptQyVm MROVIIIENT INK Kd LOCARD UIRESS OINFRRISf SHOW. Ca1CRLIK NLD • MIL L OStf rf. • rINtMO fL00R 02vAilO/ DSL • SCTDACK LONE A II/S >QERVl1 IS'It: POIT llfE SOIL BOIQTT Of /IIOOf CER11rED /0 AND JNOIAD N01 tP R[UED 11r'OII R1' AM DING f.I/I1T RIDNT4-VAT IENEHHSURAIADN • 1CICN1IARK 4 020/RONS SNOWN TOR THE WAT104 O< 80*0 VENTS /ORLON SIAUCD NOT SE USED TO R&OWMAUCr MAW" LINE& ECvEar. . CASaa 01 •MSC DCARDA 7.•iEMD+CA Aft OAD[D AStVYED M11IY AND ON NNE tua lNOIIN AS DAtt RfARV/0 (0.1.) GRAIN. • DRAINAGE d Lll ATAkIL1r HgWN. ME DAMb.OII MINDOM OCOOM OATW Of I920. WU= OrMEmw NOTED. VTIL. . VIIL(tr CLFC • CHAIN LINK r[NCS 9. COTINTCQE OF AUIHOMIAIION Na. vOFC • v000 rCNtt is roG INNtt a AIult[ SCALE r--- 1' . 20'— OrtAwN B1^ ••• P.I. • POINT OT TANGOCt Knw I.OI CERTIFI&P- Bri OA7E ORO& No. PLOT PLAN 03-10-17 103C-17COOOEREVISEDPLOTPLAN03-31-2017 CCL • CHORD DARING FORMBOARO FOUNDATION/ELEVS. 00-10-17 J2S3-17 THIS &MD&C/PROPERTr OOES.NOT LIE MRI/N THE ESTABLISHED-100 TEAR FLOW PLANE AS PER 'FIRM' TD X. CRI1SEVER, R.LS. / 4714 ZONE X. MAP 1 12117C 0033 F. JAMES W. SCOTT. R.LS j 4801