Loading...
419 Rocky Grove LnCOUNTY OF SEMINOLE pIMPACTFEESTATEMENT STATEMENT NUMBER: 17100004 DATE: June 30, 2017 BUILDING APPLICATION #: 17-10000405 BUILDING PERMIT NUMBER: 17-10000405 v 1 UNIT ADDRESS: ROCKY GROVE IN 419 21-19-30-510-0000-0910 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUP: 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 LOT TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 419 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 91 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 inale Family HoUEusing .00 FIRE 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS CO -WIDE ORD 1.000 dwl unit 54.00 Single Family Hou iing 5,000.00 1.000 dwl unit 5,000.00 PARKS 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 RECEIVEED BY: (/ US1NTO9OiSIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERI{ SEMINOLE COUNTY ARE ROAD, FIRE/RESCUEIS IS , LIBTRARYYANENT D/OREES DUE EDUCATIONALRTHE 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 CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. 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 THECOUNTYBUILDINGPERMITNUMBERATTHE '1OP 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. Parcel I D Number: 2j-19-30- 510 -0000- Oq f 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 CLERK OF CIRCUIT COURT 6 COMPTROLLER BY, 8949 P9 70 QPgs) CLERK'S T 2017069109 RECORDED 07/07/2017 03:24::15 PM RECORDING FEES $10.00 RECORDED BY hd?w)re The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT 11 Legal Description : Thornbrooke Phase 4, according to the plat thereof, as recorded in Plat Book/Page%Zgi`the public records of Seminole County, Florida. '7 Addresses : Z114 e l6ve 1,10'e-Sanford FL General description of improvements : Single Fami y Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(I)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. IL Date Signed: Signature of Owner's Agent: z J n Asa Wright Taylor Morrison of Florida Sworn to and subscribed before me this by John Asa Wright onally known to me. ,p6E 010 Notary Public DA Clark My commission expires: 6/27/19 CERTIF$enla' No'I CLERK OF AND P 0 7 Z011, SEMIN C TY, LORIDA DEPUTY CLERK pigvU Lary Signature: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION r: ' ' Application No: lQ O$ Documented Construction Value: $ v! Job Address: Q CC r-0V<_L-a*e_ Historic District: Yes No Parcel ID: 27-19-30-510 -0000- 041 0 Residential U Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME THORNEBROOK PHASF_ 4 LOT NUMBER: 191 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne Perm itsPerm itsPermits.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5ie 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 ofthe 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 constructio and zoning. Signature of er/Agent a Signatu ofContractor/A ent Date TAYLOR MORRI OF ELORIDA INC JOHN ASA W Print Owner/Agent's Print Contractor/ e Signature ofN to of Florida Dat SignaturAN State of Florida Date t° ..... , D. a C ARK D. a anR;c MY COMMISSION I FF 209108 r * MY COMMISSION I FF 2o9108 EXPIRES: June 27, 2019 Nt ° EXPIRES: June 27, 2019 Of `O. Booed Thro BWgel Notary Swim or nop BorMeQ Thra Bu*t Notary Semiteses is YES Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Buildingof Electrical & Mechanical Er Plumbing[K Gas[] Roof Construction Type: \16 Occupancy Use: (L3 Flood Zone: 5r' Ai' rgE tE Total Sq Ft of Bldg: 3 % 35 Min. Occupancy Load: \q # of Stories: Z- New Construction: Electric - # of Amps 2@O Plumbing - # of Fixtures t> Fire Sprinkler Permit: Yes No Qr of Heads Fire Alarm Permit: Yes NoR] f P 4,17 APPROVALS: ZONING UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: tM- C. G-Zb" FIRE: BUILDING: SF ?- 3- '1 Ok to construct Single Family home with setbacks and impervious area shown on plan. Revised: June 30, 2013 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 419 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0910 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) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP#17-1908 Reviewed by: Michael Cash, CFM Date: June 28, 2017 I)),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape 8 7 Department of Planning & Development Services nfor 300 North Park Avenue, Sanford, Florida 32771www.sanfordfLgov 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. a. vm adjw for 1 I C8IIbaMaaer Kne Calleooal4 1. Project Location/Address: 2. Proposed Activity: o GKIA kz If oe+-t. L-Q w2. Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: MIMEAVA7V jQle NA/ &AC This application is submitted by. Propenyowner a Signature: Print Name: AAVW4 RIP—RpRA /WtSAddress: _ 1S1 WaM#A& 44&k#2X RAIMAX V Phone: 40-W414 0 Fax- J2LOA PA&r 1 Ifs i F-W Date: G Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement This shall include maintenance of the improvement and unpaved portion of right-of-wayadjacent thereto. Requestor may, with written City authorization, remove said installationfimpnovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any generalmaintenance activities by the City becomes in conflict withthe 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 rightofway. If the Requestor does not continuously maintain the improve- ment and area in accordancewith previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, alter appropriate notice, restore the area to its previous condition at the Requestoes expense and, if necessary, file a lien on the Requestoes property to recover costs of restoration. To the fullest extent permitted by law. Requester agrees to defend, indemnify, and hold harmless the City, its councllpersons, 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 consequentiao, or injury of anynature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeaq, resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Chy's light -of -way. I have read and understand the above statement and by signing this application I agree to its terms. 1 hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: to 0 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: ROW Use Drtvway.pdr taylor morrison M•n»• ,,..... a Yw TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Junet, 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots IPhases 4 and 5 Address:.41°I 00C `/kbve but 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 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Owner Signature / Brian Brunhofer 9-0e7 1 5'0 President, Taylor Morrison of Florida, Inc. Pr' d Name Signature STATE OF FLORIDA COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this day o I, 2017,A Brian Brunhofer as President for Taylor Morrison of Flori , Inc. who is DersonalLV1#A)VQ)R'1K%8. G oost 2B, o• Notary Public,,StcVtblof Florida ee : it Print Name: /Yv Z OFF02242D ; pQ MyCommission Expiiree%s% NX q'9scy r .•'o Zy, RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: ot91ThombrookeDaphenelllBGLW Builder Name: TAYLOR MORRISON HOMES( SANFORD Ij,,q , Street: yip: FL Permit Office: Q0City, State, Zip: FL, e Permit Number: )7 8 Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2gR11 F,' 1. New construction or existing New (From Plans) 9. Wall Types(2823.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1395.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 205.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1464.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1464.00 1`12 6. Conditioned floor area above grade (1`12) 2612 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R 1`12 7. Windows(413.1 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Garage 6 290.6 a. U-Factor: Dbl, U=0.34 341.11 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 231.8 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 1`12 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEERA6.00 b. Central Unit 18.0 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF•9.00 SHGC: b. Electric Heat Pump 17.5 HSPF•8.50 Area Weighted Average Overhang Depth: 6.483 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2612.0 sqft.) Insulation Area EF: 0.950a. Slab -On -Grade Edge Insulation R=0.0 1453 00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1148.00 ft2 None c. other (see details) R= 11.00 ft2 15. Credits Pstat Glass/Floor Area: 0.158 Total Proposed Modified Loads: 67.27 PASSTotalBaselineLoads: 75.63 1 hereby certify that the plans and specifications covered by Review of the plans and ST4?, this calculation are in compliance with the Florida Energy specifications covered by this O gHE Code. - calculation indicates compliance with the Florida Energy Code. r; O44& hp„-," PREPARED BY: Before construction is completed DATE: 2/16/_17 this building will be inspected for compliance with Section 553.908 a I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. j COD WE OWNER/AGENT: C/ BUILDING OFFICIAL: Q4e_ DATE: DATE: 1-1Ell Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot9lThombrookeDaphenelll Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2612 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: TAYLOR MORRISON HOME 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 1453 13512.9 2 Block2 1159 10431 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1sl Floor 1453 13512.9 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1159 10431 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor __ -_- 11 ft' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 130.9 ft 0 1453 ft' 0.51 0 0.49 3 Floor Over Other Space 2nd Floor __ -_- 1148 ft' 0 0 0 1 ROOF V 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 1637 ft' 366 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1464 ft' N N 2/16/2017 9:41 AM 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) 2nd Floor 30 Blown 1464 ft' 0.11 Wood WALLS Omt Adjacent To Wall_T.ype Space Cavity R_Value-Et-In-Et_in Width Height Area-R_Value_Eraction-Absor._Grade%_ Sheathing Framing Solar Below 1 N Exterior Frame - Wood 2nd Floor 13 37 6 9 0 337.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 fl' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 41 40 0 9 4 373.3 ft' 0 0 06 0 5 S Exterior Frame - Wood 2nd Floor 13 37 6 9 0 337.5 fl' 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 36 6 9 4 340.7 ft' 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 023 0.6 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 18 0 9 4 168 0 ft' 0 0 0.6 0 9 Garage Frame - Wood 1st Floor 13 22 0 9 4 205.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Metal Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 6 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.34 0.31 16.3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 3 n 2 Metal Low-E Double Yes 0.34 0.31 19.4 ft' 1 ft 0 in 11 118 in Drapes/blinds None 4 e 3 Metal Low-E Double Yes 0.34 0.31 30.0 ft' 1 It 0 in 1 ft 6 in Drapes/blinds None 5 e 3 Metal Low-E Double Yes 0.34 0.31 22.2 fl' 1 110 in 1 ft 6 in None None 6 e 4 Metal Low-E Double Yes 0.34 0.31 38.9 ft' 11 ft 0 in 0 ft 0 in Drapes/blinds None 7 e 4 Metal Low-E Double Yes 0.34 0.31 58.8 ft' 11110 in 0 ft 0 in Drapes/blinds None 8 e 4 Metal Low-E Double Yes 0.58 0.32 72.0 fl' 11 ft 0 in 0 ft 0 in None None 9 s 6 Metal Low-E Double Yes 0.34 0.31 19.4 fl' 1 ft 0 in 11 It 8 in Drapes/blinds None 10 w 7 Metal Low-E Double Yes 0.34 0.31 20.0 fl' 1 ft 0 in 1 It 6 in Drapes/blinds None 11 w 7 Metal Low-E Double Yes 0.34 0.31 30.0 W 1 It 0 in 1 116 in Drapes/blinds None 12 w 8 Metal Low-E Double Yes 0.34 0.31 24.0 ft' 9 It 0 in 0 ft 10 in None None 13 w 8 Metal Low-E Double Yes 0.34 0.31 8.0 ft' 9 ft 0 in 0 ft 10 in None None 14 W 8 Metal Low-E Double Yes 0.34 0.31 39.1 ft' 9 ft 0 in 0 ft 6 in Drapes/blinds None 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 477 fl' 384 ft° 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1995.3 109.54 206.01 .2617 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:9 21.8 kBtu/hr 1 HSPF:8.5 17.5 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER* 16 18 kBtu/hr cfm 075 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 Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fl' DUCTS 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 6 290.6 ft Attic 6 231.8 ft Attic 2nd Floor 72.65 ft Default Leakage Garage (Default) (Default) 57.95 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 2/16/2017 9:41 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolingjj jj JanHJan jj jj FebHFeb jj jj MarWMar j j r j ] Apr j j j may jXjMayj Jun Jun jX] Jul Jul jX] AugX] Aug SeSep j j Oct OctNovWNov H DecHeatinDec Ventin [ ]Jan Feb X) Mar X] r Ma Jun Jul Au Se X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 89 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13 0 b. Concrete Block - Int Insul, Exterior R=4.1 1 c. Frame - Wood, Adjacent R=13.0 4 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=30.0 2612 b. N/A R= Area c. N/A R= 341. 11 fl' 11. Ducts a. Sup: Attic, Ret: Attic, AH: Garage b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 72.00 ft' 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= 12. Cooling systems ft2 a. Central Unit b. Central Unit ft2 13. Heating systems a. Electric Heat Pump6.483 ft. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1453.00 ft= a. Electric 1148.00 ft2 11.00 fl= 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. 1BuilderSignature: % Date: CP'v2 l- , Address of New Home: City/FL Zip: 3.x-n i Area 1395.00 ft' 1222.70 ft2 205.33 ft° ft2 Area 1464.00 ft' ft2 f12 R ft' 6 290.6 6 231.8 kBtu/hr Efficiency 25.2 SEER:16.00 18.0 SEER:16.00 kBtu/hr Efficiency 21.8 HSPF:9.00 17.5 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat iigHE STgZJ;O a v CODWE J Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 4DEL-AIR Manual S Compliance Report ATM • °^ ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 19085 Btuh Latent gain: 3220 Btuh Total gain: 22305 Btuh Estimated airflow: 840 cfm Job: Lot9lThombrookeDaph... Date: 5/2a/2015 By: FJF Entering coil DB: 76.5°F Entering coil WB: 63.2°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19467 Btuh 1020/6 of load Latent capacity: 3241 Btuh 101% of load Total capacity: 22708 Btuh 102% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 18512 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-024-230-21+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22379 Btuh 121% of load Capacity balance: 37 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 4.4 kW 820/o of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Wil f1tSOfR• 2017-Feb-1609:49:53 C Z& A- 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 pheneII18GLW\Lot9lThombmokeDapheneII18GLW.rup Cale = MJ8 House faces: W 1 DEL -AIR Manual S Compliance Report Job: LotglThombrookeDaph... Date: 5/28/2015 10°1 *2 ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407333.3853 Web: WWW DEL-AIR.COM Project• • For: TAYLOR MORRISON HOMES Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 14015 Btuh Entering coil DB: 76.8°F Outdoor design WB: 76.3°F Latent gain: 2263 Btuh Entering coil WB: 63.4°F Indoor design DB: 75.0°F Total gain: 16278 Btuh Indoor RH: 50% Estimated airflow: 600 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Actual airflow: 600 cfm Sensible capacity: 14391 Btuh Latent capacity: 2713 Btuh Total capacity: 17105 Btuh Design Conditions Outdoor design DB: 41.70F Indoor design DB: 70.0°F Model: 14H PX-018-230A21 +CBX27U H-018-230'++TD R 103% of load 120% of load 105% of load SHR: 84% Heat loss: 11178 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.4°F Manufacturer: Lennox Model: 14HPX-018-230A21+CBX27UH-018-230'++TDR Actual airflow: 600 cfm Output capacity: 16460 Btuh 147% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 600 cfm Output capacity: 3.2 kW 98% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Feb-16 09:49:53 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2Z. & .. phenelllBGL1MLo191ThombrookeDaphenelllBGLW.rup Calc = MJ8 House faces: W 1 DEL -AIR Component ConstructionsP tttrarota""1111 auto Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot9lThombrookeDaph... Date: 5/28/2015 By: FJF Project• • For: TAYLOR MORRISON HOMES Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/ib) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) 17 ( M) Method Simplified Wet bulb (°F) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls Or Area U-value Insult R Htg HTM Loss Clg HTM Gain V BWhM' •F W-"F/Bwh BWNtp BWh BWMN BWh 12C-Osw: Frm wall, stucco ext, r-13 cav Ins, 1/2' gypsum board int n Insh, 2"x6" wood frm, 16" o.c. stud e s W all Blk wall, stucco ext, r-2 ext bd ins, 8' thk, 1/2" gypsum board int Insh: n Blk wall, stucco ext, r-2 exi bd ins, 8" thk, 1/2" gypsum board int Insh e s w all Partitions 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood trm, 16" o.c. stud Windows 2A-2om: 2 glazing, Or low-e ouir, air gas, mtl no brk frm mat, Or innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 ft head ht W w all 2A-2om: 2 glazing, Or low-e ouir, air gas, mil no brk frm mat, Or innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e ouir, air gas, mil no brk Irm mat, Or innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 It window ht, 11.67 ft sep.); 6.67 ft head ht s all 2B-21m: 2 glazing, Or low-e ouir, air gas, mtl no brk Irm mat, clr innr, e 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.7 ft window ht, 1.5 ft sep.); 6.67 ft head ht 323 0.091 13.0 2.58 831 2.84 915 308 0.091 13.0 2.58 793 2.84 873 338 0.091 13.0 2.58 869 2.84 958 310 0.091 13.0 2.58 798 2.84 880 1278 0.091 13.0 2.58 3291 2.84 3626 305 0.201 4.1 5.69 1734 5.27 1608 204 0.201 4.1 5.69 1158 5.27 1074 321 0.201 4.1 5.69 1827 5.27 1694 97 0.201 4.1 5.69 552 5.27 512 927 0.201 4.1 5.69 5270 5.27 4887 187 0.091 13.0 2.58 483 1.44 270 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 20 0.340 0 9.62 192 30.4 607 30 0.340 0 9.62 289 30.4 911 95 0.340 0 9.62 914 27.2 2588 16 0.340 0 9.62 157 10.6 173 19 0.340 0 9.62 187 10.6 206 19 0.340 0 9.62 187 12.2 236 39 0.340 0 9.62 374 11.4 442 22 0.340 0 9.62 214 35.7 793 C wri htsoft" 2017-Feb-16 09:49:53 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 1 phenelllBGLW\LotSiThombrookeDaphenelllBGLW.Iup Calc = MJa House laces: W 2A-2om: 2 glazing, clr low-e ouir, air gas, mil no brk Irm mat, clr innr, a 39 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 11 If overhang (6.3 It window ht, 0 It sep.); 6.67 If head ht a 59 0.340 all 98 0.340 2A-2omd: 2 glazing, clr low-e ouir, air gas, mtl no brk Irm mat, clr innr, a 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 It overhang (8 If window ht, 0 It sep.); 6.67 It head ht IOC-m: 2 glazing, clr low-e outr, air gas, mtl no brk Irm mat, clr innr, w 24 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 9 fl overhang (8 It w 8 0.340 window ht, 0.83 It sep.); 6.67 fl head ht all 32 0.340 2A-2om: 2 glazing, clr low-e outr, air gas, mil no brk Irm mat, clr innr, w 39 0.340 114" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 It overhang (6.3If window ht, 0.5If sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" gypsum board int lnsh Floors 20P-191: Fir floor, lrm fir, 6" thkns, r-19 cav ins, ambovr 22A-4pl: Bg floor, light dry soil, on grade depth 0 9.62 374 10.6 411 0 9.62 566 10.6 622 0 9.62 940 10.6 1033 0 16.4 1182 16.8 1213 0 9.62 231 11.5 276 0 9.62 77 16.4 131 0 9.62 308 12.7 407 0 9.62 374 10.6 411 n 18 0.390 0 1471 0.032 30.0 11 0.050 19.0 131 0.989 0 11.0 197 12.0 214 0.91 1332 1.74 2554 1.41 16 0.71 8 28.0 3664 0 0 C wri htSoft" 2017-Feb-16 09:49 53 9 Righl-Suite® Universal 2017 17.0 16 RSU24011 Page 2A...pheneII18GLW\Lo191ThombrookeDaphene111BGLW.rup Cale - MJ8 House laces, W 1 DEL -AIR Component Constructions Job: Lot9lThombrookeDaph... P Date: 5/28/2015 Hum -mcotaxnom o ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407.333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: TAYLOR MORRISON HOMES Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWhIM-"F IH-"F/BWh BWhV BWh BWMP BWh Walls Blk wall, stucco exi, r-2 ext bd ins, 8" thk, 1/2" gypsum board int insh: n 305 0.201 4.1 5.69 1734 5.27 1608 Blk wall, stucco ext, r-2 exi bd ins, 8" thk, 1/2" gypsum board int inch a 204 0.201 4.1 5.69 1158 5.27 1074 s 321 0.201 4.1 5.69 1827 5.27 1694 W 97 0.201 4.1 5.69 552 5.27 512 all 927 0.201 4.1 5.69 5270 5.27 4887 Partitions 12C-Osw: Frm wall, stucco exi, r-13 cav ins, 2"x4" wood irm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e ouir, air gas, mil no brk irm mat, Or innr, n 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or low-e ouir, air gas, mil no brk irm mat, Or innr, n 114" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht s all 2A-2om: 2 glazing, Or low-e ouir, air gas, mil no brk irm mat, Or innr, e 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31):50% drapes, medium; 11 it overhang (6.3 ft window ht, 0 ft sep.); 6.67 ft head ht e all 2A-2omd: 2 glazing, clr low-e ouir, air gas, mil no brk frm mat, clr innr, e 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.32); 11 ft overhang (8 it window ht, 0 ft sep.); 6.67 ft head ht 10C-m: 2 glazing, Or low-e outr, air gas, mtl no brk irm mat, Or innr, w 114" gap, 1/8" thk; NFRC rated (SHGC=0.31); 9 ft overhang (8 ft W window ht, 0.83 it sep.); 6.67 It head ht all 2A-2om: 2 glazing, clr low-e ouir, air gas, mtl no brk irm mat, cir innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium:9 it overhang (6.3 ft window ht, 0.5 ft sep.); 6.67 ft head ht 187 0.091 13.0 2.58 483 1.44 270 16 0.340 0 9.62 157 10.6 173 19 0.340 0 9.62 187 10.6 206 19 0.340 0 9.62 187 12.2 236 39 0.340 0 9.62 374 11.4 442 39 0.340 0 9.62 374 10.6 411 59 0.340 0 9.62 566 10.6 622 98 0.340 0 9.62 940 10.6 1033 72 0.580 0 16.4 1182 16.8 1213 24 0.340 0 9.62 231 11.5 276 8 0.340 0 9.62 77 16.4 131 32 0.340 0 9.62 308 12.7 407 39 0.340 0 9.62 374 10.6 411 wri htsoft" 2017-Feb-16 09:49 53 i1 9 Right -Suite® Universal 2017 17 0.16 RSU24011 Page 3 phenelllBGLW\Lol91ThombrookeDapheneII18GLW.rup Cale = M.18 House laces: W Doors 11 DO: Door, wd sc type n 18 0.390 0 11.0 197 12.0 Ceilings none) Floors 22A-ipl: Bg floor, light dry soil, on grade depth 131 0.989 0 28.0 3664 0 214 wri htsoft' 2017-Feb-16 09:49 53 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 phenelllBGLW1Lol91ThombrookeDaphenelllBGLW.rup Cak: - MJS House laces W 1' DEL -AIR Component Constructions Job: Lot9lThombrookeDaph... P Date: 5/28QO15 He101mntaoro ahu 2 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333.2665 Fax: 407.333.3M Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 28ON Outdoor: Heating Dry bulb (OF) 42 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7. 5 Fireplaces Heating Cooling 70 75 28 18 30 50 1. 5 46.4 Simplified Average 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain IIH BWh/W-'F FAWh 8WhA2 BWh BWh/W IiWh Walls 12C- Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 323 0.091 13.0 2.58 831 2.84 915 fnsh, 2"x6" wood frm, 16" o.c. stud a 308 0.091 13.0 2.58 793 2.84 873 s 338 0.091 13.0 2.58 869 2.84 958 w 310 0.091 13.0 2.58 798 2.84 880 all 1278 0.091 13.0 2.58 3291 2.84 3626 Partitions none) Windows 2A- 2om: 2 glazing, Or low-e ouir, air gas, mil no brk frm mat, Or innr, n 1/ 4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e ft overhang (5 ft window ht, 1.5 ft sep.); 6.67 it head ht W w all 2B- 2Im: 2 glaring, cir low-e ouir, air gas, mil no brk Irm mat, cir innr, e 1/ 4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (3.7 ft window ht, 1.5 ft sep.); 6.67 ft head M Doors none) Ceilings 16B- 30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int Insh Floors 20P- 191: Fir floor, frm fir, 6" thkns, r-19 cav ins, amb ovr 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 20 0.340 0 9.62 192 30.4 607 30 0.340 0 9.62 289 30.4 911 95 0.340 0 9.62 914 27.2 2588 22 0.340 0 9.62 214 35.7 793 1471 0.032 30.0 11 0.050 19.0 0. 91 1332 1.74 2554 1. 41 16 0.71 8 C Wrl t1f SOft' 2017-Feb-1609:49:53 g Right -Suite® Universal 2017 17 0.16 RSU24011 Page 5 ACCA . phenelllBGLW%Lo191ThornbrookeDaphenelllBGLW.rup Calc = MJB House laces: W Project Summary Job: Lot9lThombrookeDaph... VDEL-AIR y Date: 5/28/2015 111IM1111e • M Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON HOMES Notes: LS 2/16/17 JA Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 24409 Btuh Ducts 5282 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 25167 Btuh Ducts 7672 Btuh Central vent (0 cfm) 0 Btuh 0 Btuh Blower 0 Btuh 0 Btuh 29691 Btuh Use manufacturer's data Ratelswing multiplier 1.00 Equipment sensible load 32839 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3956 Btuh Ducts 1527 Btuh Central vent (0 cfm) 0 Btuh Heating Coolin Area (ft2 261g 2612 Equipment latent load 5483 Btuh Volume (ft3) 26861 26861 Air charges/hour 0.41 0.21 Equipment total load 38323 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 3.9 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AH R I ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft• Righl-Suile® Universal 2017 17.0.16 RSU24011 2017 Feb 16 0Pa e1 phenelllBGLW%Lol91ThombrookeDaphenelllBGLW.iup Calc - MJB House laces: W 9 Project Summary Job: Lo191ThombrookeDaph... DEL-AIR ahu 1 Date: 5/28/2015 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web WWW.DEL-AIR COM For: TAYLOR MORRISON HOMES Notes: LS 2/16/17 JA Desi_qn Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 15608 Btuh Structure 14838 Btuh Ducts 2905 Btuh Ducts 4247 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 18512 Btuh Use manufacturer's data y Rate/swing multiplierEquipmentload 1.00 19085 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 2381 Btuh Ducts 840 Btuh Central vent (0 cfm) 0 Btuh Heating coolin none) Area (ft2) 1453 1453 Equipment latent load 3220 Btuh Volume (ft3) 13622 13622 Air changes/hour 0.38 0.19 Equipment total load 22305 Btuh Equiv. AVF (cfm) 86 44 Req. total capacity at 0.75 SHR 2.1 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-21 Cond 14HPX-024-230-21 AHRI ref 9139471 Coil CBX27UH-024-230'++TDR AHRI ref 9139471 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 0.045 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 37 OF Backup: Input = 4 kW, Output = 15127 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft 2017-Feb-16 09:49:539Righl-Suite® Universal 2017 17 0 16 RSU24011 Page 2AAA...phenelllBGLW%Lot9lThombrookeDaphenelllBGLW.rup Calc = MJ8 House faces: W 1 DEL -AIR Project Summary Job: Lot9lThombrookeDaph... Y Date: 5/28/2015 wom • m co m ofi m ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone- 407-333-2665 Fax. 407-333.3853 Web: WWW.DEL-AIR COM Project• • For: TAYLOR MORRISON HOMES Notes: LS 2/16/17 JA Design Inf• • Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 8801 Btuh Structure 10529 Btuh Ducts 2377 Btuh Ducts 3486 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none e) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 11178 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 14015 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1576 Btuh Ducts 687 Btuh Central vent (0 cfm) 0 Btuh Heating coolin none) Area (W) 1159 1159 Equipment latent load 2263 Btuh Volume (ft3) 13239 13239 Air changes/hour 0.44 0.23 Equipment total load 16278 Btuh Equiv. AVF (cfm) 98 50 Req. total capacity at 0.75 SHR 1.6 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-018-23OA21 Cond 14HPX-018-23OA21 AHRI ref 9139434 Coil CBX27UH-018-230'++TDR AHRI ref 9139434 Efficiency 8.5 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 13500 Btuh Heating output 17500 Btuh @ 470F Latent cooling 4500 Btuh Temperature rise 27 OF Total cooling 18000 Btuh Actual air flow 600 cfm Actual air flow 600 cfm Air flow factor 0.054 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 3 kW, Output = 10970 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C l t1LSOffC 2017-Feb-1609:49:53Wr 4A 9 Right-Suile® Universal 2017 17 0.16 RSU24011 Pape 3 phene1118GLW%Lot9lThombrookeDaphenelll8GLW.rup Cale = MJ8 House laces: W 1' DEL -AIR rrnrn • a eamuaouo Right-J® Worksheet Entire House DEL -AIR HEATING 8t AIR CgNDITIQ INCH531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 285.9 It 130.9 11 3 Room height 9.2 It 9.3 11 4 Room dimensions 5 Room area 2931.0 IV 1460.0 112 Ty Construction U•vakue Or HTM Area (III Load Area (III Load number Stuh/Itx•F) Btuh/III or perimeter (fl) Btuh) or perimeter (11) Bluh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12C-0sw 0.091 n 2.58 284 338 323 831 915 0 0 0 0 f 2A-2om 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 Bic wall, stucco ext 0.201 n 5.69 5.27 341 305 1734 1608 341 305 1734 1608 2A•2om 0.340 n 9.62 10.58 16 0 157 173 16 0 157 173 11 2A-2om 0.340 n 9.62 10.58 19 0 187 206 19 0 187 206 yl 12C-0sw 0.091 a 2.58 2.84 360 308 793 873 0 0 0 0 IL---C 2A•2om 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 2B-21m 0.340 a 9.62 35.73 22 0 214 793 0 0 0 0 wall, stucco ext 0.201 a 5.69 5.27 373 204 1158 1074 373 204 1158 1074 2A•2orn 0.340 a 9.62 10.58 39 78 374 411 39 78 374 411N81k2A•2om 0.340 a 9.62 10.58 59 118 566 622 59 118 566 622 2A-2omd 0.580 a 16.41 16.85 72 144 1182 1213 72 144 1182 1213 W 12C-Osw 0.091 s 2.58 284 338 338 869 958 0 0 0 0 Vy Blk wall, stucco ext 0.201 s 5.69 5.27 341 321 1827 1694 341 321 1827 1694 T-C 2A-2om 0.340 s 9.62 12.15 19 0 187 236 19 0 187 236 V 12C-0sw 0.091 w 2.58 2.84 360 310 798 Sall 0 0 0 0 II----ff% 2A-2om 2A•2om 0.340 0.340 w w 9.62 9.62 30.36 30.36 20 30 0 0 192 289 607 911 0 0 0 0 0 0 0 0 Blk wall, stucco ext 10C•m 0.201 0.340 w w 5.69 9.62 5.27 11.48 168 24 97 40 552 231 512 276 168 24 97 40 552 231 512 276G 2A•2om 0.340 w 9.62 16.41 8 13 77 131 8 13 77 131 P 2A•2om 12C-Osw 0.340 0.091 w 9.62 2.58 10.58 1.44 39 205 78 187 374 483 411 270 39 205 78 187 374 483 411 270 11D0 0.390 n 11.04 11.99 18 18 197 214 18 18 197 214 C 16B-30ad 0.032 0.91 1.74 1471 1471 1332 2554 0 0 0 0 F 2OP-191 0.050 1.41 0.71 11 11 16 8 0 0 0 0 F 22A•10 0.989 27.99 0.00 1460 131 3664 0 1460 131 3664 0 61 c) AED excursion 1 5801 1 780 Envelope loss/gain 18715 19199 12949 9831 12 a) Irdigration 5694 18D4 2659 842 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 5 1150 Appliances/other 3015 3015 Subtotal (lines 610 13) 1 244M 251671 15M 14M Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 24409 25167 15608 14838 15 Duct bads 1 22% 31% 5282 7672 19yo 291 29D5 4247 Total room bad 29691 32839 18512 19085 Air required (c1m) I 1"0 1440 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -fid- wrightsic3 t' 2017•Feb-16 09 49,53 AC-dk Righ1•Suite® Universal 2017 t7.0.16 RSU24011 Page 1 pheneII18GLW\Lot9lThombrookeDaphenelllBGLW.rup Calc = M.18 House laces: W 1' DEL -AIR rearm • ai nvmoro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.3 -2665 ax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name ahu 2 2 Exposed wall 155.0 11 3 Room height 9.0 It 4 Room dimensions 5 mRooarea 1471.0 It2 Ty Construction U-value Or HTM Area (112) Load Area Load number BtutVlt2-•F) Btuh/It2) or perimeter (It) Btuh) or perimeter Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 VII 12C-0sw0.091 n 2.58 2.64 338 323 831 915 Ci 2A•2om 0.340 n 9.62 10.58 15 0 144 159 Vy Sk wall, stucco ext 0.201 n 5.69 5.27 0 0 0 0 IL---( a 2A-torn 0.340 n 9.62 10.58 0 0 0 0 11 2A•2om 0.340 n 9.62 10.58 0 0 0 0 12C- 0Sw0.091 a 2.58 2.84 360 308 793 873 2A• 2om 2B• 21m 0. 340 0. 340 a a 9. 62 9. 62 30. 36 35. 73 30 22 0 0 289 214 911 793 V)! Blk wall, stucco ext 0.201 e 569 0 0 0 0 2A------ GGG2A•2arr 0.340 a 9.62 100.5858 0 0 0 0 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 III2A•2omd 0.580 a 16.41 16.85 0 0 0 0 W 12C4sw 0.091 s 2.58 2.84 338 338 869 958 tyl Blk wall, stucco ext 0.201 s 5.69 5.27 0 0 0 0 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 G12C- 0sw 0.091 w 2.58 2.84 360 310 798 880 IL--- ffi 2A- 2om 2A- Zorn 0. 340 0. 340 w w 9. 62 9. 62 30. 36 30. 36 20 30 0 0 192 289 607 911 Blk wall, stucco ext 10C- m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 11. 48 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 9.62 16.41 0 0 0 0 P LD2A- 2om 12C- 0sw 0. 340 0. 091 w 9.62 2. 58 10. 58 1. 44 0 0 0 0 0 0 0 0 11 D00.390 n 11.04 11.99 0 0 0 0 C 168-30ad 0.032 0.91 1.74 1471 1471 1332 2554 F 20P-191 0.050 1.41 0.71 11 11 16 8 F 22A-(d 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 10 Envelope loss/gain 5766 9%8 12 a) Infiltration 3035 961 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 8801 10529 Less external load 0 0 Less transfer 0 0 Redstribulion 0 0 14 Subtotal 8801 105M Duct bads 27% 33% 2377 306 r Total room bad 11178 1, 015 Au required (clm) 1 600 600 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c _ PP_wrlghttsoft' 2017-Feb-16 09:49:53 Right - Suite® Universal 2017 17.0.16 RSU24011 page 2 phenelllBGLW\ Lot9lThombrookeDaphenelllBGLW.rup Cale - MJ8 House laces: W 1 DEL -AIR Right-J® Worksheet o.. ""o'° ahu 1 DEL-AIRHEA65TING & AIR 27CAQOQ- 26F531 CODISCOWAY, SANFORD, FL 3Phone:4032Nax: 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room dame ahu 1 mstr rm 2 Exposed wall 130.9 It 28.5 It 3 Room height 9.3 It 9.3 It heat/cool 4 5 Room dimensions m Rooarea1460.0 Its 1.0 x 249.8 It 249.8 112 Ty Construction U-value Or HTM Area (It2) Load Area (It2) Load number Btuh/ Itt•F) BtuWft2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vjl 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 C 2A• 20m Blk wall, stucco ext 0.340 0.201 n n 0. 00 5.69 0.00 5.27 0 341 0 305 0 1734 0 1608 0 149 0 130 0 739 0 685 2A- 2om 0.340 n 9.62 10.58 16 0 157 173 0 0 0 0 11 2A- 2om 0.340 n 9.62 10.58 19 0 187 206 19 0 187 206 Vjl 12C- Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 28-21m 0.340 0.340 a a 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- flVyBlk wall, stucco ext 0.201 a 5.69 5.27 373 204 1158 1074 117 58 329 305 2A-2om 0.340 a 9.62 10.58 39 78 374 411 0 0 0 0 ILA 2A•2om 0.340 a 9.62 10.58 59 118 566 622 59 59 566 622 ECG 2A-2omd 0.580 a 16.41 16.85 72 144 1182 1213 0 0 0 0 W 12C- Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 yl G Blk wall, stucco ext 0.201 s 5.69 5.27 341 321 1827 1694 0 0 0 0 2A•2om 0.340 s 9.62 12.15 19 0 187 236 0 0 0 0 Vjl 12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 2A-2om 0.340 0.340 w w 0. 00 0.00 0.00 0.00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BDr wall, stucco ext 10C-m 2A-2om 0.201 0.340 0.340 w w w 5. 69 9.62 9.62 5,27 11.48 16.41 16824 8 97 40 13 552 231 77 512 276 131 0 0 0 0 0 0 0 0 0 0 0 0 G R p 2A- 2om 12C-Osw 0.340 0.091 w 9. 62 2.58 10.58 1.44 39 205 78 187 374 483 411 270 0 0 0 0 0 0 0 0 IIDO 0. 390 n 11.04 11.99 18 18 197 214 0 0 0 0 C 168-30ad 0.032 0.00 0.00 0 00 0 0 0 0 0 F 2OP-191 0.050 0.00 0.00 0 00 0 0 0 0 0 F 22A-td 0.989 27.99 0.00 1460 1313664 0 250 29 798 0 61 c) AED excursion 1780 150 Envelope loss/gain 12949 9831 2618 1667 12 a) Irllinraiion 2659 842 579 183 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appiiances/other 3015 60D Subtotal (lines 6 to 13) 1 15M 14838 3196 2681 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 15608 14838 3196 2681 15 Duct loads 119% 29% 2905 4247 199b 29% 595 767 Total room bad 18512 19085 3791 3448 Air required (cfm) 840 840 I I 172 1W Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-16 09:49:53 At&..phenelllBGLW\Lot9lThornbrookeDapheneII18GLW. rup Calc = MJ8 House laces: W Page 3 RDEL--AIRrtawa • or grow Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR 7C9NDIThO073N65 a: 407.333.3853 Web WWW.DEL•AIR COMN531CODISCOWAY, SANFORD, FL 32one: 426 Job: Lot9lThombrookeDaphenel... Date: 5/ 28/2015 By: FJF 1 Room name mstr b1h mstr wic 2 Exposedwall 10.9 f1 9.5 1t 3 Room height 9.3 it heat/Cool 9.3 it heaUcool 4 5 Room dimensions Room area 1.0 x 111.3 It 111.3 ft2 1.0 x 47.0 It 47.0 It2 Ty Construction U•value Or HTM Area (It2) Load Area (112) Load number BtuW112- 1F) BtuNft2) or perimeter (It) Btuh) or perimeter (11) Stuh) Heat Cod Gross N/P/S Heal Cool Gross N/P/S Heal Cod 6 W f 12C- 0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om Blk wall, stucco ext 0.340 0.201 n n 0. 00 5.69 0.00 5.27 0 103 0 86 0 491 0 455 0 89 0 89 0 504 0 468 y/ I;G 2A- 2om 0.340 n 9.62 10.58 16 0 157 173 0 0 0 0 11 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 Vjl 12C- 0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2om 28-21m 0.340 0.340 a a 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L--- GGVyBa wall, stucco ext 2A-2om 0.201 0.340 a a 5. 69 9.62 5.27 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A• 2om 0.340 a 9.62 1058 0 0 0 0 0 0 0 0 rll-GGGW2A- 2Dnd 12C-0sw 0.580 0.091 a s 16. 41 0.00 16.85 0.00 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C Blk wall, stucco ext 0.201 s 5.69 5.27 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 Vjl 11---- ffii 12C-0sw 2A-2om 2A•2om 0.091 0.340 0.340 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco ext 10C-m 2A•2om 0.201 0.340 0.340 w w w 5. 69 9.62 9.62 5.27 11.48 16.41 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 l 2A• 2Dn 12C-Osw 0.340 0.091 w 9. 62 2.58 10.58 1.44 0 107 0 107 0 276 0 155 0 0 0 0 0 0 0 0 11DO 16B- 30ad 0.390 0.032 n 11. 04 0.00 n.99 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F20P- 191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A• id 0.989 27.99 0.00 111 11 306 0 47 10 266 0 61 c) AED excursion 145 28 Envelope loss/ gain 1230 738 770 439 12 a) Infitlralion 223 71 193 61 b) Room vemilation 0 0 0 0 13 Inlemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1453 808 90 501 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 1453 808 963 501 15 Duct loads 119% 29% 270 231 19% 29% 179 143 Total room bad 1724 1040 1142 644 Air required ( cfm) 78 46 521 28 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsolPt' Right - Suite® Universal 2017 17.0.16 RSU24011 2017 Feb-16 0 Pe :53phenelllBGLW\Lot9lThombrookeDaphenelllBGLW. rup Cale - MJ8 House faces. W g DEL -AIR Right-J® Worksheet at eoorru.ro ahu 1 DEL -AIR OQHEATING & AIR 531 CODISCO WAY, SANFORD, FL 327711CPnoneD40 333- 6NSFax: 407-333.3853 Web: WWW DEL -AIR COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name mstr we mstr wic int 2 Exposedwall 0It 0It 3 Room height 9.3 It heat/cool 9.3 It heaYcool 4 5 Room dimensions mRooarea 5. 5 x 35 It 19. 3 ft2 1. 0 x 39.0 it 39. 0 112 Ty Construction U-value Or HTM Area (lt2) Load Area (It2) Load number BtufVft2-*F) Stuivill or perimeter (It) Btuh) or perimeter (It) Stuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VY fi 12C- 0sw2A- 2bm Ba wall, stucco ext 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 0 0 0 0 0 0 0 0 0 0 11 2A- 21)m 2A- 2an 0. 340 0. 340 n n 9. 62 9. 62 10. 58 10. 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-0sw0.091 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 II----GG 2B-21m 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 h Ba wall, stucco ext 0.201 a 5.69 5.27 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 W 2A• 2omd 12C- 0sw0. 580 0. 091 a s 16. 41 0. 00 16. 85 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Bik wall, stucco ext 2A- 2om 0. 201 0. 340 s s 5. 69 9. 62 527 12. 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G1y II---- f(i12C- 0sw 2A• 20m 2A- 2om 0. 091 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Elk wall, stucco ext 10C• m 2A- 2an 0. 201 0. 340 0. 340 w w w 569 9. 62 9. 62 5. 27 11. 48 16. 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P , I- p 2A- 2an 12C- 0sw0. 340 0. 091 w 9.62 2. 58 10. 58 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO16B• 30ad 0. 390 0. 032 n 11.04 0. 00 11. 99 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 CF 2OP•191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tot 0.989 27.99 0.00 19 0 0 0 39 0 0 0 61 c) AED excursion 01 10 E nvelope loss/gain 0 0 0 0 12 a) Inlillration 0 0 0 0 b) Roan ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/ other 5 5 Subtotal ( lines 6 to 13) 0 5 0 5 Less external bad 0 0 0 0 Less transfer Redistribution 0 0 0 0 0 0 0 0 14 Subtotal 0 5 0 5 15 Duct bads 19% 295/6 0 1 19% 29% 0 1 Total room bad 0 6 0 6 Air required (clm) 0 0 1 1Ol 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Right -Suite® Universal 2017 17.0 16 RSU24011 2017-Feb-16 0 :4 e 5 . phenelllBGLW\Lo191ThombrookeDaphenelllBGLW rup Cale- MJ8 House faces- W 9 1 DEL -AIR M r>rtar o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CQNDITIQ NING531CODISCOWAY, SANFORD, FL 32771 hone 407.3 •2665 Pax 407.333.3853 Web: WWW.DEL•AIR.COM Job: LotglThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name family rm brklst/kit 2 Exposed wall 16.0 11 36.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions mRooarea 1. 0 x 385.8 It 385. 8 ft2 11. 5 x 250 It 287. 5 ft2 Ty Construction U-value Or HTM Area (It2) Load Area (III Load number Btuh/11419 Btullrft2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cod Gnus N/P/S Heat Cod 6 Vy 12C-Osw 0.091 n 0.00 0.000 0 0 0 0 0 0 0 fi 2A•2om 0.340 n 0.00 0.000 0 0 0 0 0 0 0 Slk wall, stucco ext 0.201 n 5.69 5.27 0 0 0 0 0 0 0 0 2A- 2Dm 0 340 n 9.62 1058 0 0 0 0 0 0 0 0 11 2A•2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 V 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0 340 a 0.00 0.00 0 0 0 0 0 0 0 0 t- fC 28•21m 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Blk wall, stucco ext 0.201 a 5.69 5.27 149 77 440 408 107 68 389 361 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 39 39 374 411 2A- 2om 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2omd 0.580 a 16.41 16.85 72 72 1182 1213 0 0 0 0 W 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 t- G Blk wall, stucco ext 0.201 s 5.69 5.27 0 0 0 0 233 214 1216 1128 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 19 0 187 236 ILI12C- Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 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 Blk wall, stucco exi IOC- m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 11. 48 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G2A• 2om 0 340 w 9.62 1641 0 0 0 0 0 0 0 0 P LD2A- 2om 12C- Osw 0 340 0. 091 w 9.62 2. 58 1058 1. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.00 0.00 0 0 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-td 0 989 27.99 0.00 386 16 448 0 288 37 1022 0 6 c) AED excursion 160 190 Envelope loss/gain 2069 1461 3188 1946 12 a) Infiltration 325 103 741 235 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 3 690 0 0 Appliances/ other 600 1200 Subtotal ( lines 6 to 13) 12394 2853 3929 3381 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 14 Subtotal 2394 Al0 A39293381 bads 190/0 29% 446 817 19*/6 29% 731 968 r15Duct Totalmom bad 2840 3670 4660 4349 Air required (dim) 129 1621 1211 191 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. P. - Pkwrighttsoft- Right•Suite® Universal 2017 17.0.16 RSU24011 20t7 FeD16 0 4953 phenelllBGLW\ Lot9lThombrookeDaphenelllBGLW rup Cale = MJ8 House laces: W Page 1 DEL -AIR Caro • a eorrorrrmo Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR C9NDITI fflN65C 531 CODISCO WAY, SANFORD, FL 32771 hone: 407- 26ax: 407-333.3853 Web: WWW.DEL-AIR COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name pwdr utd 2 Exposed wall 0 It 0 It 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 5 Room ddmensions Room area 6. 0 x 6.5 It 39. 0 ft2 1. 0 x 45.3 It 45. 3 It2 Ty Construction U-value Or HTM Area 012) Load Area (W) Load number BIuWI12-*F) BtufVft2) or perimeter (It) Biuh) or perimeter (it) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 Vy C 12C- Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 V6 Blk wall, stucco ext 0.201 n 5.69 5.27 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 1y 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 II--- 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2B- 21m 0 340 a 0.00 0.00 0 0 0 0 0 0 0 0 Bic wall, stucco ext 0.201 a 5.69 5.27 0 0 0 0 0 0 0 0 2A- 2bm 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2am 0.340 a 9.62 10.58 0 0 0 0 0 0 0 0 W 2A- 2and 12C- Osw 0. 580 0. 091 a s 16. 41 0. 00 16. 85 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 tSk wall, stucco ext 0.201 s 5.69 S27 0 0 0 0 0 0 0 0 2A- 2an 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 f4y IL---( C'i12C- Osw 2A- 2Dm 2A- 2Dn 0 091 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco ext IOC- m 2A- 2Dm 0. 201 0. 340 0. 340 w w w 5. 69 9. 62 9. 62 5. 27 11. 48 16. 41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 2A- 2Dn 12C- Osw 0. 340 0. 091 w 9.62 2. 58 10. 58 1. 44 0 0 0 0 0 0 0 0 0 56 0 56 0 144 0 81 IIDO 16B-30ad 0.390 0 032 n 11. 04 0.00 11.99 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C F2OP- 191 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A- td 0.989 27.99 0.00 39 0 0 0 45 0 0 0 61 c) AED excursion 10 36 Envelope losslon 0 0 144 45 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 5 600 Subtotal pines 6 to 13) 1 0 5 144 645 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 144 645 15 Duct loads 119% 295/6 01 19% 29% 27 184 Total room bad 0 6 171 829 Air required ( cm) of of 1 8 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Old- wrightsoft' Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Feb-16 09:49:53 4MK..pheneII18GLW\ LoigiThombrookeDaphenelllBGLW.rup Cab - MJ8 House faces: W Page 7 1' DEL -AIR rnat>m- a emrra o Right-J® Worksheet ahu 1 DEL -AIR HEATING & AIR CgNDITIQNING531CODISCOWAY, SANFORD, FL 32771 hone 407-3•2665Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name dining 2 Exposed wall 29.5 It 3 Room height 9.3 It heat/cool 4 5 Room dimensions mRooarea 1. 0 x 236.3 11 236. 3 112 Ty Construction U-value Or HTM Area (It2) Load Area Load number Btuh/114*F) Btuh/11j or perimeter (it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VLfa 12C-0sw0.091 n 0.00 0.00 0 0 0 0 2A• 2om 0.340 n 0.00 0.00 0 0 0 0 Blk wall, stucco ext 0.201 n 5.69 5.27 0 0 0 0 2A- 2Dm 0.340 n 9.62 10.58 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 0 0 0 0 VI/ 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 2A• 2Dm 0.340 a 0.00 0.00 0 0 0 0 I- fC 2B-21m 0.340 a 0.00 0.00 0 0 0 0 Vh BIk wall, stucco ext 0. a 69 0 0 0 0 2A- 2om 0.340340 a 9 9.62 100.5858 0 0 0 0 2A• 2om 0.340 a 9.62 10.58 0 0 0 0 2A- 2omd 0.580 a 16.41 16.85 0 0 0 0 W 12C-0sw0.091 s 0.00 0.00 0 0 0 0 Vy t-- G Bik wall, stucco ext 0.201 s 5.69 5.27 107 107 610 566 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 Vjl 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 2A- 2om 2A- 2om 0. 340 0. 340 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 Slit wall, stucco exi IOC- m 0. 201 0. 340 w w 5. 69 9. 62 5. 27 11. 48 168 24 97 20 552 231 512 276 2A- 2om 0.340 w 9.62 1641 8 7 77 131 P , LO2A- 2om 12C- 0sw 0. 340 0. 091 w 9.62 2. 58 1058 1. 44 39 42 39 24 374 62 411 35 11D0 0.390 n 11.04 11.99 18 18 197 214 C 168-0Oad 0.032 0.00 0.00 0 0 0 0 F 20P-191 0.050 0.00 0.00 0 0 0 0 F 22A-td 0.989 27.99 0.00 236 30 826 0 61 c) AED excursion 11390 Envelope losstgain 2929 3535 12 a) Infiltration 599 190 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/ other 0 Subtotal ( lines 6 to 13) 3528 3955 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 35M 3955 Duct bads 1 19% 29% 657 1132 r Total room bad 4185 5W7 Air repaired (cim) 1 190 224 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4= - OP.- wrightsoft' Right -Suite® Universal 2017 17 0.16 RSU24011 2017 Feb-16 09:49:53 8 pheneII18GLW\ LoigiThombrookeDaphenelllBGLW.rup Cab - M.18 House faces: W Page DEL -AIR Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR C9NDITIQ INCI531CODISCOWAY, SANFORD. FL 32771 hone: 407-3 -2665 ax• 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name ahu 2 rm 4 2 Exposed wall 155.0 It 27.5 It 3 Room height 9.0 it 9.0 it heat/cool 4 5 Room dimensions Room area 1471.0 ft2 1.0 x 163.5 It 163.5 h2 Ty Construction U-value Or HTM Area (112) Load Area (112) Load Bluh/10-*F) BtuN112) or perimeter (It) Btuh) or perimeter (11) Btuh) Heat Cool Gross N/P/S Hem cool Gnus N/P/S Heat Cool 6 yl 12C-0sw 0.091 n 2.58 2.84 338 323 831 915 9 9 23 26 C 2A-2om 0.340 n 9.62 10.58 15 0 144 159 0 0 0 0 Blk wall, stucco exi 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2bm 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 Vjf 12C-0sw 0.091 a 2.58 284 360 308 793 873 0 0 0 0 2A-2an 0.340 a 9.62 30.36 30 0 289 911 0 0 0 0 1---GG 2B-21m 0.340 a 9.62 35.73 22 0 214 793 0 0 0 0 Blk wall, stucco ext 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 2A-2omd 12C-0sw 0 580 0.091 a s 0.00 2.58 0.00 2.84 0 338 0 338 0 869 0 958 0 140 0 140 0 359 0 396 tBlk wall, stucco ext 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 0C T=Vj/ 11----ffa 12C-0sw 2A-2om 2A-2om 0.091 0.340 0.340 w w w 2.58 9.62 9.62 284 30.36 30.36 360 20 30 310 0 0 798 192 289 880 607 911 99 0 30 69 0 0 178 0 289 196 0 911 h Blk wall, stucco ext 10C-m 2A-2om 0.201 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 PL--D 2A-2om 12C-Osw 0.340 0.091 w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 16B-30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 1471 0 1471 0 1332 0 2554 0 164 0 164 0 148 0 284C F 20P-19t 0.050 1.41 0.71 11 11 16 8 11 11 16 8 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 01 2% Envelope losstgain 5766 ON 1012 2075 12 a) Irlfillralicn 3035 961 538 171 b) Room ventilation 0 0 0 0 13 Imemal gains: Occupants @ 230 0 0 0 0 Apphances/other 0 0 tal (lines 6 to 13) 8801 105291551 2245 external load 0 0 0 0 ransferr 0 0 0 0 tribution 0 0 0 0 tal 8801 10529 1551 2245 oads 127% 33% 2377 3486 27% 33% 419 743 Total room bad 11178 14015 1970 2989 Air required (cfm) 600 600 11061 128 Calculations approved by ACCA to meet all requirements of Manual J Elth Ed. wrightsoft' RiAIMght-Suite® Universal 2017 17 0 16 RSU24011 2017-Fe6-16 0 :449 Page 9 phenelllBGLW1Lot91ThombrookeDaphenelllBGLW.rup Cale - M.18 House faces: W 1 DEL -AIR ra o run tasrrwo Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITIQNING531CODISCOWAY, SANFORD, FL 32771 hone: 407.3 -2665 Fax: 407-333.3853 Web: WWW.DEL-AIR COM Job: LotglThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name lots den 2 Exposed wall 16.5 It 26.5 1t 3 Room height 90 It heat/cool 9.0 h heaVcool 4 5 Room dimensions Room area 1.0 x 446.8 ft 446.8 tt2 12.5 x 14.0 It 175.0 It2 Ty Construction U-value Or HTM Area (III Load Area (112) Load BluWI12-*F) BtutVft2) or perimeter (11) Bluh) or perimeter (It) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy f 12C-Osw 0.091 n 2.58 2.84 0 0 0 0 126 111 286 315 2A-2om 0.340 n 9.62 10.58 0 0 0 0 15 0 144 159 VL2Bik wall, stucco ext 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2an 2A-2om 0.340 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 V 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 2A-2om 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0II----GG 213-21m 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 Vy Bik wall, stucco ext 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 IIL-ECG^ 2A-2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 2A-2omd 12C-Osw 0.580 0.091 a 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 yl t-f Ba wall, stucco ext 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 1y L-CC 12C-Osw 2A-2Dm 2A-2om 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.84 30.36 30.36 149 10 0 139 0 0 357 96 0 393 304 0 113 10 0 103 0 0 264 96 0 291 304 0 Bic wall, stucco ext 10C-m 2A-2om 0.201 0.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D 2A-2om 12C-Osw 0.340 0.091 w 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 168.30ad 0.390 0.032 n 0.00 0.91 0.00 1.74 0 447 0 447 0 405 0 776 0 175 0 175 0 158 0 304C F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.989 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1.16 53 Envelope loss/gain 857 1456 949 1319 12 a) Infiltration 323 102 519 164 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Apphances/olher 0 0 Subtotal (lines 6 to 13) 1181 1558 1468 1483 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1181 1558 1468 1483 15 Duct loads 127% 339/6 319 516 27% 33% 396 491 Total room load 1499 2074 1864 1974 Air required (clm) 80 89 100 85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c -Pk wrighltsoft 2017-Feb-16 09.49:53 ZcA Righl•Suite® Universal 2017 17.0.16 RSU24011 Page 10phenelilSGLVALol9lThombrookeDaphenelllBGLW.rup Calc - MJ8 House laces: W 1 DEL -AIR Timm - a emmmrmm Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR CgNDITI% INC- 531 CODISCO WAY, SANFORD, FL 32771 none 407.3 -2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5128/2015 By: FJF 1 Room name bth 2 nn 2 2 Exposed wall 9.0 It 26.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions mRooarea 5. 5 x 9.0 It 49. 5 ft2 12. 5 x 13.5 It 168. 8 112 Ty Construction U-value Or HTM Area (III Load Area (112) Load number BtulVft2••F) BtuNft2) or perimeter (ft) Btuh) or perimeter (It) Btuh) Heal Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy f 12C- Osw 0.091 n 2.58 2.84 81 81 209 230 122 122 313 345 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 wall, stucco ext 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 T=Blk 2A- 2om 2A- 2om 0. 340 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 12C-Osw 0.091 a 2.58 284 0 0 0 0 113 98 251 277 CC 2A-2om 2B- 21m 0. 340 0. 340 a a 9. 62 9. 62 30. 36 35. 73 0 0 0 0 0 0 0 0 15 0 0 0 w455 0 0 VhBlk wall, stucco ext 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.340 a 0.000.00 0 0 0 0 0 0 0 0 W 2A- 2omd 12C- Osw 0. 580 0. 091 a s 0. 00 2. 58 MOD 2. 84 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl t- f Sk wall, stucco ext 2A- 2om 0. 201 0. 340 s s 0. 00 0. 000. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy I` - CC 12C- Osw 2A• 2om 2A- 2om 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 284 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco exi 10C- m 2A- 2om 0. 201 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fj I- p 2A- 2om 12C- Osw 0. 340 0. 091 w 0.000. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 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 50 0 50 0 45 0 86 0 169 0 169 0 153 0 293 CF 2OP•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-td 0.989 0.000.000 0 0 0 0 0 0 0 61 c) AED excursion 141 14 Envelope loss/gain 253 274 861 1356 12 a) Infiltration 176 56 509 161 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( limes 6 to 13) 430 330 1370 1518 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 430 330 1370 1518 15 Duct bads 27% 33% 116 109 279/633% 370 502 Total room bad 546 440 1740 2020 Air required (c m) 29 19 1 1 93 86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4GA writghtsaf * Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-16 9,49 a 5; phenelllBGLW\ Wt9lThornbrookeDaphenelllBGLW.rup Cale = MJB House laces: W 9 1' DEL -AIR rn• eu ewes Right-J® Worksheet ahu 2 DEL -AIR HEATING & AIR 7PD065 531 CODISCO WAY, SANFORD, FL 327hone47333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR COM Job: Lot9lThombrookeDaphenel... Date: 5/ 28/2015 By: FJF 1 Room name open to below rm 3 2 Exposed wall 16.5 It24.0 1t 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 165 x 16.0 It 264.0 ft2 11.0 x 13.0 It 143.0 ft2 Ty Construction U-value Or HTM Area (111 Load Area (III Load number BtuWI12•• F) Btutdlt2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heat Cool 6 VLC12C- Osw 0.091 n 2.58 2.84 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 ILSBlk wall, stucco ext 0.201 n O.o0 0.00 0 0 0 0 0 0 0 0 2A•2orn 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A- 20m 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C- Osw 0.091 a 2.5B 2.84 149 126 325 358 99 84 216 238 2A•2om 0.340 a 9.62 30.36 0 0 0 0 15 0 144 455 t; GG 2B-21m 0.340 a 9.62 35.73 22 0 214 793 0 0 0 0 wall, stucco ext 0.201 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dn 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 NBic 2A-2Dm0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 W 2A- 2omd 12C-Osw 0.580 0.091 a s O. 00 2.58 0.00 2.84 0 0 0 0 0 0 0 0 0 117 0 117 0 301 0 332 yl Blk wall, stucco ext 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A- 2Dm 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl I- ff 12C-Osw 2A-2Dm 2A•2Dn 0.091 0.340 0.340 w w w 2. 58 9.62 9.62 2.84 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Bic wall, stucco ext IOC-m 2A-2Dm 0.201 0.340 0.340 w w w 0. 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P I--- D2A•2Dn 12C-Osw 0.340 0.091 w 0. 00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 0. 00 0.91 0.00 1.74 0 264 0 264 0 239 0 458 0 143 0 143 0 130 0 248 C F2OP- 191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A- tol 0 989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 86 1 Envelope loss/ gain 778 1524 791 1273 12 a) Infiltration 323 102 470 149 b) Room verllilation 0 0 0 0 13 Internal gains: Occupams @ 230 0 0 0 0 Appliances/other 0 1 0 Subtotal (lines 6 to 13) 1101 1627 1261 1421 Less external load 0 0 0 0 Less Iransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1101 1627 1261 1421 15 Duct loads 27% 33% 297 538 27% 33% 341 471 Total room bad 1398 2165 IW2 1892 Air required ( c1m) 1 175 W I 86 81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrighttsaft' Right- Suile® Universal 2017 17.0.16 RSU24011 2017-Feb-16 09:49:53 Page 12 phene111BGLW%Lot9lThombrookeDaphenetllBGLW.rup Cale = MJ8 House laces: W 1 DEL -AIR Right @ Worksheet ahu 2 DEL -AIR HEATING & AIR CPND036NNax 4072531 CODISCOWAY, SANFORD, FL 32771h47365F.333.3153 Web: Www.DEL-AIR.COM Job: Lot9lThombrookeDaphenel... Date: 5/28/2015 By: FJF 1 Room name bth 3 2 Exposed wall 9.0 It 3 Room height 9.0 It heat/cool 4 5 Room dimensions Room area 1. 0 x 60.5 It 60. 5 W Ty Construction U-value Or HTM Area (It) Load Area Load number Btu)Vftx•F) Btuh/It2) or perimeter (fl) Stuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy 12C-0sw0.091 n 2.58 2.84 0 0 0 0 f yl 2A- tom wall, stucco ext 0. 340 0. 201 n n 9. 62 0. 00 10. 58 0. 00 0 0 0 0 0 0 0 0 11 GBlk l-G 2A-20m 2A- tom 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 Vjl 12C-0sw 0.091 a 2.58 2.84 0 0 0 0 2A- 2om 2B- 21m 0. 340 0. 340 a a 9. 62 9. 62 30. 36 35. 73 0 0 0 0 0 0 0 0 I-fCi Blk wall, stucco ext 2A• 2om 0. 201 0. 340 a a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 W 2A- 2om 2A• 2Dmd 12C- Osw 0. 340 0. 580 0. 091 a a s 0. 00 0. 00 2. 58 000 0. 00 2. 84 0 0 81 0 0 81 0 0 209 0 0 230 Vy L- G Blk wall, stucco ext 0.201 s 0.00 0.00 0 0 0 0 2A- 2om 0.340 s 0.00 000 0 0 0 0 Vjl IL --((' a 12C- 0sw 2A• 2om 2A- 2om 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 84 30. 36 30. 36 0 0 0 0 0 0 0 0 0 0 0 0 Blk wall, stucco ext I0C• m 2A- 2om 0. 201 0. 340 0. 340 w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 R I- p 2A- 2om 12C- 0sw 0. 340 0. 091 w 0.00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 11 D0 16B- 30ad 0. 390 0. 032 n 0.00 0. 91 0. 00 1. 74 0 61 0 61 0 55 0 105 CF 20P-191 0.050 1.41 0.71 0 0 0 0 F 22A•Iol 0.989 0.00 0.00 0 0 0 0 61 c) AED excursion 43 Envelope loss/gain 263 291 12 a) Infiltration 176 56 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ olher 0 Subtotal ( lines 6 to 13) 440 347 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 440 347 15 Duct loads 27% 33% 119 115 Total room load 558 462 Air required (c1m) 30 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrighttroft' Right -Suite® Universal 2017 17.0 16 RSU24011 2017•Feb-16 9:49:53 3 phenelllBGLW\Lol91ThombrookeDaphenelllBGLW rup Cale - MJ8 House laces: W Page 1 DEL -AIR Duct System Summary Job: L/2ombrookeDaph... wAm I wmmmm Date: 5 ahu 1 1FJ1F280101By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: TAYLOR MORRISON HOMES External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.191 in/10011 840 cfm Cooling 0. 30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.191 in/10011 840 cfm 126 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln ( ft) Ftg.Egv Ln (ft) Trunk brklsl/kil h 2330 106 96 0.197 6.0 Ox 0 VIFx 36.7 85.0 SO brklsi/kii- A h 2330 106 96 0.191 6.0 Ox 0 VIFx 40.9 85.0 SO dining C 5087 190 224 0.214 8.0 Ox 0 VIFx 27.1 85.0 stl family rm C 3670 129 162 0.213 8.0 Ox 0 VIFx 27.4 85.0 st2 msir t4h h 1724 78 46 0.248 5.0 Ox 0 VIFx 11.9 85.0 st2 msir rm h 3791 172 152 0.217 8.0 Ox 0 VIFx 25.7 85.0 st2 msir we C 6 0 0 0.251 4.0 Ox 0 VIFx 10.5 85.0 st2 msir wic h 1142 52 28 0.230 4.0 Ox 0 VIFx 19.2 85.0 st2 msir wic int C 6 0 0 0.240 4.0 Ox 0 VIFx 15.0 85.0 st2 pwdr C 6 0 0 0.290 4.0 Ox 0 VIFx 12.8 70.0 utii C 829 8 36 0.310 4.0 Ox 0 VIFx 7.4 70.0 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cfm) Cfm) FR fpm) in) in) Material Trunk stl Peak AVF 401 415 0.191 529 12.0 0 x 0 VinlFlx st2 Peak AVF 431 388 0.213 549 12.0 0 x 0 VinlFlx c wri htsoft' 2017-Feb-16 09:49:55 AL 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A...phenelllBGLW%Lot9lThombrookeDaphenelllBGLW.rup Cale = MJ8 House faces: W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri hfisofitt' 2017•Feb•1609:49:55 1 9 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACCK ...pheneiiiBGLW\Lot9lThombrookeDaphenelllBGLW.rup Cale = MJ8 House faces: W DEL -AIR Duct System Summary Job: Lot9lThombrookeDaph... Colmltrovmro Date: 5/28/2015 e ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333.2665 Fax: 407.333.3m Web: WWW.DEL-AIR.COM Project• • For: TAYLOR MORRISON HOMES 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 0.195 in/100ft 0.195 in/1001t Actual air flow 600 cfm 600 cfm Total effective length (TEL) 123 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mail Actual Ln (ft) Ftg.Egv Ln (ft) Trunk b1h 2 h 546 29 19 0.308 4.0 Ox 0 VIFx 7.8 70.0 bth 3 h 558 30 20 0.209 4.0 Ox 0 VIFx 29.7 85.0 st3 den h 1864 100 85 0.304 6.0 Ox 0 VIFx 9.0 70.0 loll c 2074 80 89 0.276 6.0 Ox 0 VIFx 16.9 70.0 open to below c 2165 75 93 0.282 6.0 Ox 0 VIFx 15.0 70.0 rm 2 h 1740 93 86 0.320 6.0 Ox 0 VIFx 5.0 70.0 rtn 3 h 1602 86 81 0.198 6.0 Ox 0 VIFx 36.1 85.0 st3 rm 4 c 2989 106 128 0.195 6.0 Ox 0 VIFx 38.0 85.0 st3 Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st3 Peak AVF 222 229 0.195 655 8.0 0 x 0 VinlFlx Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL fl) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox 0 600 600 0 0 0 0 Ox 0 VIFx C i htsoft2017-Feb-16 09 49:55 A wr9 Right -Suite® Universal 2017 17.0 16 RSU24011 Page 3 pheneillBGLW%LotglThombrookeDaphenelllBGLW. rup Cale = MJ8 House laces- W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot9lThombrookeDaphenelllBGLW Builder Name: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, Permit Number: Owner. Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). O Energy Performance Level (EPL) Display Card (one page) O Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) 0 A completed Envelope Leakage Test Report(usually one page) D If Form R405 duct leakage type indicates anything other than 'default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge®- USRCSB v5.1 2/t fi/2017 9:40:50 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot9lThombrookeDaphenelllBGLW Builder Name: TAYLOR MORRISON HOMES Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2612 sq.ft. Cond. Volume: 23944 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data _ HOUSE PRESSUREI FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: pF THE SpAr o 16. 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display cans be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402 4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4 1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 chn (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. D R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system D R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heal pump compressor can meet the heating load. D R403.2.2 Sealing (Mandatory)All 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. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn 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'/: 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. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a till 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 healing and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/16/2017 9:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions- 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. 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 verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2116/2017 9:41 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 ie wrre w w vlslNm sn.ua Hm.NajIIN +M +N , rpnlw 1 UWAI 1 24 TON V/'}KV e2e0V Ii1H 1e.10 O20.1? red AMU HANGING IN GARAGE wwft— el .1/ '•1'0' ilnori I siv J - wagM-w r a. p. ly V N . s• 6T 10.6 .cd ipAr'AlI1E r-oui i! /t.=°' I to roof cep 3' both duct IY IK- I-rti a , to roof cop „ 1e.le rep , w/fon Nutone 696RNB 3 ..1. a 'p ri- 30 S' ___ .+ a Hrt p I e.e . d B' Teas N NAB•c1d rr • -- a 223 IIrNuiuaI1 45 ppl I Y I I ^v Nwrn.losn w • oww .es H.er H sr { erA-P/)It.ral A9 ed aaN tl1 HNw O U i 'drys duc s.wmL' — L r I t '•^ • 6+6 TYPICALMASONRY WINDOW SCHEDULE WINDOWWIDTHS # Ir rr r. w wwoow oursulLDw1• "I npw aw 3Q3 x ow Haw Bel ow Y Yw NAY Nw 71w O zeY ew Raw ew Dw v •w n14,111 sw sw eO1ArItr10RIOO fdratNl pOW OeA 1®DNRRLetlpl IYT qA Igl nwHC7Rd1NN)e®rJ11De IpU40 RVINT.O 011ImNwui010INONBM• fln,Qle® w 44 a,ler ra/ C. O C. sY ee b O reef, Cop 1 1 tlr C VJ LIJH. iY 1i' er v. NeO^ cm i I _'+ AF —Aa- R.Tll orrC_--n e-a•-r LaSC__J 7rerofer duCt./ LR sI=ed In T V) r Hyn ils.c co.pbnc. dth GI R.W.ntbl ILLJHr V1Wpcod. - N160Q. 11016M.d vn AF...C.Dt— 1-1 eJld.r Ire. saHm..r,vo rust proWa uoor. L H-- 00 I I NM.rCut M deer to hebHebl. o;:1 ob4f roans. r C10 W 0)(7Z r MAINFLOORIq) OF vreR FLOORan V OL '- O N L J-wnac, YFwj M Toy 169 of Q d O — A J Ur) LI_ 44Wi R111f. LANAI'°°°' LORD+ ". xN . MAIN FLOOR PLAN NOTES u...,+ Must have o minimum clearance of Inches around the air handler per the State Energy code. All duct has on r:5 Insulation value. GARAGE LEFT w,i I Rating z O NJ Q H HD 7 J O co m EL to CID z Q Q 0 0 LJ--------------- Builder must provide a Inor ohu closet I 1II1. 570" V/SKV e2N0V 17M I Ip. lop1. , p.tior. q gtlr eCelt -1/91•1'0' 11 o roof cap fan ca 10.10 ep / y. LwD m- 16. 16 rop 10.6I1 LtOL 1 1 1 1 w 1 1 1 1 1 I 1 I ply 1 1 I ow I II eM P I I lA4 I 1 pyp 1 I I 1 1 1 I ' ' 1 1 1--------------! 10. 6 I.Co 10 ": DL4 OD9 ew.im e o roof cap fan I 1-1 Must have a nin0nun cleorance of 4 Inches around the air handler per the State Energy code. All duct has on re6 Insulation value. N LI- I x O Z 0 N w H 1 O — O Ur) 9 Q/ 0 o 0 Z iiJ Q OOD NLL- U•) L - Rating z CO NW > z 4zCW35 J O 5 Q K IMO--JV)loo DESCRIPTION AS FURNISHED: Lot 91, THORNBROOKE PHASE, 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. e) /, _ d BP 1-7 -Iqo$ PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZON RECORD COPY LOT 90 5.00' 5.00' DLOQ PROPOSED - FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 24.3' } PROPOSED GRADE PER CONSTRUCTION PLAN ++ CRUSENMEYER—SCOTT LEGEND - LEGEND - P PLAT PLL POINT am LIME PI.P. PIPE VAr- rnIPOINT RCVVKC CURVATUREIRIRONRODC.0 POINT Or Cov"D CURVATURCCACONCRETENOIACMRAILRADIALSCTLR. REC 1/2' IR /1L/ 4596 RECOVERED NLVP. NW -RADIAL VITNCSS OURPal. POINT Or 116DIRNG CALC CALCULATED POINT Or COOOMWIM RN ERNANE NT RCFURD= NONUKDYY tNtD CENTERLDC NAIL t DISK rr. BSL FINISHED FLOOR ELEVATION BUILDING SETBACK LINE RN RIGHT-W-VAY Bx BDCIMARK CSNT. CASMNT LL USE BEARING DRAIN. DRAINAGE UTIL UTILITYCuiCNN" LINK rDNCE VLFC VOOD FENCE C/D CONCRETE IN PLC POINT OF CURVATURE P.T. POINT OF TANGENCY DESC. DESCRIPTION R RADIUS L ARC LENGTH D DELTA C CHORD CL CORD DARING NORTH THIS BUILDIND/PROPERTY DOES. NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' ZONE k MAP I 12117C DOSS F. THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 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 U77UTY LY ACCESS R/W BUILDING SETBACKS: FRONT - 25' REAR 15' SIDE 5.0' SIDE CORNER - 10' D; a Ok to construct sin gleFamily home with setbacks an( impervious area shown on plan. I \ 1 26. 80' Yo 6. 33' 5. 00' i LOT 92 143. 15' 0 ( PC) PLOT PLAN ONLY' JVOT A SURVEY) PROPOSED INFORMATION SHOWN BASED ON SUPPLIED PLAN AND/ OR INSTRUCTIONS PER LUI 6,000 SQ FI. LIVING 1.453 SO.F7. GARAGE 477 so.FT. ENTRY 744 SO.FI' LANAI 400 SO FT. BREEZEWAY- N/A SOFT. DRIVEWAY 403 SOFT. A/ C PAD 25 SOFT. WALKWAY 71 SQ.FI. IMPERVIOUS= 49.5 R 2. 973 SOFT. SOD 3 027 SO. FT. OFF LOT AR A CALCULATIONS. R/ W 550 SO.FI: APRON 110 SOFT. SIDEWALK a 250 SO.FT. SOD 190 50. FT. AREA 6,550 SO.FT. DRIVEWAY 513 SOFT. SIDEWALK 321 SOFT. SOD 1017 Zr) rr A AS'SO C. , INC. — LA.MD SURVEYORS 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 tiDTES: r. THE UNDOMMEO DOES NEREBI' CERTIFY ITAT IMS SURVEY NEFFS THE SrANWOS Or PRACITCE SET FURIH BY 7NE iL0F BOARD W PROFESSIONALSURVEYORSANDUAPPMDiCHAPTERS-17 FLOR 14 ACADMSMYW CODE PURSUANT N SECTION 172027, FLOWM S,AYVES LUNLESSDOMEDWITHSURVEYOR'S WG MTURE AND OAVM RAISED SEAL DO SVRVEY MAP OR COPIES ARE MY YAM J. TM SURVEY WAS PREPARED FROM MILE INORMAIION 11ODIIS/RD M THE SURVEYOR. THERE AMY BE OMET RL57R1CI9045 ORLASOWDRSIMFAFFECTTHISPROPV"Y. 4. NO UNDEACROVND LMPROKMENTS HCYE PUN LOCATED UNLESS OTHER%= SNOIYN. 0. THIS SURVEY IS PREPARED MR THE SOLE 004M Or PM CERIUIED M AND SHOULD NOT BE RCUM UPON BY ANY OTHER ENTITY, 0. DONDISIONIS SHOWN MR INE LOCATION OF WPROVEMOM HEREON SHOULD NOT BE USED TO REOOHSDNMT SOUMAW UNEY7. SEAROSAREBASEDASSVNEDaTUNANDONTHELINESHOWNASBASEBEARIMM.&) B ELLYATMNS IF SHOWN, ARE BnW ON 9470M OEODETIC 04AN Or 1029. UNLESS OTINERWLSE MITT 9. CO"ITMATE 0I AUTMORIUTLON ML 4390. CERTIFIED BY: SCALE 1 1' . 20------ I I DRAWN BY: ••• aTE ORDER No. PLOT PLAN 02-27-17 REVISED PLOT PLAN 05-31-17 794-17 I&A Rd— GRUSEN , R. L.S. / 4714 JAAIES W. SCOTT, R.LS 1 4801 RECORD COPY I EfEe&iead Ezvie s,nc. 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 Daphene III 2600 SOFT GENERAL LIGHTING X 3 VA PER SQ FT 7800 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 8000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER `J11-01NG 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) SANFOR , • _ 1 9 4 8 500 VA 1 MICROWAVE/HOOD CIRCUIT :tom 1500 VA VA SUBTOTAL OF GENERAL LOAD 33000 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23000 VA x . 4 9200 VA TOTAL NET GENERAL LOAD 19200 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19200 VA NET TOTAL HEAT 18020 VA TOTAL LOAD 37220 VA CALCULATED LOAD FOR SERVICE 37220 VA / 240 V= 155.08 AMP 200 AMP SERVICE mom SEMEN MORE mu wiii IN on IN M SOME mom u n t 9iu Co MEMO mom ME EERINESS samosom NEON mom EUMS NO000iiMom MIKEMEMOM- mom 0 MEEnIN W MY MiTek° RE: TB0091 - Site Information: Customer Info: Taylor Morrison Lot/Block: 91 Address: City: Sanford Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Project Name: TB0091 Model: Daphene III Subdivision: Thornbrooke State: Florida MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 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: 140 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 57 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 1 1 T10546343 1 GO 3/1/17 118 1 TI 05463601 HR02 3/1/17 12 1T105463441 CO2 1 3/1/17 119 1 T10546361 1 HR03 1 3/1/17 1 13 1 T1 0546345 1 CO3 1 3/1 /17 120 1 T1 0546362 1 H R04 13/1 /17 1 14 1 T105463461 C04 1 3/1/17 121 I T10546363 I J01 1 3/1/17 1 15 I T105463471 F01 1 3/1/17 122 I T10546364 I J02 1 3/1/17 1 6 1 T10546348 F03 3/1/17 23 IT10546365IJ03 3/1/17 1 17 I T10546349 I F04 13/1/17 24 I T10546366 I J04 13/1/17 I 18 I T10546350 I F05 1 3/1/17 125 I T10546367 I J05 1 3/1/17 1 19 I T10546351 I F06 1 3/1/17 126 I T10546368 I J06 1 3/1/17 1 110 I T10546352 I F07 1 3/1/17 127 I T10546369 I J07 1 3/1/17 1 111 I T10546353 I F08 1 3/1/17 128 I T105463701 J08 1 3/1/17 1 112 I T10546354 I F09 1 3/1/17 129 I T10546371 I J09 1 3/1/17 1 113 I T10546355 I F10 1 3/1/17 130 I T10546372 I J10 1 3/1/17 114 I T10546356 I F11 1 3/1/17 131 I T10546373 I J11 1 3/1/17 I 15 IT10546357IF12 3/1/17 132 1 T10546374 1 R01 3/1/17 1 116 IT10546358IF13 1 3/1/17 133 1 T105463751 R02 3/1/17 17 1 T1 05463591 HR01 1 3/1/17 134 1T105463761 R03 1 3/1/17 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: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0u1LD IV6 SANFORD 17-1908 A. r • • •ENS •. 9 i do 0 39380 C • ; cc = STATE OF iF•.4OR%O• N IIIIII N TAornaa A. AMW PE 110.39M) MITek Usk Inc. FL Cert 6634 6904 Partro East Blvd. Tampa FL 33610 Date: March 1,2017 Albani, Thomas 1 of 2 RE: TB0091 - Site Information: Customer Info: Taylor Morrison Lot/Block: 91 Address: City: Sanford Project Name: TB0091 Model: Daphene III Subdivision: Thornbrooke No. I Seal# JTruss Name I Date 35 1 T10546377 1 R04 3/1/17 136 1 T1 0546378 1 R05 1 3/1/17 1 137 1 T1 0546379 1 R06 1 3/1/17 1 138 1 T1 0546380 1 R07 1 3/1 /17 1 139 1 T10546381 1 R08 1 3/1/17 1 140 1 T1 0546382 1 R09 1 3/1/17 1 141 1T1 0546383 1 R 10 1 3/1 /17 I 142 1T1 0546384 1 R 11 1 3/1 /17 1 143 1T1 0546385 1 R 12 1 3/1 /17 1 144 1 T105463861 R 13 1 3/1 /17 1 145 1 T1 0546387 1 R14 1 3/1/17 1 146 1T10546388I R15 1 3/1/17 1 147 1 T10546389 1 R 16 1 3/1 /17 1 148 I T1 0546390 1 R 17 1 3/1 /17 1 149 1 T10546391 1 R18 13/1/17 1 150 1T10546392I R19 1 3/1/17 1 151 1 T105463931 R20 1 3/1/17 I 152 IT105463941 RF01 1 3/1/17 153 1 T1 0546395 1 RF02 1 3/1/17 1 154 1 T1 0546396 1 V01 1 3/1/17 1 155 I T105463971 V02 1 3/1/17 1 156 1 T10546398 I V03 1 3/1/17 1 157 I T105463991 VO4 1 3/1/17 1 State: Florida 2of2 Job runs truss type e y ply T10546343 T80091 C.01 GABLE 1 1 Job Reference (optional) OM 1 24 23 22 2 3 ID:81s7p2vjoca4jB9DL55wDPz PDS-ywPz1M3UUDXB6zrKKNTIaI1e6Gz;l; M817JUMzlJLW om Seale = 1:21.3 4 5 3x4 = 6 7 8 9 10 11 25 R 21 20 19 1B 17 16 15 14 13 12 3x4 = 30 = 1d-012 10 , 12.7-12 Plate Offsets ()(,Y)— 15:0-1-8,Edgel.117:0-1-8,Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) We n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven( L) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 12 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 66 lb FT = 20°16F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 6-0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-12. Qb) - Max Grav All reactions 2501b or less ai joints) 22, 21, 20, 19, 18, 17, 16, 15, 14. 13 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 25D (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 a1 1.4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end laxity model was used in the analysis and design of this buss. 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.' V WARMING- Var1y dWyn Perrmeren aidREAD NOTES ON TMIS AND rVCLUDEO MTEX REFERANCE PAGE A137473 rev. 140202015 BEFORE USE Design valkf for tAe only witin M11109 connectors. nYs design It based orgy upon paanelers shown. and Is for an Individual btlldhg component. nDl a truss system. Below use. the IxLdt1g designer must verity Ine ag10cd1llly of design paanelea and Ixopedy hcogwrale this dcstpn Into the overall balding design. Bracing indicated Is to prevent budding of htllvkfual Mmweb and/or chord members orgy. Additional temporary and pefmanent blocling MOWIsalwaysregLhedlotstabilityandtopreventcollorwwithpossiblepersonalh)uy and property damage. For general gukdance regarding Ow fabrication storage, dellvery, erection and butting of Mrsses and tnta systems seeANSVTPI1 Quality Crllwb, OSS-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from tars Wale hstiMe. 218 N. Leo Street. SLAW 312. Alexantldn. VA 22314. Tampa, FL 33610 Job fuss I russ Iype oty Ply T705463M T60091 Cce GABLE t t Job Relerence(opbonaD Budders FustSoutce. Tanpa. Plant Coy. Florida 33566 7.640 s Apr 19 2016 h0ek Indusines, Inc Wed Mat 01 If 51:41 2017 Page t ID:8ls7p2vjcca41B9DL55wDPz POS-ywPz1M3UUDXB6zrKKNTlalle6G3Oz83M817JUMziJLW 09 Scale = 1:20.4 24 23 5 30 = 6 7 8 9 10 11 22 21 20 19 18 17 16 15 14 13 12 30 = 4-0-0 5-4-0 6.8•B a-0-0 9d-0 1O-8-0 12-0-0 2.4.1 1.4-0 1-4-0 1-4-0 1.4-0 1.4•B 1-3-0 td-0 ".0 1d-0 •1 Plate Offsets (Y Y)-- 15:0-1-8•Edge], 117:0-1-8.Edge1 LOADING (psi) 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 n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven( L) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) •0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 64 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 12-4-10. lb) - Max Uplift All uplift 100lb or less at joint(s) 12 Max Grav All reactions 250 lb or less at joint(s) 22, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 10-0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous boltom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i a diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100lb uplift at joint(s) 12. 6) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect Iniss 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.' WARNING - Verfry design Paromsfere and READ NOTES ON THIS AND INCLUDED Mr7EK REFERANCE PAGE M67473 rev. I&V30201S BEFORE USE Design valid lot use only with MBek® connectors. lnls design Is based only upon paameters 9town, and Is lot an h R%"Xg btddhg Componenl. not Witabusssystem. Below the, the bulldlgnet rpdesmustvedly the ar)rAlcablify of design parameters and popedy hcogwrafo 0* design Into the oveiall building design. Brochg bxftaled 11 to prevent bucalrtg of bx9vldurff tuns web and/ot chord members only. Additional fernpaary and petmalenl biocft MiTek' It alwaystec"ed lot stability and to prevent cddcpse with possible persaxl hf try andpropertydamage. tot general guidance iegadltlg the fabrication st( xc*e, dolivery. etectkan and brachg of busses and Inns systems, secANSI/T141 Guallly Cdteda, DSB-89 and BCSI BuDdho Component 6904 Parks East Blvd Safety INadmation available born Inns Rate Institute. 218 N. Lee Slieel. Sube 312. Alexatdria VA 22314. Tanga. FL 33610 Job russ Truss Type ty T70546345 iB0091 CO3 GABLE f t Job Reference (optional) 0-0 np, . nw. an maua.nsa, mc. vsu nna, v, n a +c cv. i roys , ID:BIs7p2vieca4iB9DL55wDPz_POS-06zLEi46FXf2k7OW u5_X7WrpggPflbJVNhsOpzIJLV Scale = 1:40.2 30 = 3x6 FP= 30 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 2021 0 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 2322 3x6 FP= 30 = 30 = 1d-0 2.8-0 , 4.0.0 Sd-0 6-0-0 8.0-0 9.4-8 1060 112 ) 13-4-0 14$-0 16-0-0 17.4-0 18-0-0 20-0-0 21.4-0 22.8-0 24-0-0245.12 1 11 t.dl1 t.ar 111f ' 1JJ1 t.d1f 1.dS 1_'! Plate Offsets (XY)-- 17:0-1-8.Edge],116:0-1-8.Edgel,128:0.1-8.Edge],135:0-1-8,Edael LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) IVa rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) rVa We 999 BCLL 0.0 Rep Stress Inca YES WB 0.03 Horz(TL) -0.00 22 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 122 lb FT = 20%F, 1145E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10.0-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid celling directly applied or 6-0.0 oc bracing. OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 24.5-12. pb) - Max Uplift All uplift 1001b or less at joint(s) 22 Max Grav All reactions 250 lbor less at joints) 42, 22, 41, 40. 39. 38, 37, 36, 35, 33, 32, 31, 30, 29. 28, 27, 26, 25, 24, 23 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 9) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Sirongbacks 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 ANSITPI 1 as referenced by the building code.' WARNING- VMry datrpn P& mstws and READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE 61117473 rev, I&DIW7S BEFORE USE Design valid lot use orgy with Milek® connectors Bga cleslgn It based only upon paaneters shown. and Is la an I ncilvldud lxddhg component. not a truss system. Below use. the IxDdng designer must verity the arDplical illy of design Ixaanelers and Ixopedy incotpaate this design Into Iho overall bnldng design. Bocrng 4xHcafed Is to rxevent bucMing of kxfMdutlpuss web and/a chord members only. Addtion i lernWay taw petmanentbracing MOW IsalwaystegrLedtotskSAlyandtoprevenlcollapsewithpossUepersonalIn}ay ax1 property damage. Fa genetal gultlonce legating the klxlcatlor slaage. derlvery, etecllon axt bacing of musses CM truss systems. seeMSVTPI I CuroBty CrIledo, DSB-89 ono SCSI BuDdIng Component 6904 Parks East Blvd. Saety Information available from truss Plate Ins1lMB, 218 N. Lee Sheet. Stlte 312. Alexancida. VA 22314. Taupe. FL 33610 Job rus Truss Type oty Ply T10546346 Matter C04 GABLE t f Job Reference (optional) ope ID:81s7p2vjcca41B9DL55wDPz POS-O6zLEi46FX12k7OWu5_X7WrpugPdrbKVNhssOpzfJLV Scale = 1:19.2 4 5 6 7 8 9 10 4 T 20 19 18 17 16 15 14 13 12 11 LOADING (pso SPACING- 2.0-0 CS1. DEFL in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) We We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) rVa - n/a 999 BCLL 0.0 Rep Stress inter YES, W B 0.03 Horz(rL) 0.00 11 n/a We BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 57lb FT = 20%F, 1I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purtins, except BOT CHORD 20 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(ffat) REACTIONS. All bearings 11-B-4. 1b) - Max Grav All reactions 250 lbor less at joints) 20. 11, 19, 18, 17, 16, 15, 14, 13. 12 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 8) 1) All plates are 1.5x3 MT20 unless otherwise indicated 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) ' Semi -rigid 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 3-10d (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.' WARNING - Verify deargn parameters and READ NOTES ON inks AND INCLUDED ABTEK REFERANCE PAGE A07473 rev. 140MIS BEFORE USE Design va1W lot use only with Mllek® connectors. WA design is based only upon parameters shown. and Is for an Individual building component not building abusssystem. Before use. the brg desigmust verily the c1r411kaa abli fy ofdesignpnetersandpropertyIncorpmk otafe design Into theoverall irking design. Bracing Inckated Is to prevent buckling of Individualtruss web and/or creed members only. Addtlaxltemporary and permanent bracing M iTek' Is always teedlastabilityandtoptevenlcollapsewithpossiblepersonaInlayandpropertydamage. For general guidance regarding the fabdcatbn storage, delivery. etectlon and bxacbg of trusses and muss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI BuBmng Component 6904 Parke East Blvd. Safety Irdormaiton avmalble born leas Fiala Institute. 218 N. lee Street, Sulle 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss ruse I ype a ty Ply T10546347 TOW91 FOt I Floor I 1 1 lJobReference(optional) Duncan rasrwuroa, conga, riani may, mans as000 0.1-8 H ; 2-60 2 1 1.Sx3 11 1.Sx3 = 1.SX3 = 3x4 = 1 2 m.wua"prmzur9 Wa9amcusme0.--mar-n.ar..a—m rays. ID.BIs7p2vjcca4iB9DLSSwDPz__POS-urXjS25kOgrwLH_SoWmfjOIC3cJR CfcLcPYFzIJLU 1 5x3 II 1.5x3 II 3 4 1 e'= 1:21.8 t.Sx3 II 3x4 = 1.Sx3 = 5 6 3x4 = 30 = 3x6 = 12.7.12 13 Plate Offsets (X Y)-- 18:0.1-S.Edgel.19:0.1-8.Edgel LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Ven(LL) 0.15 7-8 991 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Ven(TL) 0.26 7.8 566 240 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.02 7 Na Pla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 66lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (Ib/size) 7=672/0.3.8, 10=678/0.7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1356/0, 3-4=-1356/0, 4.5=-1356/0 BOT CHORD 9.10=0/923, 8-9=0/1356, 7-8=0/939 WEBS 2.10=-1077/0, 2.9=0/575, 5-7=-1084/0, 5.8=0/562 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- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and lastened to each truss with 3.10d (0.131' X3') 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 parlicular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily deetin parameters and READ NOTES ON THIS AND INCLUDED AWTK REFERANCE PAGE A217473 iev, 1002QOIS BEFORE USE Design valid rot use only vAlh Mllek® connectors. It* design Is based only upon parameters shown and Is for an individual bolding component, not o buss system. Before use, the building Ueslgnei must verity the ga Ucabtlry or design paamneters and Iroperiy Incorlmole this design Info We overall buidng design. Bracing bxftaled Is to prevent budding of Individual buss web aid/oi chord members only. Additional lempotary and permanent bracing MiTek' Is always tegWed foi stability and to prevent collgxe w0h possible persorxi nMay and property damage. For general guidance iegadng line ktbrlcatlon storage, del", etectlon and bracing or irises and miss systems seeANSI/TPI I Quality Crilerfo. DS111.69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute. 218 N. Lee Sheel. Suite 312. Alexandria. VA 22314. Tanga. FL 33610 Job I russ runs ype ry T10546348 T80091 F03 Floc I1 1 Job Reference (optional) Builderc FustSoutce. Tanya, Plant Cry, Floods 33566 0.1.8 H 260 2 t t.sx3 II Sx3 = 1.Sx3 = 30 = 7.640 s Apt 19 2016 WiTak Industries. Inc. Wed Mat 01 11:61:43 2017 Page 1 ID:8ls7p2vjcca4jB9DL55wDPz POS-u.1XjS25kOgnvLH iSoWmfjOuO3coR_K1cLcPYFzIJLU 1-8.2 1.Sx3 II 1.5x3 II 3x4 = Scale = 1:21.4 30 = 30 = 3x4 = 124.10 12.4.10 Plate Offsets (X,Y)-- 18:0-1-8,Edgel,19:0-1-8,Edgel LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Ven(LL) 0.13 9.10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Ven(TL) 0.24 9.10 610 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 64 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 2x4 SP No.3(11at) SOT CHORD REACTIONS. (lb/slze) 10=667/0-7-4, 7=667/Mechanical FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1316/0, 3.4=-1316/0, 4.5=-1316/0 BOT CHORD 9.10=0/906, 8.9=0/1316, 7.8=0/906 WEBS 2.10= 1057/0, 2.9--0/548, 5-7=-1057/0, 5.8=0/548 Structural wood sheathing directly applied or 6-0A oc punins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Semi-rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 sirongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code! A WARNING - Vaftdesign parameters andREAD NOTES ON THIS ANDINCLUDED WTEK REFEIIANCE PAGEY67473 rev, 1493 0IS BEFORE USE Design vdkl lot rise only vAth Mlek®connectois. Ihhdesign Is based only upon paaneteis shown, and Is for anIndividual l>ukft component. nor a trues system. Before tee, the IxAdhnp designer must verily tho applicability of design praarnetea and properly Incorpaoto this design Into the ovoid" building design. Biacing Indicated Is toprevent bmirhng of hWlvldud truss web and/ot chord members only. Additional temporary and peninartent txachtq MiTek' 6always iegrbed for stability and to prevent collapse wllh possible personal InfW and property drmape. For general quittance regarding the fabrication, stoiage, delivery, ejection and bracing of tntsses and Inns systems, seeANSV1Pl1 Quality Criteria, DS6-89 and IICSI Building Component 6904 Parks East Blvd Safsry Information avdkible hom truss Rate hnstllule, 218 N. Lee Sheol. Stile 312 Alexa rift VA 22314. Tarnpa, FL 33610 o ress runs ype r h N I'mGirder T10546349 7BOo91 F04 I 1 t Job Reference (optional) Builders FirslSource. Tampa. Plane Coy. Florida 33566 o 1." 7.640 s Apt 19 2016 Mt1ek Industries. Inc. Wed Mar 01 1151 44 2017 Pape I ID:8Ls7p2vjcea4jB9DL55wDPz POS-MV56fOSMnSvmzRZvOW1?Cxw3UT2uAT_oq?Lz4hziJLT i 1.5x3 II 2 30 = 31.Sx3 II 30 = 3x4 = 3.3-0 Scale = 1:11.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 VBff(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL LOD BC 0.21 Ven(TL) -0.02 4.5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.15 HOrz(TL) 0.00 4 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 20lb FT = 200%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puffins, except BOT CHORD 2x4 SP No.2(flaf) end venicals. WEBS 2x4 SP No.3(tlaf) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=596/Mechanical, 5=596/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. SOT CHORD 4.5=0/425 WEBS 2-4=-59&0, 2-5=-598/0 NOTES- (6) 1) Refer to girder(s) for truss to truss connections. 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 3.1Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 317 lb down at 1.7.8 on top chord. The desigrVselection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 6) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plQ Van: 4-5= 10, 1-3=-270(F=-170) Concentrated Loads (Ib) Ven: 2=-317(F) A INARNWG - V4stfy dedpn pamnierers andREAD NOTES ON TM AND MICLUDED AMK REFERANCE PAGEAIII-7p3 rev. 16MIWIS BEFORE USE Design valid lot use orgy Win Mnekb connectors. thisdesign Itbased only upon paameters shown, and Is for an Individual bidding component nor a trim system. Before use. tho building designer must verify the alyl(lcabillty, of design paeameteis and properly Mapaate thh design Into the overall bJdng design. Bracing Itxilcoted Is to prevent buckling of kndukArd Inns web and/or chord members only. Addliorxi femporay and pesmalent fxocblg MOWhalwoystetgJtedtotstabWlyurwJfopreventcollapsewtlhposd)le persond bWy axi popedy damage. For general grnldarwce tegatlng the fabelcallom staage, delivery. etectlon once dacbq of theses and Inns systems, seeANSVTPI I Quality Ciliated, DSB-89 and SCSI BuBClreg Component 6904 Parks Ease Blvd. Saroly 1Normatlon avallatAo morn fn= Plate bnsetMe. 218 N Lee Street Suite 312. Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss Type ty ply TB0091 FOS Floor 1I 1 Job Relererce (optional) T10546350 Budden FustSource. Ta"Ve, Piam Coy. Florida 33566 7 640 s Apr 19 2016 kook Industries. Inc. Wed Mot 01 11:61 44 2017 Papa I ID:81s7p2vicca4jB9DL55wDPz POS-MV56tO5Mn8vmzRZvOWI?CxvJ3nT_EAUtoq?Lz4hziJLT 10 o-1-e I 2-6.0 1.7.12 1-3-0 1.5x3 II 30 = 1.Sx3 II Scale = 1:12.6 1 2 3 3x4 = 4 30 = 3x4 = 6-0.4 604 Plate Offsets ().Y)-- i2:0-1-8.Edoel,f3:0-1-8,Edae1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Ven(LL) 0.05 7-8 999 360 Mr20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.45 Ven(R) 0.07 7-8 932 240 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(rL) 0.00 5 We rl/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 35 lb FT = 2VI.F, 1 "SE LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(I1at) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 8=317/0.5-4, 5=317/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/0 BOT CHORD 7.8=0/289, 6-7=0/289, 5-6=0/289 WEBS 2-8=-335/0, 3.5=-434/0 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131* X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VoA/ydesl9n parameters and READ NOTES ON TUB AND INCLUDED UrrEK REFERANCE PAGE A07472 rev. 14MMIS BEFORE USE Design valid lot use only with Mnek8 connectors. this design is based only upon palamelets shown, and 5 lot an hrllvicktal bulding component. not a buss system. Belote Lae. the IxdclW designer must verity the aptxlCal711ty of design parameters and ixoperly hcoq otole thisdesign Into the overall building design. ®acing Inckaled Is to prevent bucking of IndNklual buss web and/or toad members only. Additional temporary and permanent txachg MOW IsalwaystegLLedtostabilityandtopreventcollapsewithpossiblepersonalInuryandproperlydamage. Fo genetal guldcme regcsdng the labribatlon shape. delNery. erection and btadng of times and toss systoma soeokNSVTPII Quality Criteria. DSO.89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate hstlMe. 218 N. lee Sfreel. Suite 312 Atexandda, VA 22314. Tango, FL 33610 Job Truss russ Iype ry ply 780091 F06 Floor Guclot t 1 Job Reference (optional) Tt054635t Budders F6stSoures. Tampa. Plant Coy, Flonda 33566 o-1-e H 1 1.10d , 6 5 3x4 11 t.Sx3 = t.Sx3 = 6x8 = 3x6 II 7.640 s Apr 19 2016 WiTek Industries. Inc. Wed Mar 01 11:51:45 2017 Page t ID:61s7p2vieca4iB9DL55wDPz POS-ghfUtk6?YS1dbb85ZDYEk8T7kiDLvrTx3f5Wd8z(JLS 200 4x6 11 3x6 11 4x6 11 2-0-0 011_= e - 1:22.4 3x6 11 4x6 11 1.Sx3 = 30 = 5x6 = 1.50 II 5x6 = 3x6 = 3x6 = 2.9-0 4.10.4 12.11.12 2-9-0 2.1.4 8-1-8 17 9 R Plate Offsets (),Y)-- 14:0.3-O.Edael,113:0-1.8,Edge). 117:0.1.8,0.0.91 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.94 Ven(LL) -0.15 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Ven(TL) -0.23 11-12 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.03 9 We rVa BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 90lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.l(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 2x4 SP No.1(Ilat) end venicals. WEBS 2x4 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib size) 9=972J0-3-8, 14=1011/0-5-4 FORCES. (lb) - Max. CompJMax. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1954/0, 3.4=-1954/0, 4.5=-2820/0, 5.6=-2820/0, 6.7=-1778/0 BOT CHORD 13-14=9/787, 12-13=0/1954, 11.12=0/1954, 10-1 l=0/2273, 9.10=0/1256 WEBS 7.9=-1526/0, 7.10=0/809, 6.10=-766/0, 6.11=0/674, 5.11_ 1232/0, 4.11=0/1328, 2-14=-1186/0, 2.13=0/1758, 3-13=-1170/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi-dgid 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 lastened to each truss With 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 596 lb down at 6-2.0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 9.14=-10, 1-8=-100 Concentrated Loads (Ib) Van: 5=-596(F) WARNING- Verify dedpn parantafam and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE ND7473 rev. I463MS BEFORE USE Design Wk1 for use only wlm MflekS connectors. this design is based orgy upon parameters shown, and Is for an Individual btAdhg component. riot a tries system. Before use. the btAdtng designer must verify the ofolca t111y of design p oarnoters and properly hCorporote this design Into the overall building design. ®oche Indicated is to pevenl budding of bldNlduri buss web, and/or chacl members only. Additional temporary and permanent bracing WOWIsalwaysrequbedlots$=Glty and to prevent collapse Win possible personal Injury and properly, darnage. fa general guidance rega ing the klbdMlon, slaoge. del". erection and bracing of Infuses and truss syslemx seeANSVM I Quality CAterlo, DS6-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from true Plate InnsUMe. 218 N. lee Sheet. Stile 31 Z Alexandria VA 22314. Tampa. FL 33610 Job I runs Truss Type ty T10546362 T80091 F07 Flow1 1 I.IbR.f.rence(optionalt Buddets Fins Source. Tamps. Plant Gay, Florida 33566 0. 1.8 H1 2-" 2 1 1. Sx3 II 1. 5x3 = 1. SX3 = 3x4 = 7 640a Apt 19 2016 b6Tek Indusines. Inc. Wed Mar 01 1151 45 2017Page 1 ID: 8ls7p2vjcca41B9DL55wDPZPOS-ghfUtk6?YS1dbb85ZDYEk8TB7tHzvtYlr3f5Wd8zfJLS 2.2. 12 OM e - 1: 22.4 1.Sx3 II 1.Sx3 II 1.5x3 II 3x4 = 1.5X3 = t t t i t 0 9 8 3x4 30 = 30 = 12.11. 12 12.11. 12 3x6 = 13 9 Plate Offsets ( XY)-- 18:0.1.8.Edael, 19:0-1-8.Edgel LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.65 Ven(LL) 0.18 7-8 853 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.67 Ven(TL) 0.29 7-8 521 240 BCLL 0. 0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a, BCDL 5. 0 Code FBC2014/rP12007 Matrix) Weight: 67 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flal) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/ size) 7=690/0.3.8, 10=697/0.5-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1421/0, 3-4=-1421/0, 4-5=-1421/0 BOT CHORD 9-10=0/952, 8-9=0/1421, 7-8=0/968 WEBS 2. 10=-1111/0, 2.9=0/622, 5.7=-1118/0, 5-8=0/608 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- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Veft design parameters and READ NOTESON THIS AND INCLUDED AMEXREFERANCE PAGE AOF7l73 mv. 1602MIS BEFORE USE Design valid lot use orgy with Mllek9 connectors 11Ys design Is lased only upon paiamelen shown and is lot an Individual building component not o miss system. Belote use, the btBdtlp dosignet must verity the applicability of design parameters and piopedy Incog»rote this design Into the overall btldng design. Brocir* Indcated Is to prevent bscldkV of Individual alas wet, and/or chord members only. Additional temporary and petmanent biocing M iTek' IsctwaysiecRbedlotstabilityandtopreventcollapsewithpossiblepersonalhnAeyandpioperlydamage. Fot general guidance iegadng the fabrication stoical. delivery, eiectlon and lxacbng or trusses and Inns systems. see-ANSVIPt1 CuaatyCrilrnb, DSB-89 and SCSI Bundling Component 6904 Parka East Blvd. Safety InfomwSon ovr0able from lass Rate hislltule. 218 N. lee Sfroet. Stlte 312, Alexadda VA 22314. Tampa. FL 33610 Job Truss Truss Type ' ty PlyJob 710546353 700091 F08 Floor f 1 Reference (optional) rasla0urce. IaFWa, rom wy, rlorma 3At6b 0.1.8 I I 2-6-0 1-3-0 1.Sx3 II 1.5x3 = 1.Sx3 = 7 540 S APt Ili 2016 NkI ek lada8111 1. INK. wed III Of 11:51 452017 1`19e 1 ID:fIIs7p2vjcca4jB9DL55wDPz_POS-gMUlk6?YS 1 dbb85ZDYEk8T801G Wvslx3f5Wd8zfJLS 2-0-4 2 0 1.6x3 11 1.Sx3 11 2-6-0 Scale = 1 28.5 I.Sx3 II IIt cx M - w w w 16.4.12 IA-0 Plate Offsets (X.Y)-- 111:0-1-8.Edgel.112:0-1-8,Edge] LOADING (psf) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Ven(LL) -0.22 10-11 >870 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 VBrt(TL) -0.32 10.11 >598 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 HOrz(fL) 0.04 9 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc puffins, except BOT CHORD 2x4 SP No.l(flal) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 9=888/Mechanical, 14=888/0.7.4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1656/0, 3.4=-2297/0, 4-5=-2297/0, 5-6=-2297/0, 6.7=-1680/0 BOT CHORD 13-14=0/1277, 12-13--0/2022, 11-12=0/2297, 10.11=0/2032, 9-10=0/1280 WEBS 7.9=-1494/0, 7-10=0/635, 6-10=-560/0, 6.11=0/529, 2.14=-1491/0, 2.13=0/601, 3.13=-581/0, 3-12=0/625, 4-12=-330/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with3-10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any panicular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verfty ded9n perawtae end READ NOTES ON TIM AND INCLUDED IWEN REFERANCE PAGE N67I73 rev. 1402WIS BEFORE USE Design valid for we only %Ath Muck® connectors. this design Is based only upon parameters Mown, and Is to an Indlvldral bukMng component, not Witusatrimsystem. Berm e, the Ixbding designer must verity the 4XAlc*Aly aofdesignpameters and properly IncoW"ale Ihlsdesign Into tho overall building desgn. Bracing Indicated Is to prevent budding of Individual truss web and/a chord members only. Additional temporary and permanent brac1rt0 MOWItalwaysrequiredforstabilityandtopreventcollapsewllhpossiblepelsonlInjuryaxlpopedydamage. For generalguidance regarding 8w fabrlicalbn storage, delivery. erection and bracIM of Inesand trim systems seeANSVTPI I Quality Criteald, DSB-89 GM BCSI Building Component 6904 Park, East Blvd. Safety Informallon available noon truss Plate trnultule. 218 N. Lee Street. Suite 312, AlexamdriaL VA 22314. Tampa. FL 33610 Job fuss Truss Type ty 1:09T1054635rT8009tFbor t t Job Reference (ooGonall Builders FoslSoutce, Ton", Plant City, Florida 33566 2.6-0 i I." 1.5x3 II 7.640 a Apt 19 Mill MiTek Industries. Inc. Wed Met 01 11:51:46 2017 Page I ID:8ts7p2vjcca41B9DL55wD Pz_POS-IuDs447d119UCki H7x3THM(J3HXKeJ BSIJg39azIJL R 1i1i2-6-0 1.50 11 1.5x3 11 16.1-8 2.6-0 Scale - 1:28.1 ISO II Plate Offsets (X Y)-- 111:0-1-8.Edge). 112:0.1-S.Edgel LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Veri(LL) -0.22 10-11 >888 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) -0.32 10.11 >602 240 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.05 9 We rUa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 83 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 puffins, except BOT CHORD 2x4 SP No.2(llat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. REACTIONS. (lb/size) 14=880/0-4-0, 9=880/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-1637/013-4=-2258/0, 4-5=-2258/0, 5-6=-2258/0, 6.7=-1659/0 BOT CHORD 13-14=0/1264, 12.13=0/1994, 11.12=0/2258, 10-11-0/2007, 9.10=0/1266 WEBS 2-14=-1476/0, 7-9=-1477/0, 7-10=0/625, 6-10=-552/0, 2.13=0/592, 3.13=-568/0, 3-12=0/605, 4-12=-327/0, 6- 11--0/510 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) ' Semi-dgid 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 [his component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNWG - V Mly design Parsnteran and READ NOTES ON TM AND INCLUDED AMEK REFERANCE PAGE A1117173 rev. 18MIMIS BEFORE USE Design vdld for use orgy with MOeW connectors. 111b1 design Is hosed only upon paaneten shown, a a Is for an IndMdual building ngcomponent, non a Onm system. Before use, the txLAng designer must verity the qVIMAIty of dessgn paaneters and piopedy Incorporate Ilth dosign Into the overall building design. ®acing trxOcaled Is to prevent buddhng of kdNltlrld it= web axf/ot chord members only. Additional lempaay and permanent bloczW WOW alwaysie"ed lox stability and to pievenl collopse wllh possible persond t>fuyad rxoperty tlanage. For general guidance regarding fine fatxballon, stoiage, delivery. erection and bracIrVoftames andmiss systems, seeANSI/bPll aualty Cdtedo. OSB-69 andSCSI Building Component690e Parke East Blvd. safety Information avalable horn truss Plate htsllMe. 218 N. lee Street. Srlle 312. Alexadria. VA 22314. Tarnpa. FL 33610 Job raas russ I ype ty ply T10546366 7B0091 1:10 FI= Girder 1 1 Job Reference (optional) ouPoen i-eSIJOurce. Pam". MITI a.rly. PID110a JJDOe 1.7.14 i 1.7.14 i-" 3x6 II 6xe = 3x6 II 6x8 II 1 2 3 4 r.wu a Rpl tv'LVlo Nurex mouslrrss. rrK. weo mar vl a a.ar+o Zu" reps a ID:8ls7p2vjcca4iB9DL55wDPz_POS-IuDs447dJ19UClOH7x3THMOLG HbAeBg51Jg39azIJLR 2.2-4 Scale - 1:27.5 6xe = 3x6 II 3x6 11 6xe II 3x6 II 5 19 6 7 e 20 9 Iem w ww w w w w ww.wiwwrwwwwwow U 7 III % .1 1 MAI1 iri \`I11 mveAM 4x6 = 3x6 FP= 5xB = 4x6 = FASTEN TRUSS TO BEARING FOR THE UPLIFT REACTION SHOWN WHILE PERMITTING NO UPWARD MOVEMENT OF THE BEARING. 5x6 = 1.513 11 1.5x3 11 5x6 = 5xe = LOADING (psi) TOLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.76 BC 0.74 W B 0.90 Matrix) DEFL. in Vert(LL) -0.11 Ven(TL) -0.17 HOrz(TL) 0.04 loc) Udell Ud 12 >999 360 12 >910 240 10 We rVa PLATES MT20 Weight: 109lb GRIP 244/190 FT=20%F,11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat)'Except' end verticals. 10-16: 2x4 SP M 31(Ilat) BOT CHORD Rigid ceiling directly applied or 1040 oc bracing, Except WEBS 2x4 SP No 3(flat) 6.0.0 oc bracing: 17-18,15-17. REACTIONS. (lb/size) 10=2310/Mechanical, 17=2726/3.8.0, 18=-612/3-8.0 Max Uphlil8= 834(LC 7) Max Grav 10=2311(LC 4), 17=2779(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=0/2313, 3-4=0/2313, 4-5=-1078/0, 5-19=-3127/0, 6-19=-3127/0, 6-7=-4238/0, 7.8=-3176/0 SOT CHORD 17.18=-1062/0, 16.17=-1030/235, 15.16_ 1030/235, 14-15=0/2085, 13.14=0/4238, 12-13=0/4238, 11.12=0/4238, 10-11=0/2107 WEBS 2-18=0/1401,2-17=-1651/0,4-15=0/1899,4-17=-2189/0, 5-15= 1869/0, 5-14=0/1616, 6-14=-1677/0,8-11=0/1656,8-10=3175/0,7-11=-1599/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 834 lb uplift at joint 18. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Iniss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead. Floor Uve (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 10-18=-10, 1-19=-100, 19-20=-544(F— 444), 9-20=-100 WARNING- VerNy deilgn peramotert endREAD NOTES ON INS AND INCLUDED WTEN REFERANCE PAGE M67473 rev. faMMIS BEFORE USE Design valid rot use orgy vAIA Mflek®conneclom 1nlsdes gn isbased only upon paametelS shaven, and b lot an Individual IxAdbng component, real a hag system. Before use. the IxAalrng designee must verify the cglp IlcalAlly of design pxaaneters and pop edy Inaapoeole, this design Into One overall balding design. Bracing Indtcaled Is topevenl buckling ofIndividual hues web and/or chard members orgy. Addlllaxl temporary and pemnalenl bracing Welk' Is airways regLed lot slctD9lty and to prevenl collapse with possible personal Inlaey and property damage. rq general guidance regarding Ito falvicatbrn storage, dellvery, erection and lxcx*V of pages axi nag system; seeANSVIPI I Cuailly Criteria. OSS-89 and SCSI Building Component 6904 Parke Ease Blvd. Safely Information ovalc"o bone Iraq Rate InstiMe. 210 N. Lee Sheet. Slle 312 Alexandria VA 22314. Tannpa. FL 33610 Job rus Truss Type y Ply 7B009 t Fit Floor 1 11 Job Reference (optional) Tt0546356 ounoets raslaoun:e. i anva, rani d ny. rrorrua aa000 i I.Sx3 II 5 2 30 = r WIVS API IV LV1e Mrrex InOUSVieS, tnt wee Mar Vl 11 bl Ir 2V11 rage1 ID:81s7p2vjcca4jB9DLSSwDPz_POS-m4nEH08F43HLqulTheaigZY1Nh56NsVEWzadhOzIJLO 3 1.Sx3 II 3x4 = 3x4 = 9 Stale = 1:11.3 LOADING (pst) SPACING- 2.0.0 CSI. DEFL. in (roc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.0D BC 0.12 Veri(rL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 We We BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 20 lb FT = 200%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SIP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 3-4-0 oC purlins, except BOT CHORD 20 SIP No.2(flat) end venicals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/slze) 4=17610-4-0, 5=17610.4.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (3) 1)'Semi-rigid pilchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 2) Recommend 2x6 sirongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Stiongbacks to be attached to walls at their outer ends or restrained by other means. 3) 'This manufactured product is designed as an Individual building component. The suitability and use 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 - VeA1y dadon panmeten andREAD NOTES ON THIS AND INCLUDED NrfEN REFERANCE PAGE NP7473 rev. 100"15 BEFORE USE Design valkf for use only with Milek/9 connectors. Ors design Is bawd only upon paameters Yawn. and Is fa an Individual ixfic*V component nor o hum system. Beigeuse. the Ixlldi ng designer mustverity the r;7lAcatalily ofdesign paanelersand propertyIncoitmate V& designIntothe oveicA Miring design. Rocky Indicated Is topievent bucMV of hx9viducl muss web add/otchord members only. Additional tempotary and permanent dating MiTek' Isalways tea>1Led let slctAlty and to prevent collapse wllh possM personal Itjtry and property damage. Foi general guidance regasdmng the latxlcatbn storage, delivery. erection and Lxacing of trusses and buss systems, seeANSVIN I Quality Criteria, DSB-89 and SCSI building Component 6904 Parke East BNd. Safely IMormahon avdlable horn bass Plate Institute, 218 N. Lee Sheet. Suite 312. AlexaWtm VA 22314. Tamps. FL 33610 o fuss russ ype y Tt0546357 TB009t 1:12 Floor 1 1 Job Reference (optional) o-1-e HI 2.6.0 1.19 20 II 20 = 2x4 = 4x6 = 4x6 = 1 2 3 25 r wvs cc cu o no, an, muanaa, ac, vw maiv rzwzocuv ra 1r ID:8157p2vjcca4jB9DL55wDPz_ S-INLFzWxrtJNHPMRR6ZsgESdUChewSjzFy2YxHgX J9Z 1-88-124 2x4 II 2x4 II 3(6 FP= 06 = 4 5 6 7 8 9 10 11 i 2.6-0 Sc81e = 1:43.0 06 = 2x4 II 12 13 24 23 22 21 20 19 to 17 16 15 14 3x6 = 46 = 4x6 = 3x12 MT18H FP = 4x6 = 4x6 = 3x6 = 2x4 SP = LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (lot) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Ven(LL) -0.49 18-19 >608 360 TCDL 10.0 Lumber DOL 1.00 BC 0.96 V@n(TL) -0.76 18-19 >389 240 BCLL 0.0 Rep Stress Incr YES WS 0.68 Horz(TL) 0.14 14 We n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.t(flat) *Except' TOP CHORD 9-13: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No. I(flat) 'Except' BOT CHORD 14-20: 2x4 SP SS(Ilat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1353/0.4.0, 24=1353/0.7.4 FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. TOP CHORD 2-3=-2815/0, 3-4=-4095/0, 4-5=-4937/0, 5.6_ 5371/0, 6-7=-5371/0, 7-8=-5371/0, 8-9=-4937/0, 9.10=-4937/0, 10-11=-4095/0, 11.12=-281510 BOT CHORD 23-24=W2047, 22.23=0/3552, 21-22=0/4622, 20-21=0/5230, 19-20--W5230, 18-19=0/5371, 17.18=0/5230, 16.17=0/4622, 15-16=0/3551, 14-15-0/2048 WEBS 2-24— 2389/0, 12-14=-2390/0, 12-15=0/1218, 11-15— 1170/0, 11.16=0/863, 10.16=-837/0, 10-17=0/501, 8-17=-520/0, 8-18=-243/641, 7.18=-334173, 2-23=0/1218, 3-23=-1170/0, 3-22=0/863, 4.22=-837/0,4-21=0/500, 5-21=-518/0, 5- 1 9=-242/641, 6.19=-335/72 PLATES GRIP MT20 244/190 MT18H 244/190 Weight: 131 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-0-3 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc blaang, Except: 2.2-0 oc bracing: 19.21. 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) The Fabrication Tolerance at joint 20 = I I% 5) 'Semi -rigid pitchbreaks with fixed heels' Member and 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.' WARNWO - Vadfy 41149n poemdml utd READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE AfA7473 rev. 1003MIS BEFORE USE Design valkt lot use only wltn Mnek0 connectors. 1111; design Is based only upon paameters snows. and Is lot anindividual txAdbng component not o hiessystem. Belote use. me building designee must verity the ar:111k:at111ty, of design paamelers and properly bncogDotale this design Into the overall blsldbng design. Btocing Indicated Is to prevent bucablg of Individual in= web and/a chord members only. AcUtkxnal temporary and permanent bxocttlg MOW IsalwaystetpLedlastabilityandtopreventcollapsewithpossiblepersonalk*ffy ax1 poperty damage. lot general gukfanco tegar9ng the labncalktn stotogo, detivesy. etectktn and boating of misses and tnrss systems seeANSI/1PI I Quality Criteria, DS11-89 and SCSI Bullding Component 6904 Parka East Blvd. Safety Informaton available born law Plate InsliMe, 218 N. Lee Sheet Suite 312 Atexandsla VA 22314. Tampa, FL 33610 russ ype tyT10546356ply TB0091 FJobIT: uss 3 Floor 1 1I Job Relerence (optional) Budder FaziSoutce. Tampa. Plant City. Fbtida 33566 a1 e 2.6-0 1.Sx3 II 1.5x3 = 1.5x3 = 3x4 = 7.640 a Apt 19 2016 MTek Industries. Inc. Wed Mat 01 11:51.48 2017 Page I ID: Sls7p2vicca41B9DL55wDPz_POS-FGKcVtBbNPCS2tgFM5xMm51v41H6FuOldJADSz1JLP 2-3.12 "-0 Scale a 1:20.2 1.5x3 II 1.5x3 II 30 = 1.5x3 II t t e e I If M 9 8 3x4 3x4 = 30 = Plate Offsets (X Y)-- 8:0.1-8,Edge],19:0-1-8,Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) 0.19 9-10 737 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Ven(TL) 0.34 9.10 407 240 BCLL 0.0 Rep Stress Incr YES WB 0.28 HOrz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 60lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=62910-7-4, 7=629/0-4-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1139/0, 3.4=-1139/0, 4.5=-1139/0 BOT CHORD 9-10=0/839, 8-9=0/1139, 7-8--0/846 WEBS 2-10=-979/0, 2-9=0/446, 5-7=-988/0, 5.8=0/564, 4-8=-339/0 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end ventcals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING - Verity daalgnpane mtersandREAD NOTES ON THIS AND6VCLUDED M7EK REFERANCE PAGE Mo-7473 rov. rOMWIS BEFORE USE Design valid lot use only vAth Mnekb connectors. Inlsdesign Is lamed only upon paametets shown and is foe anindividual LAA cli ng component, not wtobusssystem. Delete use. the IMLdlng designee must verily The alyxlcalA1lly of doslgn paaneteus and ptopedy IncoMotote this design Into the ovefall 1ltiding design. ®acing Indicated Is to prevent bucabg of IndNklu01 bunt web and/ot chord members only. Additional lempotary and petnwnenf txacbg MiTek' Is always tecrtLed fa skriWty and to prevent collapse with possible personal biuy and popedy damage. tot general guidance tegardirg dine kttxlcallm storage, delivery. etecibon and txocbg of muses and hugs systems, soeANSVn4I Quality Criteria, OS6.69 and SCSI building Component 6904 Potke East Blvd. Safety Intormtrilon avc&"e from bug Plate bnsllMe. 218 N. Lee Sheel. Sulle 312. Alexandria, VA 223)4. Tampa. FL 33610 Job runs truss type ty Ply Tt0546359 760091 HR01 Diagonal HipGbder 1 11 Job Reference (optional) ttumars "stbource, leaps. Plant t.Ay, hlOnea uubba r.bw a Apr 1V [vlb our ex rnumirrea, Inc. woo rv®r VI l l.al:w ev] r raga l ID:8ls7p2vlcca4l B9DL55wDPz_POS-FGKcVI8trNPCS2tgFM5xMm51T4GH6H9OldJADSzfJLP 1.5-0 6.2.11 _ 9.9.5 1.5-0 6.2-11 3-6.10 Scale 1,23.1 20 II JAD 3x6 = LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2.0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITPI2007 CSI. TC 0.58 BC 0.83 WB 0.17 Matrix-M) DEFL in VBn(LL) -0.17 Ven(TL) -0.51 Horz(TL) 0.01 poc) Udell L/d 5-8 >697 240 5-8 >229 180 5 We n/a PLATES GRIP MT20 244/190 Weight: 43lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4.11 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 SOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 2=380/0-8-2, 5=553 Mechanical Max Horz 2=217(LC 4) Max Uplift2=-109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1055/0, 2-3=-490/145 BOT CHORD 2.5=-293/444 WEBS 3-5=-479/351 NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=251t; Cat. 11; Exp B; End., GCPI=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 109 lb uplift at joint 2 and 253 lb uplift at Joint 5. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 8) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-2— 54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-to-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4=-132(F— 39, B-39), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING- VWW daargn paninWers and READ NOTES ON THIS AND INCLUDEOWTEK REFERANCE PAGE ND7473 rev. *41"ISBEFOREUSE DesW valid for use only vAth MnekS cornineclom filt deAp Is based only upon paanetets shown and is rot m hdNkAal IxAdbtg component. not a it= system. Befae use. the Ixddr p designer must verity the apolcasrllN of design ixaametots and ptolxxty hcorpotate M do9gn Info the ovetdl btAdbng design BracinghxOcated Is to pievenf buckbtgof hdlvldlxd hutsweb and/a chordmemlxttsonly. Additional temrmxM andpermanent Macbtg MiTek' Is always legrlted Sol stability axd to prevent colimse wllh possible petsorxf"and properly damage, r01 getteal guidance tegadrng aw kYxicatbn stotoge. delivery. election axd txaolrlg of tenses and hm systems. seeANSVVI I Quality Croatia. OSB-69 and SCSI 9ugav Component 6904 Parks East Blvd. Salary lWorma6on available earn bls Rate enstlhrle, 218 H. Lee Sheet. Sulle 312. Alexandria VA 22314. Tarlrpa. FL 33610 Job fuss ruse type ry ly T 10646360 780091 HR02 Diagonal Hip Guder 1 1 Job Reference (optional) ourloom r"mooun:e. iorrga, rmm Amy, rionaa xs*oo r.61u a Apr iv zuio war ex mausmes, inc. woo mar ui i i ai:4v zut i rage i ID:81s7p2vlcca4jB9DL55wDPz_POS-jTu?i59VbgX23CSso3dAv_euBUdOrkGX_H3kmvztJLO 1.54 7-1-4 9.9.5 1.5-0 7.1.4 2.8-0 20 11 3x6 = 3xB = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 TCDL 7.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 ' Rep Stress Incr NO WB 0.15 BCDL 10.0 Code FBC2014/fP12007 Matrix-M) DEFL. in (loc) Well Ud Ven(LL) -0.15 5-8 >771 240 Ven(fl-) -0.47 5-8 >247 180 Horz(fL) 0.01 5 rVa n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=387/0-10.15, 5=547/Mechanical Max Horz 2=143(LC 4) Max Upli112=-143(LC 4), 5=-212(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1025/29, 2-3=-592/225 BOT CHORD 2-5=-3121558 WEBS 3.5=-599/387 Scale - 1:21.0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% Structural wood sheathing directly applied or 5-5-9 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2 and 212 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Ven: 1-2-54 Trapezoidal Loads (pit) Veil: 2=40(F=27, B=27YIO-9=35(F=25, B=25), 9=-5(F=25, B=25)-10-4=-132(F— 39, B=-39), 6=0(F=10, B=10}to-5= 49(F=-14, B=-14) A WARNING. VMry design parameter andREAD NOTES ON THIS AND INCLUDED WTEK REfERANCE PAGE A07472 rev. taovralS BEFORE USE Desk;n Vdid lot use only wlm WeltOcotulectom thisdesignh basedoNr upon parametefs shown, and Isrot an hdlvididhdding component. nor e usohusssystem. Beroie. It* IxMdb g desfgnei must verily the apl)1kixn a1)lity ofdeskIn ameters arw Iroperty I ncoq)oiote this designInto the ovofau building cWgn. Beating Indcoted Is to Ixevenl bucaing or Individual thm web onct/a chord members only. Addlioncil temporary and permanent biacing MiTek' isdwaysiegWedlastabilityandtopreventcollapseWinpossbfepersonaltyuyandrxoperiydamage. For genetal Andante tegardtrV the latmIcallm storage, delivery, erection anct biocmg of Crimes and miss system seeANSI/TPI I Guatiry Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saray Information avdlc"e from him Rate InsilMe. 218 N. lee Sheol. Sine 31Z AlexarAkkx VA 22314. Tempo. FL 33610 Job Truss Ifuss I ype ty y Tt054636t 780091 HR03 Rool Special Girder 1 t Job Reference (optional) uwaoulcs, range, rr9..1 .y, rIVrW9 i 00 1.b4V S Apt I Ge1b MII ex Inoustrtes, inc. Woo Met el irbl 4v wit rage 1 ID:Sls7p2vlcca4jB9DL 55wDPz_POS-jTu?159VbgX23CSso3dAv_e_KUoNrmXX_H3kmvzlJ LO t-S-0 0.9-13 t-5-0 0-9.13 Scale = 1:6.8 2x4 = 0.9-13 0-9.13 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 VBn(TL) -0.00 2 >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 FBC2014/TPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.9-13 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=287/0.8.0, 4=5/Mechanical, 3=-162/Mechanicai Max Horz 2=39(LC 4) Max Upli112=-252(LC 4). 3=-162(LC 1) Max Grav2=287(LC 1), 4=9(LC 3), 3=150(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsh h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 ANSIITPI 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 nonconcurent 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 fall 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 252 lb uplift at joint 2 and 162 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.' WARNM - Vaft dodpn paremetete and READ NOTES ON TMIS AND XCLUDED WTEK REFERANCE PAGE N567473 rev. faftWIS BEFORE USE Deso vdld fa use only wlm Mllekf9connectors. ltlttdesignIsLasedonlyupon paametersshown, andIslotan YWNAdud lxAafig component. not o miss system. Before use. the IxOdng desl0nes must vedfy the gA)ftd)1Ify ofcic l aaxJ pametcrsplorxxgxr fy Incoaloftdesign Intorhooverdl txAdng design. BracingIrldcated Is to prevent bucldk>0 of kWNklud firmweb attUachord membersonly. Addllond temporary and pefmmertltxoclryMiTek' Is cfwc" regtbed la skilAly taxi to prevent collapse wllh possUe person l Infury a cl properly damage. Fv genesd gulcicnce regac&V One tcbrtcatbn staago, delivery, erection aid brescbtg of hussesaW trtsss systems, seoANSVMI Qurmly Cdtoft DS849 and 8CS1 Wilding Component 6904 Parke East Blvd. Safety Information trvolltble from trim Rate Institute. 218 N. lee Sheel. Suite 312. Alexadrdo. VA 22314. Tampa. FL 33610 Job rues Truss Type 0y ply 710646362 TS0091 HR04 Dugonal Hip Gudei 1 1 Job Reference (optional) tlusaerd FQstA"Oiiice. 1arips. Fiord Lay, I-mm Tm" I "V 6 Apo to 2Vla nalex inausiiies, Inc. woo Mai ut tt:On:Ou "Len r rape t ID:81s7p2vjcca41B9DL55wDPz POS-BISNwRA7M_tvhM12Mm8PRBA91u62aDngDxoHlLztJLN 1.5.0 D•9-13 1-5-0 0.9-13 Scale = 1:6.0 20 = Plate Offsets (x Y)— 12:0.1.12.0.1.01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Ven(LL) -0.00 2 rVr 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 VBn(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 HOIz(TL) 0.00 rVa rVa BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=282/0.9.13, 4=-152/0.9.13 Max Horz2=46(LC 4) Max Uplifl2=-262(LC 4), 4=-152(LC 1) Max Grav2=282(LC 1). 4=155(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-9.13 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (10) 1) Wind: ASCE 710; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft: Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 2.0-0 oc. 6) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 7) ' This thus has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 152 lb uplift at joint 4. 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.' Y WARNING - VedfydedonPsmmetwsandREADNOTES ON THISANDINCLUDED AMKREFERANCEPAGE01134473 nw. 1003MISSEFORE USE Deslgt valld too use orgy with Miletib connectors. W& design Isbased only upon parameters shown. and Is loi an kxSvkW Ixldbtg competent. not a buss system. Beroie nee. the Ixldnp design must verifythe Xxk:abllty ofdesign parameters and pooperly Incorpeote this design Into the oveodl building design. Doctng Indicated Is to prevent bucldfrt0 ofIndividual buss web and/ot chord membets only. Additional lempearV and r marent boocN MiTek' Is sways oegAed le stability and to revent collapse with possible personal Ini ry and fmoperty c"nage. tuff gettmal guldance regarding the klxtcolbn, stoioge. WNW. enectlon and bna0V of misses and buss systems seeMSI/Ml I Quality Criteria, OSS-69 am BCSI Bubdbv Component 6904 Parke East Blvd. Safety Irgormatlon avdlabde from mars Nate thsl1Me. 218 N. Leesheet. Stlle 312. Alexandria. VA22314. Tampa, FL 33610 Job I russ Irtss Iype ty 710546363 780091 Jot Jack•Open If 1 Job Reference (epbonal) Builders FsstSoutce, Torrpa. Plant Cay. Fbnda 33566 7 640 s Apr 19 2016 h0ek Industries. Inc. Wed Mar 01 1151 50 2017 Page 1 ID:Bls7p2vjcca4jB9DL55wDPz_POS-BiSNwRA7M_tvhM12Mm8PRBAB1u8XaDngDxoHILz1JLN 140 0:10.15 1-0-0 a10-1s 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib size) 3=-12/Mechanical, 2=123/0-6.0, 4=8/Mechanical Max Horz 2=39(LC 12) Max Upli113=-12(LC 1), 2=-59(LC 12) Max Grav3=12(LC 8), 2=123(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.9 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Struclural wood sheathing directly applied or 0.10-15 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=25fl; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the boltom 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 miss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint 3 and 59 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.' Y WARNING - VerrrydetlQnparameters endREADNOTES ON TNIS AND INCLUDEDAMK REFERANCEPAGEA07473rov. 10WIMS BEFOREUSE Design vdld for use only with MtlekO connectors. This design Is lased only upon Marnoters shown. and Is for an IndMdtkg building comfanenl. not 1ooabusssystem. Before t. the txScbV designer must verify the applkdBlly of design pace nefors and properly kncogmole fhb design Into the overall bt/di ng design. Bating Indicated is to prevent bur kWV or Individual buss web and/or chord members only. Additional temporary and permanent bracing WOWIsdwaysregaledforstb011yandtopreventcotia>pse wllh possible personal YnJuy and property damage. For general guidance tegadbng tiw fabrication storage, delivery, etection andbracingof busses and truss systems, seeANSI/1PII Quality Cdferlo. OSB-69 and SCSI BubdhVComponent 6904 Parke East Blvd. Safety Information amunatxe Dom Ines Rate hxtltute. 218 N. Lee sheet, 5tlle 312. Atexa ckla, VA 22314. Tarrps, FL 33610 Job I fuss truss type ty T105463W T60091 J02 Jack-Open1 t Job Reference bona ounaete t-n Nwrce, ia"pa, MAI LAY. I-IDtlde 73566 7 540 a Apt 19 2016 Wait InduB111e6. Inc. wed Met 01 11 51 50 2017 Peye 1 ID:Sls7p2vjcca4jB9DL55wDPz_POS•BISNwRA7M_lvhM 12MmBPRBABeu7TaDngDxoHlLzULN 100 2.10.15 10.0 2.10.15 2x4 = 2.10.15 Seale: 1'= V LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Veri(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 7.0 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(Q -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (IWsize) 3=54/Mechanical, 2=180/0-6-0, 4=26/Mechanicai Max Horz 2=82(LC 12) Max Uplilt3=-54(LC 12), 2=-60(LC 12) Max Grav3=54(LC 1), 2=180(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opst; h=251t; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3 and 60 lb uplift at Joint 2. 6)'Seml-rigid plichbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNING- 11e117y deslynpantn rare andREAD NOTES ON 190S AND INCLUDED AUrEK REFERANCE PAGE A07479 raw. 1003WIS BEFORE USE Design valid too tse only v th Mflek9 conneclom inls design Is dosed only upon paamelers shown. and Is to an indlvkkK9 Ixddl ng component. not abuss system. B dote use. It* btAdIng deslgneo must vedly the oiAA cablity of design paiametels and ploperly Incorpotate this design Into the ovelcll lidding design. eaci ng indicated Is to prevent bmidbng ofIMlvickjal toss web and/a chord membets only. Additional lempaay and "maneni txocbtg WOWIsalwaystetSltedlot0=1111y and to prevent collapse with possible personal Yin' and property damage. too general guidance tegmdklg the fatxlcatlon, stotage, dellvery, erection and brocbng of misses and moss systems, seoANSVTPI I Quality Cdtwb, DSB-99 and SCSI Bubdby Component 6904 Pouke East Blvd. Safety Information available bom him Plate Institute. 218 N. Lee Skeel. StAlo 312. Alexandda. VA 22314. Tampa. FL 33610 Job tas cuss type y PlyJob T10546365 T80091 IjO,3 Jsek•Open 1 1 Reverence (oDtionan auaaers "siboutce, taupe. rram Gay, monca 33bbe 7 640 s Apt 19 2016 ak7ak Industnes. Inc. Wed Met 01 11:51:51 2017 Page 1 ID:Sls7p2vjcca4lB9DL55wDPz_POS•ir017nB17lomJWcFwUte PIHTIOgJglgRbYqqnzfJLM 1.0-0 4.1a1s too 4-10-15 2x4 = 4-pats Scale - 1:17.1 LOADING (Ps') SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.07 2-4 823 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOfz(TL) 0.00 3 We rUa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=115/Mechanical, 2=247/0.6-0, 4=46/Mechanical Max Horz2=126(LC 12) Max Uplilt3=-106(LC 12), 2=-68(LC 12) Max Grav3=115(LC 1), 2=247(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc 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=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 68 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.' WARNINO - Vedly dedgn parormtsts and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M04473 rev. 10CIM16 SEFORE USE Design validlot useorgyvAth Mllek® connectors. IhlsdesignIsbasedonlyupon pcoatnetersshown. and Is tot an htllvldtal btddlnpcomponent. not a tltg system. Betote we, the IxAdng desig et musl verify the arVicattliy ofdesign paanefers and polxetly Incogotate this design Into the overall btrdng design. Bracing indicated Is to ptevenl budding of Individual truss web and/ot Chad mernbers only. Addtlorxf temporary and pamanani bracing Welk' It always regrhed la sfcdAity and to prevent coltarsse vAlh possible personal Into y and poperly danage. Fot genetd guidance tegndng Ste fal-Mcallo n, slotogo. delivery. erection and bracing of tnmes and Inca systems. seeANSVMI Qualy, Cdtarb. OSB-89 and SCSI Building Component 6904 Parke East BNd. Safety Inlotmallon available from trig Nate Institute. 218 N Lee Street. Stile 312. AlexaWAn VA 22314. Tamps. FL 33610 Job I fuss Truss Type ty TiOS46366 TS0091 J04 Jack -Open t 1 Job Reference (optional) Buddsrs FirclSourca. Tampa, Plant Goy. Fbada 33566 I_" 1 7-" 3x4 = 7-" 7-" 7.540 a Apt 19 2016 MH ex Industries. Inc. WOO Mal 01 11.51:51 2017 Pa9a 1 ID:81s7p2vjcca4iB9DL55wDPz_POS-Ir017r1B171or1U WcFwUte_PIDCIN6Jg 1gRbYgqnzIJLM Scale = 1:22.2 Plate Offsets (Y Y)-- 12:0.0-4.Edael LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Ven(LL) 0.10 2.4 814 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.50 Ven(TL) 0.25 2-4 321 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) 0.00 3 n/a 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=162/Mechanical, 2=321/0.6.0, 4=80/Mechanical Max Horz2=172(LC 12) Max Uplift3=-132(LC 12), 2=-80(LC 12) Max Grav3=162(LC 1), 2=321(LC 1), 4=123(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 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=2511; Cat. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterlor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will III between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of buss 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.' WARNING - Verfry design parameters and READ NOTES ON TM AND INCLUDED WTFK REFERANCE PAGE ND7473 rev. laWM/S BEFORE USE DeAp vcOd lot use only vAth Mllek0 connectors. Ift clesIM h based only upon parameters sttown. and Is lot at Wh4dual lxrldhtg component. nor a truss system. Before use. the IxDdnp designer must verify the R%fco Aly or de*p paameterss and properly Incogxxate this design Into the overall btlalrt0 design. Boeing htc8cated Is to reveni bMkWV of trtdauldud hue web and/a chord members only. Additional temporary atrl permatent biocht0 WOWIsalwaysieopLed #at stabill yarvJ to prevent collapse wllh peaM persorxi Yyuy axf property damage. For gerteul gtictotce tegacln0 the faixicalbn sloiage. delivery. eleclbn awl Ixacing of trusses and truss systems seeANSVTPI I Quality Cdtwlo, OSS-89 onto SCSI Bulldlng Component 6904 Parke East Sh d. Safety Information avaDable hom Iran Rote tr litute. 218 N. Lee Sheet. Stile 312. Alexatdtkl VA 22314. Tampa. FL 33610 Job I fuss Truss Type - y ply 710546367 TB0091 Jos JACK -OPEN t 1 Job Reference (optional) dusoers "sibource. Islips, rent Gary, h10rm 33566 7.640 s Apr 19 2016 Nktsk Industries, Inc wed Met 01 11 51,52 2017 Page 1 ID:8ls7p2vjcca41B9DL55wDPz_POS-72a7L7COubwdwlARUBAIWcGW aipZ27HzgFHOMEztJLL 1-0-0 1.10.16 1-0-0 1.10.15 2x4 = 1.10.15 Scats = 1:7.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in roc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.10.15 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=33/Mechanical, 2=142/0-8.0, 4=18/Mechanical Max Harz 2=47(LC 8) Max Upli113=-28(LC 12), 2=-87(LC 8) Max Grav3=33(LC 1), 2=142(LC 1), 4=37(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=4.2psh 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; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 Wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 28 lb uplift at joint 3 and 87 lb uplift at joint 2. 6) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . V#1W "Irparonstae andREAD NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE r1111.7473 rev. 1403MIS BEFORE USE Design valid lot use only Wlfh M1110 Pconnectors This designIs basedorgyupon parameters shown. andIs lotan MvlWrdbolding component. riot a truss system. Before use. the building designer must verity the C"AlcabIly of design paamelers and properly kncoq)orafo Wills de*pInto Ilte overall bul i ng design. Bracing frWlcated Is to prevent buckling at Individual hues web axi/a chord members only. Additional temporary and permanent bracing MOWIsalwaysrec}bed lot Mobility and to prevent collapse aA9n possible personal"ard property damage. Fa general gudcme regarding 9e fabrication storage. delivery. erection and biacbno of Insses and tram systems. seeANSVIPI I Quality Cdterlo, OSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety INormonon ovcllable from buss Rate bu9Me, 218N. lee Sheet. Sure 31Z AletranWxt. VA22314. Tarrga. FL 33610 Job I russ Truss Type ty T10546368 TB0091 J06 Jack -Open 1 1 Job Reference (optional) pumers "sl5ource, t arnp&. rwrn L'sy, hlorrda :ieb66 7 640 a Apt 19 2016 Kraft Indusuiaa. Inc. Wed Met 01 11:51 522017 Page 1 ID:BIs7p2vjcca4jB9DL55wDPz__POS-72a7L7COtbwdvAARUBAIW cGW 2ioO27HzgFHOMEzfJLL 1-0-0 2.10.15 1-0-0 2.10.15 r 2x4 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.01 2.4 999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 000 HOrz(TL) 0.00 3 We rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=49/Mechanical, 2=184/0-8-0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Upli113=-42(LC 12), 2=-108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1.9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsl; h=25fi; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide wNl 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 42 lb uplift at joint 3 and 108 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedly dedpn pararnetsra and READ NOTES ON THIS AND INCLUDED ARTEK REFERANCE PAGE A167473 rev. 1603101S BEFORE USE Design vaild lot trse only with Mllek®coveclom R* design Is based only upon pmaneters down. and Is lot an lydlNWal "ding component. rot a huss system. Below toe, the Ixlldng designer must vedfy the or11>1lcalAlry, of design pmometers and property, kncorixxoto 9nk design Into The overall building design. Booting Indcaled Is to Ixevenl bucldlrt0 of 9WNkW buss web andlot chord members only. Addlioror temporary and permanent btackv MiTek' is ciways tec"ed for slcMily mx110 ptevenl collapse wllh posse peisorKg knh+y antl propeny dmnage For gereul gtldmtce tegmdng tie latxleatbn, storage, delivery, election and t4ockV of trusses and Iruss systems. seeANSI/iW I Quality Cdtwb, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information ovallable horn lrtm Plate knstllule. 218 N. Lee Sheet, Stile 312, Alexandrkl. VA 22314. Tan", FL 33610 Job russ Truss Type ty Ply T80091 1107 Jack -Open 1 1 Job Reference (optional) T70546369 Butlders Frrslr0vrce. 1ampa, Plant Gtly, rlonda 33565 7,540 s Apt 19 2016 tAl ek rtndeStltes, Inc. wed Mar 01 11:51:52 2017 Page 1 ID:8Is7p2vjcca4IB9DL55wDPz_POS-72a7L7COtbwdwfARUBAtWcGTJimD27HzgFHOMEzIJLL 1-0-0 4.10-15 1-0-0 4.10.15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.02 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Verl(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. Qb/size) 3=111/Mechanicaf, 2=250/0.8.0, 4=45 Mechanical Max Horz 2=91(LC 8) Max Uplilt3=-88(LC 12), 2=-118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scate = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 4-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=2511; Cal. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurfent 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 miss to bearing plate capable of withstanding 88 lb uplift at joint 3 and 118 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.' WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1/1F7473 rev, MQ11,2015 BEFORE USE Design valid for use only with kNlek® connectors. Thisdesign is based only upon parameters stwwn, and fs fa an hndivid ual txldng component. not o Mors system. Before we. the Ixldng designer must verify the applicability of design p3ameters and popedy Incorpotafe link design into the overall building design. Biocing Indicated 11 to prevent buckling of Individual (russ web and/or chord members only. /Wdlllonol temporary andpermanent biacbng Welk' IsalwaysieMWed for stability andto prevent collapse wllhpossible petsond"andproperly damage For general guidance ieWdbg the Mricallm storage. delivery, etectlon and bracing of trusses and truss systems. seeAN51/rPl I Quality Criteria, D5B-89 and BCSI Building Component 6904 Perks East Blvd. Safely Information available from Teas Plate Institute. 218 N. Lee Street. Srlle 312, Alexanabla. VA 22314. Tarnpa. FL 33610 Job I russ truss type 0y Ply 710546370 TBOOBI JOB Jack -Open 1 1 Job Reference (optional) utid" B F&stbource. 1 &ripe. rrant tray, Marta& 3:1bob r.tVlu aAPI 111 [ula as rex rnoestrre&, rrtc. W&aMar ul 11 OI.bJzel r rase 1 ID:ft7p2vicca4iB9DL55wDPz_POS•bE8VYTCOfv2UYpldlvh63goZO52unaX7w1 xvgzlJLK 1-0-0 7-0-0 t-0-0 7-0-0 Scale: 3/4'= V 3x4 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) -0.08 2.4 >976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(rL) -0.23 2.4 >340 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 23lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=160/Mechanical, 2=324/0.8.0, 4=77/Mechanical Max Horz 2=121(LC 8) Max Upli113=-112(LC 12), 2=-135(LC 8) Max Gray 3=160(LC 1), 2=324(LC 1), 4=121(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=4.2psf; BCDL=6.Opst; h=251t; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135lb 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 • Verity dsetpn parrunetan andREADNOTESON TMSANDINCLUDED WTEKREFERANCE PAGEYI17473rev. IOWMISBEFOREUSE Design valid tot use only vAlh Iditek® connectom fit design Is lased only talon Marnetefs shown. arxJ is tot anIndividual btddbg component. nor a Inassystem. Before tare. theIxAdI ngdesigner mustvertfy, the ar3)Dcablilyofdesign paameters andI3ogedy Incogwrate BitsdesignInto theoverall taking design. Bracing Indicated Is to prevent buckling of Individual teas web and/or chord members orty. Additional temporary and permanent bracing M iTek' Is always tegu bed for stability and to prevent co0apse with possNe personal Noy and popery damage. For general guidance regading the labrlcatlotn storage, delivery, erection and dating of misses anal miss systems seeANSI/TPII Quality Criteria. DSB-89 and SCSI Buildtnp Component 6904 Parke East Blvd. Safety Information ava Ba le tom truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Torrpe. FL 33610 Job Truss truss type y T10546371 T60091 JOg Jack -Open 1 t J.IobR.Wence(opfional) uuuoers ransource. rasps, rrant uay. I-Wioa awes 1i 1 64u s Apr 1e ZV 1a ee r ex rnou rules, rnC woo Mar al 11.51:ba Zan I rags 1 ID:81s7p2vjcca4iB9DL55wDPz_POS-bEBVYTCOtv2UYpld 1vh63gog559LnZO7vv1xvgzfJLK o 0-8-0 1.0_0 NZ Scale = 1:7.1 3x4 = 20 II 0-8-0 0-8-0 Plate Offsets (XY)-- 12:0.0.0.0.1.41 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) 0.01 1 n/t 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.00 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 r/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0.8-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=331/0-8.0, 4=-253/0.8.0 Max Horz 2=23(LC 16) Max Uplift2=-208(LC 8), 4=-253(LC 1) Max Grav2=331(LC 1), 4=167(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-237/288 WEBS 3-4=-313/255 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.Opsi; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and lorces & MW FRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) - This truss has been designed lot a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 2 and 253 lb uplift at joint 4. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A& WARNING - Vaf/ydedonParsmefers andREADNOTESON THISANDINCLUDED AUTEKREFERANCEPAGEMD7173 rev. 1403MISBEFORE USE Design wild for use only Win MIlekb connectors. D* design Isbased only upon parameters shown, and Is tort on Individual building component not a truss system. Before Lae. the bullcing designer must verily the 4XJlcabliy of design parameters and property Incorpaote this design Info the overall building design. Bracing trickated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTelk' IsdWays segued lot stability and to prevent collapse wllh possble personal"and properly, damage. For genetal guidance iegcading the fabrication. storage, delivery, erection and bating of trusses and truss systems, seeANSVTPlI Quality Criteria, DSB-a9 and BCSI Building Component 6904 Parks East Blvd. Safety Information available from truss Plate Institute. 218 N. lee street Sulle 312. Alexandria VA 22314. Tarrpa, FL 33610 Job I fuss I rusts Iype oty Ply T10546372 T80091 J10 Jack -Open 1 1 Job Reference (optional) Buddem FuslSource, Tarrpe, Plant Coy. Florida 33566 7.640 a Apr 19 2016 KkTek Industries, Inc. Wad Mar 01 11:51:54 2017 Page 1 ID:8ls7p2vjcca4jB9DL55wDPz POS3OitdpDeODALAzKgbcCLcILmXVVaWOnG7ZmVR6zlJU 2-" 0-" Scale = 1:8.8 Sua = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.02 1 rVr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Vert(TL) 0.01 1 rVr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 4=-781/0-8-0, 2=913f0-8-0 Max Horz 2=48(LC 12) Max Uplift4=-781(LC 1). 2=-544(LC 12) Max Grav4=472(LC 12), 2=913(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-724/1021, 3-4=-1108l783 PLATES GRIP MT20 244/190 Weight 6 lb FT = 20% Structural wood sheathing directly applied or "-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10. Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 781 lb uplift at joint 4 and 544 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 budding designer per ANSI TPI 1 as referenced by the building code' WARNNG - Verlry dedon parameters andREAD NOTES ON TM AND INCLUDED AMK REFERANCE PAGE AI214I73 rev! 104113MIS BEFORE USE Design vdikl lot use only vAlh MIIek® connectors. This design Is based only upon parameters shown. and Is for an hdtvpdual building component not a tnm system. Before use, the building designer must verify the applicability of design rxaanoters and Ixopetly hcorpoiate This; design Into the overall brldht0 design. ®echo Indicated Is to prevent bucahg of Individual truss web and/or chord members only. Additional temporary and permanent txochg MOWIsalwayswaSbedtostabilityandtopreventcollapsewlmpoablepersonalIntuyandproperlydamage. For genetal gldcatce regarding the fdlricatbn storage. delivery, erection anal bracing of tames and inns systems, seeANSVIPII Qualify Crileft DSB-69 and 9CS1 Wilding Component 6904 Parke East Bkrd. Solely information avalgdile Dom Truss Rate Institute, 218 N. lee Street, SJte 312, Aleca Brim VA 22314. Tarn pa, FL 33610 Job Truss ruasype ty T 780091 ill JMk-Open t t t JobReference (optional) Buddem FirstSource. Tempe. Plant City. Florida 33566 7 640 a Apt 19 2016 WiTek Industries. Inc. Wed Mat 01 11 Si 54 2017 Page t ID: 8ls7p2v1cca41B9DL55wDPz_POS-301ulpDeODALAzKgbcCLc t LtdVVXWOnG7ZmVR6zIJU1- 0-0 0-0-01- 0-0O-0-0ADEOUATE 2x4 = SUPPORT REOUIRED LOADING ( psf) SPACING- 2-0-0 CSL DEFL. In loc) Vdell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.00 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ObIsize) 1=27/Mechanical, 2=87/0.6.0, 4=6 Mechanical Max Horz 2=33(LC 12) Max Uphill=-7(LC 12), 2=-30(LC 12) Max Gravl=27(LC 1), 2=87(LC 1). 4=12(LC 3) FORCES. ( lb) - Max CompJMax. Ten - All forces 250 (lb) or less except when shown. Scale = T8 8 PLATES GRIP MT20 244/190 Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.8-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind- ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft, Cat II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C lot members and forces 8 MW FRSfor reactions shown; Lumber DOL=1.60 plate gdp 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 miss to bearing plate capable of Withstanding 7 lb uplift at joint 1 and 30 lb uplift at joint 2. 6) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 7) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily design parameters and READNOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE M 7473 rev. iG&D320iS BEFORE USE DesW valid foruse only wltitMllekD connectors This designIs rased onlyuponpmametea "vim and Is lot an individualbxridkng component, not a buss system. Before use, the building designer must verify the al)pIlc billy of design paameters and property hcogaxale this design Into the overall balding design. Doci ng uxicated Is to txevent bucMklg of Individualsuss web ad/ot chord members only. Additional lemMary and permanenl Ixaeing M iTek' ItalwaysrequiredlotskbiM/ and to prevent collapse with possible personal hW dlnd property damage For genetdl gtldfatce iegadng the lab ricallm storage, delivery, erection and lxocbng of husses and Inns systems seeANSVTPII Quality Criteria, DSB-89 and SCSI Sutiding Component 6904 Parke East Blvd. Safety Information avdlable aom Truss Plate Ir11tIMe. 218 N Lee Street. Suite 312. Alexardrkl VA 22314. Tampa. FL 33610 Job Truss Truss Type y T10546374 7BOO91 ROl Hall Hip Grder 1 1 Job Reference (optional) oud" a Fas1boutee. Iampa, Plant Udy. Florida 33b66 fAAV 6 XPr IV [ 10 Mil OR taGVWree, m0 WOO 1 1 V1 I DE" 4-f re90 I ID:BIs7p2vjcca41B9DL55wDPz PDS-30itdpDeODALAzKgbcCLclLIxVNOWyoG7ZmVR6zfJLJ 1-0-0 7-0-0 2.108 ' 4x6 = 2x4 11 Seale = 1:20.7 3x4 = 3x6 = 7-0-0 9-10.8 t 7-" 2-10.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.06 2.6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.15 2-6 764 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horr(rL) 0.02 5 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 43lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 5=885/Mechanical, 2=607/0-8.0 Max Horz 2=123(LC 4) Max Uplifl5=-328(LC 4), 2=-240(LC 4) Max Grav5=960(LC 18), 2=607(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1071/292 BOT CHORD 2.6=-315/953, 5-6=-308/903 WEBS 3-6=-115/614, 3.5=-1170/400 Structural wood sheathing directly applied or 4-6-12 oc puffins, except end vemcals. 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=4.2psl; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and fight exposed: Lumber DOL=1 60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328lb uplift at joint 5 and 240 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 184 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B) 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-4=120(1`_ 66),2-6= 20, 5-6=-44(F=-24) Concentrated Loads (lb) Vert: 6=-475(F) WARNING - VeHy dsctgnparameters &ad READ NOTES ON THIS AND INCLUDED WTEN REFERANCE PAGE Att}7473 rsv, 140:3MIS BEFORE USE Design valld lot use only with MBekO connectors This design 6 Uased only upon paanelers sown, and 6 lot an indIvI ual LiAding component. not a busssystem. Below use. to IrDdng clesitim must vedlyThe af?IllcalAlly, ofdesign lx11ameters andpopery Incolxxate thisdesignInto theoverall building design. Bracing Indicated I1 to budding of Individual truss web and/or cord members only Additional tempotay, and permanent txactng MiTek' prevent is a ways teCRLed for stabOhy and to prevent collapse wtlh possible personal Wu ry and popery danage. Tot genetal guidance iegadng the IalxicatlaL stota0e, delivery. erection and txactrng of Misses and truss systems, seeANSViPII Quality Criteria, DSB-69 and SCSI Building Component 6904 Parks East Blvd Safety ImtotmaBon ovaltable norn Truss Rate institute. 218 N. Lee sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T10546375 T8009t ROQ Had Hrp t t Job Relererce (optional) tsusasm hestbourca, tampa, ront u ay. ranas :ssbbb r.b+a a np, ,v zv,b nvr ex maus,nes. inc. woo r u, ,,:*A 0r raga , ID:81s7p2vfcca4iB9DLSSwDPz_POS-XCGGz9EGSWICn7vO9Kia8FtvavgwFRpOMDW2z2zIJL1 t-00 633 9-0-0 9-t0-8 1-0-0 6-3-3 2.8.13 0.10.8 Scale = 1:22.0 30 = 2x4 II 3x6 = 3x8 = 9-0-0 f1.10.8 9.0.o a1o Plate Offsets (Y Y)-- 14:0.2.0.0.2-131 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.23 2-6 490 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(TL) 0.59 2-6 190 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(fL) 0.01 6 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SOT CHORD REACTIONS. (lb/size) 6=343/Mechanical, 2=425/0-8.0 Max Horz2=152(LC 8) Max Uplift6=-128(LC 8), 2=-162(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/212 SOT CHORD 2.6=-304/383 WEBS 3-6=-406/355 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=IOBmph; TCDL=4.2psi; BCDL=6.Opst; h=25fh Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi 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 tit between the bottom chord and any other members. 5) Refer to glider(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at Joint 6 and 162 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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNING - 104ft desffin paranwtats and READ NOTES ON TM AND INCLUDED LWEK REFERANCE PAGE rl@7473 rov 14119 IS BEFORE USE Design valkl lot use only Win Mltek& connectors, thisde&V n Iftxssed only t4xxn paameters shown. and Is for an Itdlviclu dUAding component, trot a snort system. Before use. Ina lxdldbV designer must verity the ar)pftaIAiy of deskin paameters and Ixopetly Incop"ote thisdesign Into the overall buldng design. Bracing Indkated Is toprevent buckrhlg of Individual trussweb a d/ot chordmembersonly. Adclilbrxl lempaarya cl rArmanent Ixoc*V WOWItalwaysreclulfedforslabalty, avcl to prevent co9apse Win possIrAe personal May and properly damage. For general gudclance tegading aw falxlcalkxL storage. delivery, erection and bacing of mosses axl truss systems. seeANSVIPI I Quality Crltwic. DS11-0 and &CSI &ullding Component 6904 Perks Eost Blvd Safety information avalable mom truss Plate insllMe. 218 N. Lee Sheet. SJIe 312. Alexandria VA 22314. Tempo. FL 33610 Job russ Icuss I ype ay ply 710546376 TS0091 R03 MonopacA t I t Job Reference Donal tlueasra 1-n1bource. 1 erlpe, rrent Gay. FIDnca 33566 r.e+e s Apr IV ZVI6 m t ex rnoustrras. rnC. WOO Mar el I I:S1:bb Ze1 r ra9s 1 ID:8ls7p2vjcca4jB9DL55wDPz POS•XcGGz9EGSWICn7v09Kja8FtvZvguFRnOMDW2zZziJL1 1-0-0 6.33 9.10-8 t-0-0 6.3-3 3.7.5 20 11 3x6 = US = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.23 2.5 489 240 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(TL) 0.59 2-5 190 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 5 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) 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=343/Mechanical, 2=425/0-8-0 Max Harz 2=162(LC 8) Max Uplilt5=-134(LC 12), 2= 159(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All lorces 250 (lb) or less except when shown. TOP CHORD 2-3=-438/198 BOT CHORD 2.5=-305/384 WEBS 3-5=-410/359 Scale = 1:22.2 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purllns, 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=4.2psf; BCDL=6.Opsi; h=25f1; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 5 and 159 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 to iss. 7)'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNNG - Vedy dedpn parameters andREAD NOTES ON TM AND AVCLUDED WTEK REFERANCE PAGE M067473 rev. 1d01001S BEFORE USE Design valkf lot use only vAlh Milek® con neclom this design is based orgy upon parameters shown, a d Is too an YWMdute building component not usabusssystem. Before e. the IxAdhg designer must verify the apyxkaltlily of design paanelers and property Incorpaate thk design into the overall Hiding design. Racing Indicated Is to prevent tar MV of iWMdual hIm web and/or chord members only. Additional lempaay and permanent dating WOWkcowaysregrbedforsk3WfyaWtopreventcohgzewithposdUepersorxltnitayandpoperyctanageragenetalguidancetegrchIgthe krixicallon. storage, delivery, erection and bracing of busses and truss systems, seeALNSI/1PI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Perks East Blvd. safely Information avck"e Rom inm Rate inshtule, 218 N. Lee Sheet. Suite 312. Alexaxfda. VA 22314. Terrga. FL 33610 Job I russ truss type 0ry Ply T10546377 T80091 R04 ROOF SPECIAL t 1 Job Reference (optional) cumers rrrswoume. rarrpa. ream Gay, monaa : mt b 7 640 a Apr 19 2016 00I ark rndustnes. InC. wad Mar 01 11:51:56 2017 Page 1 ID:BIs7p2vjcca4jB9DL55wDPz POS-OppeAVFuyg03PHUCj1FphS07XJ_rLlvZbtFbW?zIJLH 14-0 , 7-" 11-0-0 15-0-0 22-" 7-0-0 4-0-0 4-04) 7-" Scale = 1:40.4 4x6 = 30 = - - 3x4 = 3x8 = 3xe = 1 7-" 11-0-0 1 15-0-0 1 22-0-0 7-0-0 A-" a-0-0 741.A Plate Offsets (Y Y)-- 12:Edge,0-0-81.13:0.4-5,0.1-111,17:0-4-5,0-1-111,18:0-0-0.0-D-81.110:0.1-12.0-3-8L 12:0.1-12,0-3-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.24 10.11 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(rL) 0.66 10-11 390 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(rL) 0.56 8 rVa rlla BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 112 lb FT = 200% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No.2'Except' 12-13,9-10: 2x4 SP No.3, 3-7: 2x4 SP No 1 WEBS 2x4 SP N0.3 REACTIONS. (lb/size) 8=887/0.8-0, 2=964/0.8-0 Max Horz2=120(LC 16) Max Uplilt8=-88(LC 13), 2=-129(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9.10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1492/325, 3.4=-4020/536, 4.14=-1933/193, 5-14=-1822/247, 5.15=-1822/247, 6-15-1933/193,6-7=-4036/547, 7-8=-1492/333 BOT CHORD 2-13=-208/1243, 12.13=-220/1494, 3-12=-328/3513, 11.12=-325/3563, 10.11=-334/3577, 7-10=-336/3525, 9-10=-233/1512, 8.9=-218/1257 WEBS 3-13=-1857/328, 5.11=-171/1251, 7.9- 1876/341, 4-11- 1932J382, 4-12=-142/1299, 6-11=-1946/392, 6.10=-151/1313 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18: MW FRS (envelope) gable end zone and C-C Exterfor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown: Lumber DOL=1.60 plate gnp DOL=1.60 3) 200.01b AC unit load placed on the top chord, 11.0.0 from left end, supported at two points, 2-0-0 apan. 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 20.0psl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 88 lb uplift at joint 8 and 129 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 panicular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • VeAIy des/pnpamnetsm and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A/117479 rev. 1092MIS BEFORE USE Design validfor useonly with MRekO connectors. IhtsdesignIslasedonlyupon paeaneters shown, and Is lot an IndividualtxddbV component, not a hus system. Belote use. the 1x1d11g designee must verily the cvrxlcdAlly of design parameters and popedy Incotpotate Bnk design Into the overall building design. ®ocing Indicated Is to pevent bucWV of IndMdual Bus web and/ot chord members only. Additional temporary and permanent brochg WOWIsalwaysiequkeddoestabilityandtopeventcollapsewIthpossiblepersonalMayaxlpopertydanage. rOr genetal guklance regrading the latxla11lon, slotage. delivery. erection and bracing of tnraes awl Ines systems, sooANStMI I Cuailly Cdteft DSB-89 am SCSI Building Component 6904 Parks East Blvd. Safely Information avallatAe Dom truss Plate DnslMe, 218 N. Lee Steel, SJIe 312. Alexandria. VA22314. Tamps. FL 33610 Job Truss Truss Type h N 1054637T6 TB0091 ROS Common 1 t Job Reference (optional) auaaers rasrxurce, r on", rmm Lay, rnonae :k7a66 7.640 s Apr 19 2016 h6lek IndUSll,ee, Inn Wed Mar Ot 11:51:57 2017 Page 1 ID:8ls7p2vieca41B9DL55wDPz_POS-U?NOOgFW18Yw1 R3OGkm2DgzF61KAiJ3rgX?92RzfJLG 1-0-0 , 7.8.9 I f -" 14.3.7 22-0-0 , 23-0-0 , 7-8 3 3 7 3.3.7 7-0.9 1-0-0 Scale = 1 40.7 4x6 = 4x6 = - 4x6 = 6x8 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Ven(LL) 0.22 2-8 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.84 Ven(TL) 0.60 2-8 429 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.29 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right- 2x4 SP No.3 REACTIONS. (lb/size) 2=861/0-8-0, 6=861/0.8-0 Max Harz 2=115(LC 16) Max Upllft2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1202/483, 3-4=-9451430, 4-5=-945/430, 5.6=-1202/483 BOT CHORD 2.8=-296/981, 6.8=-299/981 WEBS 4-8=-34Of749, 5-8= 324/299, 3-8_-324P299 PLATES GRIP MT20 244/190 Weight: 97 lb Fr = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psi; BCDL=6.0psf; h=2511; Cal. 11; Exp B, Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 228lb uplift at joint 2 and 228lb uplift at joint 6. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this buss. 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 design panmsters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE N67473 rev. 1602MIS BEFORE USE Design vaiki for use only vAlh mnek®conneclom This design I based oNy trlrrn parameters shown, and Is for an Indlvldvy bukMtg component not a hras system. Before use, the building designer must verily the apptlkdtlliy of design parameters and properly lincorpaate this design Into the overall buildingdesign ®achg indicated Is toprevent buddingofIndividual bussweb and/orchard members only. Additional temporaryandpermanent brachtg M!Tek' Iahvays ie"ed for strbnily and toprevent conapse with possible personal henryandpropertydamage. Foe generalgild nce iegardW me fabrication storage, delivery. enecllon and tracing of tnnses and inns systems seeANSIMII Quality CrlNrlo, OSS-69 and SCSI Building Component 6904 Parke rest Blvd. Safely Information available from truss Rate hsOtule, 218 N. Lee Street. SJIe 312. Alexandria VA 22314. Tampa. FL 33610 Job runs Truss Type ty plyJob T1054637D 760091 R06 GABLE t t1 Reference (optional) Buaders Fkstsource. Tanga. Plant City. Honda 33566 7.540 6 Apr 19 2016 hwek rndustnes, inc. wed Met 01 11:51:50 2017 Page 1 ID:Sls7p2vicca4iB9DL55wDPz POS-yBxObAG9URgnebebgSHHmIVPS6g9SkZs2BkiatztJLF t-0-0 7.8-9 I1-0-0 14-3.7 22-" 23-0-0 7-8-93.37 3.3.7 7.8.9 1-0-0 Scale = 1:40.7 4x6 = 3 Ito ld 3x4 = `- 30 = US = 11.0-0 22-0-0 11.0-0 11-0-0 Plate Offsets (Y Y)— 19:0-0-0.0-0-01,110:0-0-0,0-0-OI,111:0-0-0,0.0-01,117:0.4-0,0.3-01,124:0-0-0,0-0-01,126:0.0.0,0.0.01.126:0.0.0,0.0-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Ven(LL) 0.11 19-20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.86 Ven(TL) 0 32 19-20 >801 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.40 Horz(TL) 0.08 12 n/a rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 132Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 WEDGE Lell: 2x4 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/size) 2=1411/0-8-0, 12=1411/0.8.0 Max Harz 2=115(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2079/0, 3-4=-1912/0, 4-5=-1883/0, 5-6=-1680/0, 6-7=-1493/0, 7-8=-1493/0, 8-9=-1680/0, 9-10=-1883/0, 10-11=•1912/0, 11-12-2079/0 BOT CHORD 2-20=0/1673, 19-20=0/1673, 18.19=0/1673, 17.18=0/1673, 16.17=0/1673, 15.16=0/1673, 14-15=9/1673, 12-14=0/1673 WEBS 8-17-698/0, 7-17=0/1043, 6-17=-699/0, 5-18=01299, 9-l6=0/299 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.Opst; h=251t; Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end Iixily model was used In the analysis and design of this truss. 9) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-27-54, 7-27— 104(F-50), 7.28— 104(F=-50), 13.28=-54, 2.12= 20 WARNING - V*dly dedgn parameters and READ NOTES ON THIS AND INCLUDED MmFX REFERANCE PAGE ri12167473 raw. 140MOIS BEFORE USE Design valkl rot use only wlm Mleltl9connectors. finisdesipnE basedorgyupon p aiamelersdown, and Is for an Individual "ding component. not o hm rAlem. Belote use. Ilse lxlc&* deslrnel must verify the r»4AIcal:A1Nofdesignpaaneters and property, Wogorate ink designIntoIto ovorallbuilding design ®acing h cDcaled Is to prevenl buc109ng of IWMdualtruss web and/ot chord menribm only. Addlional tempoay c W pxlrrnanent tAocbng MOW ItalwaysieWted" skbbity and to prevent collapse with possble petsonrf it*" arW poperty damage. rp general gulkla nee tegadhny me klurkatlorx stooge, dellvery. etectlon and bracng of Intsses and last systems. seeANSViPI I Ctwbly Criteria, DS111419 and ICSI bundling Component 004 Parke East Blvd Safety Intomalon ava9at3le, norm tram Plate IuIIMe. 218 N. lee street. Sulto 312, Alexandtkt VA 22314. Ten". FL 33610 Job russ ype ry Ply T10546380 TB0091 1'.0-7. Monopitch 1 1 Job Reference(optional) Budders FirstSource, Tampa, Plant City. Fonda 33566 7 640 a Apr 19 2016 M -Tek Indusbtes. Inc. Wed Mat 01 1151 58 2017 Page 1 ID:8ls7p2vjcca4tB9DL55wDPz POS-yBxObAG9URgnebebgSHHmtVSe6pll,Sgms2BkratzfJLF 7.10.8 7.10.8 Scale = 1: IS 7 3x4 11 2x4 11 1.0.8 0=148 6.8.8 LOADING (psi) SPACING- 2-0-0 CSI. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) -0.05 34 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 VBn(TL) -0.13 3-4 >629 180 BCLL 00 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 n/a r1/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 28 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=213/Mechanical, 4=359/0-3-0 Max Horz4=114(LC 12) Max Uplift3=-85(LC 12), 4=-124(LC 8) 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=4.2psl; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85lb uplift at joint 3 and 124 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.' A WARNING- Verily designpatemetere andREAD NOTES ON THIS ANDINCLUDED NIrEN REFERANCE PAGEA194473 rev. 1r141 QMS BEFORE USE Design vaikl for use only with MnekS conneclois thisdesign is based only upon parameters srwwn, and Is rot an individual btdc ing component, not d buss system. Belote use. the Itillding designer must vedty the o13 11cd111N of design parameters and property incogtoiote this design tnlo the oveiall bliaiig design. Bracing Indicated Is to pievent buddingor Individual him weband/oi chordmembers only. Additional temporaryandpermanent btacbg MiTek' Is aiways reapLed lot stcMlty and to prevent collMse vAlh pos011e peisonai itfuy and pioperty damage fa genetaigukknce tegadrg the rdlricatbn, slotape, delivery, erection and btacbg of trusses cM inm systems seeANSVIPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety InfamaBon available from trim Plate InstlMe, 218 N. Lee Sheet Saile 312, Alexandda. VA 22314. Tampa. FL 33610 Job Fuss russ type ty T10546381 T80091 ROB MonopneA 1 t Job Reference (optional) Buddars FiratSourcs, Tefltps. Plant City. Florida 33566 7.640 a Apt 19 2016 kbTek Indusuas. Inc. We Mat Ot 11:51.59 2017 Papa t ID:8ls7p2vjcca4jB9DL55wDPz_POS-AOVnPW HnFloeGkDn09oWJ52d8W 6pBH0?HrUF6KzfJLE 1-0-0 7.10.8 1-0 0 7.10-8 Scale a 1:18 7 3x4 II 1.0.8 0! Ve 6.8 8 - LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Ven(LL) -0.05 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.32 Ven( L) -0.12 4.5 >645 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 29 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=208/Mechanical, 5=418/0-3-0 Max Horz 5=133(LC 8) Max Uplllt4=-83(LC 12), 5=-178(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 Wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of Withstanding 83lb uplift at joint 4 and 178lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' A WARNWO - Verity dedgnAwarnetant and READ NOTES ON T70S AND INCLUDED WTEK REFERANCE PAGE itfD7473 ran. 16=W7S BEFORE USE Design valkl fa use only vAfh N lek® connectors. ft design S based orgy upon paaneters shown. and Is lot an Individual "dtrg component, not o htas system. Befoto use, the IxBdnp dosigr3r must verily the aq)rAlco 7 ilty of deslgt Ixxaneters and Ixopedy Incogwrate thk design Into the overall bldtg deslgt. lkockV Indicated Is to prevent bucldI gof Individual it= web and/or chord members orgy. Additional lempotay and permanent txocing MiTek' Isalways teatilted to sk"Ity and to reveni collapse with possible petsonri Inpry and Ixoperly, damage. Fos generai gtldance tegaaalrg the fabrication skaage, delivery, eieceon and txaclg of hisses and Dus systems, seeANSI/TPI I Dually Cdteft DS11-89 attd SCSI SuSdbng Component 6904 Parke East Blvd. Safety Information avdktAe Dom trim Plate Institute. 218 N. Lee Skeet. Sulle 317. Alexan[Ma, VA 22314. Tanya, FL 33610 Job rLISS russ ype ry ply Tt0546382 TSM91 R09 Hall Hrp 1 1 Job Reference (optional) aultlters ras»owco. t ears. rmm i,ay. rtorga ;7sboo """ a Apt 1v Zalb eul ea inousmes, inc. woo Milt el ll.bl:bv Zel i rage 1 ID:BIs7p2vjcca4jB9DL55wDPz_POS-OOVnpWHnFloeGkOn09oWJ52ewWSYBH0?HrUF6KziJLE 1.0.0 7-0-0 7.10.8 1-0-0 7-0-0 0.10 8 Scale = 1:17.8 3x4 II 2x4 II I 17-" n11A1- 0120 S- 10.0 Plate Offsets (Y Y)-- 12:0.1-10,Edgel LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.02 7-8 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(rL) 0.06 7-8 999 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.00 HOrz(TL) 0.00 6 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 30 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pullins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 6=503/Mechanical, 8=428/0.3.0 Max Horz 8=161(LC 12) Max Uplilt6=-170(LC 12), 8=-188(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5.6=-438/186 NOTES- ( 10) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsi; h=251C Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) -1-0-0 to 7.8.12 zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will III 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 170 lb uplift at joint6 and 188 lb uplift at joint 8. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end Ilxity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 387 lb down and 172 lb up at 7.3.0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) * This manufactured product is designed as an Individual building component. The sultabtlity and use 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=-54, 4.5=-54, 6-9=-20 Concentrated Loads (Ib) Veil: 12=-305 WARNWG . Va fy dedgnpnametetsand READ NOTES ON TM AND INCLUDED WTEK REfERANCE PAGE A&7473 mv. 1003MS BEFORE USE Design valid lot use orgy with Mlekb connectom flits desW b used only upon paaneters sixmix and Is lot an Individual txdld1no component, not a truss system. Belau use. the Ixlld6X1 designee must vedfy Ono applicabllly of doskin paameters and rxopetty hcogxxote this dmtgn Into tiro ovetdl btJdhg design. Racing Indicated Is to rxeveni bucWV of Individual truss web and/or chord members only Additional lernWay and permanent txoch0 MiTek' lsalwaystecftbedfarskgAilyandtopievenlcollgxewithpossMopersora"oral pnoperfy danage For genetaigtldance iegadbng the Mricatlon. slotoge, delivery. etecllon and bracing oftrusses awl tnts systemssoeANSVTPI IQuality Cdterlo, DSB-99 and BCSI Building Component 6904 ParkeEast Blvd. Salay information available mom Bras Rate trullMe. 218 N. Lee Sneel. Stlte 312. Alexandria. VA 22314. Tamps. FL 33610 Job Truss russ Iype 0y Ply 710546383 TBO Og1 R10 Hip Girder 1 rs2 Job Reference (optional) tsuhaers "smource. 1arlga, rram urry, hpnaa JJbae r.Wrt1 a Apr lY 201E "IOR Inausrrres. me wear afar vi 11:bz:uu "Let r rage 1 ID:BIs7p2vjcca4jB9DL55wDPz_PGS-ua39OslPO3wVuuozylJlrlbtywMuwav9W UDplmzfJLD 1-0 7-0-0 13.5.2 20-0-0 264i•14 33-" 40-0-0 1 04 7-0-0 6-5.2 6610 64i•14 6.5.2 7-0-0 1-04 Sx6 = 6.00 12 3x4 = 2x4 II 3x6 = 30 = 5 6 7 85x6 Scale - 1 70.7 to 14 3x6 = 17 t6 15 14 13 12 11 3x6 = 2x4 II 4x6 = 3x8 = 3x8 = 2x4 II 3x8 = 4x6 = 7-0-0 135.2 20-0.0 26ai•14 33-0-0 40-0-0 7-0-0 6S2 6-&td 6.6.14 6-5-2 7-0-n Plate Offsets (Y Y)-- 13:0.3.0.0.2-01.18:0-3-0.0-2-01.113:0.3-8.0-1-81.115:0-3-8.0-1-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ven(LL) 0.49 14 >972 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Ven(Q -0.92 14-15 >517 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.24 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 383 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2'Except* 3-6,6-8: 2x4 SP M 31 SOT CHORD 2x4 SP No.2 'Except' 12-16. 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-6-8 oc bracing. REACTIONS. (lb/size) 2=3180/0-6.0, 9=3180/0.6-0 Max Horz 2=-77(LC 9) Max Upli1t2=-1132(LC 5), 9=-1132(LC 4) Max Grav2=3269(LC 18), 9=3269(LC 17) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-6681/2365, 3.4=•8869/3336, 4.5=.9839/3700, 5.6=-9839/3700, 6.7=•9839/3700, 7.8=-8869/3336, 8-9=-6681n365 BOT CHORD 2.17=-2072/5939,16-17=-2068/5902,15-16=-2068/5902,14-15=-3276/8966, 13.14=-3240/8931,12-13=-2022/5844,11.12=-2022/5844,9-11=-2026/5881 WEBS 3-17= 114/908, 3.15_ 1439/3557, 4-15=-1413/876, 4-14- 454/1143, 5-14=-787/585, 7-14=-455/1143,7-13_ 1413/876,8-13=-1439/3557,8-11=-114/908 NOTES- (11) 1) 2-ply truss to be connected together with IOff (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: 2x4. 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof 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=250; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1132 lb uplift at joint 2 and 1132 lb uplift at joint 9. 9) 'Semi -rigid pitchbreaks with fixed heels' Member end lixlty 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) 676 lb down and 223 lb up at 33-0-0, and 676 lb down and 223 lb up at 7-0-0 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 ConSOMWANiP9 is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Verily design perarneters and READ NOTES ON TNJS AND INCLUDED A&TEK REFERANCE PAGE Y67479 rev. 1641)"15BEFORE USE Desp1 valid la use orgy vAth Ivillek®cornneclois. ftdesign Isbased oNy upon tmaneters shown. o W Is lot an lndlvkAral IwldlrV component not a toss system. Before use. the IxBdng destgnet must vedfy the ay)pxlcwuly of deslo pmanefen and ptolWy Incotpoiate thisdesign Into the overall txldng deslgn. Bracing hidicated Is to prevent bucklliV of Mdivldud Marsweb anti/ot chord members orgy. AdtlBoNf temporary arid permanent blodng WOWIsalwaysregrLedI" stability ax1 to prevent colla i3se vAlh possible personal Infuy and property damage For general guidance tegadng the tab catbn slaage. delivery, erection and Iroclng or Msssesand Miss systems, seeANSI/iWl Cually Criteria, DSB-69 and SCSI SuUmng Component 6904 Parke East Blvd. Satey information avcflarblo hom truss Rafe lutlMe. 218 N. lee Sheet. Suite 312. AlexarWria VA 22314. Tampa. FL 33610 russ russ ype1(') ty P y T10646383 780091 R10 Nip Girder 2 Job Referenceo (optional) tnruaers "stbource, rAlma. Pram Lay. Nana jrzbb LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54,3.8=-120(F=-66),8-10=-54,2-17=-20,11-17— 44(F=-24),9-11=-20 Concentrated Loads (lb) Vert: 17— 475(F)11— 475(F) r b4u s Apr lY Lulb Nun ex mousures. inc. woo Mar Vl 11:uz:W zul r rage [ ID:8ls7p2vjcca41B9DL55wDPz_POS-ua39OslPO3wVuuozytJlrlbhjwMt.wav9WUDptmziJLD A "RNWG - VMry dettgn paranrotm and READ ATOM ON WX ANO WCLUOED AUrEK REFERANCE PAGE A07473 rev. 1402MIS BEFORE USE Design valkl for use orgy wfm Mnek9 connectors. Ihlsdesign Itbased only upon paameters srlown. and Is lot an Individual bxddhng component, not o h1g system. Beforo use. the building designer must verity the al:ilicalAity ofdesign paamotom and p ioperly I ncotlwtale Bnkdoslpn Into tie overall boding design ®acing Indicated isto prevent enduing ofIndividual truss web alai/or chord members only. Additional temporary and permanenl bracing M iTek' Is always tedgLed for sk"Ity and to ptevenl collapse with poss"o personal hJrsy and property dtlncge. For general guidance regarding he kllricatkln. staag3. delivery, erection and booting of tnrsses and hues systems. seeANSU1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Irdormallon available hom huss Plate hnsllMe. 218 N. Lee Sheet, Suite 312. Alexandda VA 22314. Tango. FL 33610 Jobrasa russ ype Jty T10546364 MOM R11 Hip t 1 Job Reference (optional) am rnstsourca. Iafire. plant U4y. Honda 33666 7640 t Apt 19 2016 N-Tek Inch shiet. Inc. Wed Mat Ot 11.52.01 2017 Papa I ID BIs7p2vjcca4jB9DL55wDPz_POS-MmdXDCJ1nWMV2NAVaq OW7u_Kgsf5Olk8zMBCzfJLC 1-0 6.6.6 9-0-0 15.11.9 24.0.7 31-0-0 325.10 40-0-0 1ff6662.5.10 6.11.9 8-0.14 611.8 2-5.70 6-06 1 3x4 = 5x6 = 3x6 = 3x4 = 6.00 12 4 5 6 7 l g 0 3x8 = 4x6 = 3x4 = Scale = 1:70.7 Us = 8 34 = 16 15 14 13 12 3x6 = 4x6 = 3x8 LOADING (psi) TCLL 20.0 TCDL 7.0 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/TP12007 CSI. TC 0.79 BC 0.92 WB 0.39 Matrix) DEFL. in (loc) Udell Ud Vert(LL) -0.28 12-14 >999 240 Veri(TL) -0.82 12-14 >577 180 Horz(fL) 0.19 10 n/a rt/a PLATES GRIP MT20 244/190 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC pudins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16.7.12 REACTIONS. (lb/size) 2=1529/0.6-0, 10=1529/0-6-0 Max Horz 2=-96(LC 13) Max Uplitt2=-318(LC 9), 10=-318(LC 8) FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2735/976, 3.4=-2537/939, 4.5=-2259/863, 5.6=-3164/1141, 6.7=-3164/1141, 7-8=-2259/863,8.9=-2537/939,9.10=-2735/976 BOT CHORD 2.16=-745/2356, 15-16=-960/3068, 14-15=-960/3068, 13-14=-961/3068, 12-13=-961/3068, 10.12=-752J2356 WEBS 4-16=-284/916, 5-16- 1044/429, 5.14=0/295, 7-14=0/295, 7-12=-1044/429, 8-12=-284/916 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent wilh 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 240 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 lixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VeAty dadpn penmsters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE 111117473 rev. I&MMIS BEFORE USE Design wlkltot useonlywith M0ek8conneclofs. 11%desIM Isbasedonlyupon parametersslumn. and Is la an individualbuilding component. not IMF abusssystem. Beloto tee, the IxBdng designee must verity the appllcabilty of design paameteis and ptolx ply Incapoiate 0% design Into Me, ovetdl buildingdesign. Bating IndicatedIstoIxevent bucMing of Individualtruss weband/ot chordmembers only. Addiflonal leinporafy and potemanent lamingMiTek' Isatwiystec111fedINstabilltyandtolxevenlcollapsewithpossiblepersonalInjuryryandPpoMrlydamage. Fa general guidance tegading dW krixlcatbn S101C , delNoy. efoction and timing of homes and Ines systems. seeMSVIPII Quality Criteria, DSO-89 and SCSI Building Component 6904 Pafke East Blvd. Safety Information avcACWle hom truss Plate InsIIMe. 218 N. Lee Sheet. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job uss Truss Type ry ply 710546385 Te0091 1'-'12 Fop 1 1 Job Reference Gonad auaaers "FA00urce, tangs. rant Ley, i-ranae Snob 1.6406 Apt 1e 201E eft 1elf rnatrSlrreS. Inc. WOO Mat 01 11 52.02 2017 1'1119e 1 ID:8ls7p2vjcca4jB9DL55wDPz_POS-gzBvRYJIYgAC7CxM31LDvrjg4Bk 1 a021RzoiwjlzfJLB 1-0 7.8-4 11-0-0 17.2.7 22.9.9 29-0.0 323.12 40-0-0 1-0 1-0-0 74114 33.12 rr2.7 5-7-3 6.2.7 3.312 7.8.4 1 5x6 = 3x4 = 34 = 3x4 = Sx6 = 8 Scale = 1:70.7 3x6 = 16 " ` 12 3x6 = 3x8 = 4x6 = 30 = 4x6 = 3x8 = 1 t -0.0 20-0 0 290-0 40-" 11-0.0 I m.ua a.nm 1141,-n I Plate Offsets (XY)— 12:0.2-12,0-1-81, 14:0.3.0,0.2-01. 8:0-3-0,0-2-01,110:0-2-12,0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Ven(LL) 0.31 2.16 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 VBn(TL) 0.87 2.16 545 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(fL) 0.17 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 198 lb Fr = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-6,6-8: 2x4 SP No.2 BOT CHORD 2x4 SP No.1 'Except' 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1529/0-6-0, 10=1529/0.6.0 Max Horz2=115(LC 12) Max Upllft2=-300(LC 12), 10_ 300(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 6.9-1 oc bracing. WEBS 1 Row atmidpf 5-16, 7-12 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2654/987, 3.4=-2408/923, 4.5=-2117/852, 5-6=-2596/1018, 6.7=-2596/1018, 7-8=-2117/852,8.9=-2408/923,9-10=-2654/987 BOT CHORD 2-16=-741/2299, 15.16=-752/2560, 15.17-752/2560, 17-18-75212560, 14-18=-752/2560, 14-19=-753/2560, 19-20=-753/2560, 13.20-753/2560, 12-13=-753/2560, 10.12=-748/2299 WEBS 3.16=-302/ 284, 4-16-273/857, 6-16-689/296, 7-12=-689/296, 8-12=-273/857, 9-12=-302/284 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7. 10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=2511; Cat. II; Exp B; Encl., GCpi=O 18; MW FRS (envelope) gable end zone and C-C Exledor(2) zone, cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gdp 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 nonconcunenl with any other live loads. 5) ' This truss has been designed lot a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide Will fit between the bottom chord and any other members, with BCDL = I O.Opsl. 6) Providemechanical connection ( by others) of truss to bearing plate capable of Withstanding 300 lb uplift at joint 2 and 300lb uplift at joint 10. 7) 'Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - 141" destyn peramstere and READ NOTESONTHISAND INCLUDEDNITEK REFERANCEPAGE M67I73 rov. 1MU,20fSBEFORE USE Design validlot use only vAth Mllek® connectors. this design IS based only upon paaneten Mown, and Is for an IndlV Atd Wilding component. not a truss system Belote use, the Ixlklmg dmigrxn must verily the ap:1l1cal:illy, of design 1xvanetets and property Incatxxote M design into the overall btldng design. Bracing 6dlcated Is to pievenl txxidi ng of kxffvkW truss web and/or chord members only. Additional lemMary and pennaxenl btoci ng MiTek' Is sways tettLed lotskIDBttyandtorxevenlcalltflxsewithposblepetsordtt"and properly damage. For general guidance tegadrng the klxtcation. storage, delivery. etectlon and Ixackng of misses and Inks systems. seeANSU1P11 Quality Criteria, OSB-69 and SCSI Bundling Component 6904 Parke East Blvd. Safely Information avallade from Inns Plate tristlMe. 218 N. Lee Sheet, Stile 312. Aletrandda. VA 22314. Tanga, f L 33610 Job Truss Truss Type y Tt0546386 T80091 R13 Hip F t iJobReleterice(opfional) tsuddsn FagSource, larripa, rant cay. Floncia 33566 1.640 a Apr 1V zu1b IVI er rnaus"nes. inc. woo Mar vi 11:5L:W Zvi / rage 1 ID:B1s7p2vicca4iB9DLSSwDPz__POS-19kHeuK HI 131MWYd?ISTxDGm7NS7OObCSST FSz1JLA 1-0 7.0.5 13-" 20-" 27-0-0 32.11.11 40-0.0 1 7.05 5.11.11 7-0-0 7-0-0 5.11.11 7-0.5 1 Scale = 1:70.7 US = 3x4 = 4x6 = 20 11 54 = 3r8 = 44 = 3x4 = 13 11 13-0-0 20-0.0 27-0-0 30 8 5 40-0-0 0.'1.11 .'LA-5 74-n i.AA 3.A.5 3.11 Plate Offsets (Y Y)-- 4:0.3.0.0.2.01. 16:0.3-0.0-2-01 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.36 10.12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.80 10-12 >594 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.36 Horz(TL) 0.15 8 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-11-10 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (IWsize) 2=1529/0-6-0, 8=1529/0.6.0 Max Horz 2=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=-2734/1011, 3.4=-2531/997, 4.5_ 2265/944, 5-6=-2265/944, 6-7=-2531/997, 7-8=-2734/1011 BOT CHORD 2-14=-775/2357, 14-15=-523/1924, 13.15_ 523/1924, 13-16=-523/1924, 12-16=-523/1924, 12-17=-525/1924,11-17=-525/1924,11.18=•525/1924,10.18=-525/1924, 8-10=-78212357 WEBS 3-14=-304/312, 4.12- 170/595, 5-12=-430/289, 6.12=-170/595, 7-10=-304/312, 4-14=-168/575, 6-10=-168/575 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterfor(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf 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 240 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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.' A WARNING- very daargn Pa ninotam and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M67472 tov raU&NIS BEFORE USE Design valid lot use only wllh MlleW Connectors. Itls design Is based only upon parameters shown, and Is for anindividual building component nor a truss system. More use. the building designer must vedfy the al'Ixtcalb111fy of design paanoters and rxoperly Incorporate Snh design Into the ovetdl building design. ®acing Indicated hto pteveni bt clrihng of Individual truss web and/or chord members only. Additional temporary and permanent braclog MOWIsahvaystegWedlotstabilityandtopreventcollcpseWinpossiblepersonalkiuyandproperlydanage. For general guidance tegarding the ktd oflon. storage. delivery. erection and btacing of Irtmes and truss sysletmt. seeANSUM I Quality Cdtw1o. OSB29 and SCSI Building Component 6904 Parks East Blvd. Salety Information avoMble from tram Plate buOMe. 218 N. Lee Street, Suite 312. Alerand ria VA 22314. Tanga. FL 33610 Job uss russ ype ty Ply T105463e7 TOW91 1"'14 Hip 1 1 • 1 Job Reference Donal Builders FirstSource. Tampa. Plant Coy. Florida 33566 7.640 a Apt 19 2016 MTak Industries. Inc. Wed Mat 01 11:52:03 2017 Page 1 ID:Bls7p2vjcca4IB9DLS5wDPz_POS-19kHeuKHI 131MWYd?tSTxDHs7LL7?PbCSSTFSzIJLA 1-0 7-0 5 15-" 20-0-0 25-0-0 32.11.11 40-0.0 1 7 0.5 7.11.11 5.0-0 5-0-0 7.11.11 7-0-5 1 Sx6 = 2x4 II 6.00 12 5x6 = Scale = 1:72.0 3x6 = w ra ra 72 to n w 3x6 = 30 = 4x6 = axe = 4x6 = 3x4 = 9.9-11 15-0-0 204}O 25-0-0 30-8.5 40.0.0 B 3 11 S &5 5-0-0 5 - 5-8-5 9-3.11 Plate Offsets (Y Y)— 13:0-4.0,0.3-0).14:0.3-0,0.2-01.(6:0.3-0.0.2.01.17:0.4.0,0.3-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in foc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) -0.39 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL)-0.8010.12 590 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.42 HOfz(TL) 0.14 8 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2.9-12 oc puffins. 3-4,6-7: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1529/0-6-0, 8=1529/0-6.0 Max Horz2=153(LC 16) Max Upli112=-345(LC 12), 8=-345(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2739/1045, 3-4=-2569/1033, 4-5_ 2022/861, 5-6=-20221861, 6.7=-2569/1033, 7.8=-2739/1045 BOT CHORD 2.14_ 812/2381, 13.14=-464/1820, 13.15_ 464/1820, 12.15=-464/1820, 12-16=-065/1820, 11-16=-465/1820, 10-11=465/1820, 8-10=-818/2381 WEBS 3-14=-370/373, 4-14=-243/671, 6-10=-243/671, 7-10— 370/373, 4-12_ 99/480, 5-12=-277/193, 6-12=-99/480 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.Opsl; h=2511-, Cat. II; Exp B. Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcuneni wish 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 = IO.Opsl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 345 lb uplift at joint 2 and 345 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end tixfty model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VWW dedgn parameters endREAD NOTES ON THIS ANDWCLUDED OIriEK REFERANCE PAGE A@7473 rev. lae"1SBEFORE USE Design vdld to use only with Mllek9 coaneelom fits design Is hosed only upon paanetea shown. andis tot an individual brldbng component not a buss system. Beloie use. the building designer must verify the appl1calAlty, of design 1xitametess and pioperiY Incolpoiote phis design Into the oveidl boding design. Stating Indicated Is to prevent twckling of Ind1vidu l Inns web and/ot chord members only. Addllonal lempoiary and permanent boacbng M!Tek' IsalwaysiecRLedtotsk3tAltyandtopreventcollarzewithpoaslhlepersonal "and property dcbnage. fot genetd guidance tegadi ng the lathticalbn storage, dellmy. eiectknn cW Uocing of busses and miss systems seeANSVTPIl Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information avallable born Was Rate institute. 218 N. Lee Sheet, Srlto 317- Alexandria. VA 22314. Tartpa. FL 33610 Job russ Truss Type ty y T8009i Fill HIP 1 t jJbR.f.,.nce(ophOnal) T105463Be oulloan rxsmource. I attpa. rani Ley, rlonde ;s;zbb 7.640 It Apt 19 2016 MOek Industries. Inc wad Mar 01 11 52.04 2017 Page 1 ID:8ls7p2vicea4)B9DLSSwDPz_POS-nUgsELv3HOwM WSIBIOh081RKX18sROkR6BOoXztJL9 t-0 7-0.5 13-9-5 17-0-0 20-0-0 23-0-0 26.2-11 32.11.11 40-0-0 1 7-0 5 6.9-0 32• tt 3-0-0 3-0-0 3-2-11 6.9-0 7.0-6 1 6.00 F12 5x8 3x8 II 5xe ZZ Scale = 1:71.5 34 = •" '' 16 - I' 34 = 3x4 = 4x6 = 3x8 = 4x6 = 30 = 9 311 17-04) 20-0-0 23-0-0 30.8.6 40-0-0 3-tt 741.5 7.A61 0-14.11 Plate Offsets _(Y Y)-- r6:0-2-1,0-3-11.(8:0.2-1,0-3-11 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) -0.44 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TL) -0.96 14-16 >492 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.15 12 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 209 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6.8: 2x6 SP M 26 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc puffins. BOT CHORD Rigid ceiling directly applied or 6.10.2 oc bracing. WEBS 1 Row at midpt 5.16.9.16 REACTIONS. (Ib/size) 2=1529/0-6-0, 12=1529/0.6-0 Max Horz 2=171(LC 12) Max Uplilt2=-363(LC 12), 12=-363(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2746/1047, 3-4=-2538/1021, 4.5=-2431/1033, 5-6=-1734/794, 6.7=•1562l745, 7-8=-1562/745,8-9=-1734/794,9-10= 2431/1033,10-11=-2538/1021,11-12=-2746/1047 BOT CHORD 2-18=-809/2371, 17-18=-525/1862, 17.19=-525/1862, 16-19=-525/1862, 16-20=•527/1862, 15-20=-527/1862,14-15=-527/1862,12-14=-816/2371 WEBS 3.18=-337/331, 5-18=-192/610, 5-16-493/322, 9.16-493/321, 9-14=-192/610, 11.14=-337/331, 7-16-3421971 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=25fh Cat. It: Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever tell and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 363 lb uplift at joint 2 and 363 lb uplift at joint 12. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building isthe responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Veda design Pmametam andREAD NOTES ON THIS AND INCLUDED AIITEK REFERANCE PAGE AD-7473 rov. fMMIS BEFORE USE Design valid rot use only wtm Mllell® connectors. fhb design Is based orgy upon paamelers sown. and is lot an hdNk0.a l building component, nor a truss system. Before toe, the IxAdbtg deslgnel must verify the appWaltilly of design I,aarneters and property, hcorparate IM design Into the overall bJdbtg design. bating Indicated Is to prevent bucldhng of Individual it=web and/or chord members only. Additional temporary and permanent btactrng MiTek' S always iw4lied lot stability and to prevent collapse vAh possible petsonal hltay and property damage. For genetat guidance tegardbV the fabrication. storage, delivery, etecllon and bracing of mates and Ines system seeANSVIP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovaiable from buss Plate Institute. 218 N. lee Street. Suite 317- Alexandria. VA 22314. Tanga. FL 33610 Job Truss Truss Type ry T10646389 780091 StillHip 1 t Job Reference (optional) Builders FuslSoutce, Tempe. Plant City. Florida 33566 7 640 a Apr 19 2016 MiTak Indusuies. Inc. Wed Met 01 11 62:05 2017 Page t ID:BIs7p2vdcca41B9DL55wDPz_POS-FYs23ZMYgbYn_lgxkOvwYMlcdx2MbiLufmxaKzzfJL8 1-0 7-0d 13-9.5 t8•t-4 20.0-0 t-101 26.2.11 32.11.11 40-" 1 7-0.5 6.9-0 4J-15 t•t0.121.10.12 4-3.15 6.9-0 7-0.5 -0 Scale = 1.715 6.00 12 3x6 = 3x6 11 3x6 = 3x6 = ,., I 10 16 .. ,. — 3x6 = 3x4 = 4x6 = 3x8 = 4x6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.68 Vert(LL) 0.43 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 125 BC 0.88 Vert(TL) 0.94 16-18 >504 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(TL) 0.15 12 rVa n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 204 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc puffins. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6.9.12 oc bracing. SOT CHORD 2x4 SP No 1 WEBS 1 Row at micipt 5-16, 9-16 WEBS 20 SP No 3 REACTIONS. (lb/size) 2=1529/0-6-0, 12=1529/0-6-0 Max Horz 2= 183(LC 12) Max Upli112=-374(LC 12), 12=-374(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2743/1055, 3.4=-2536/1030, 4.5=-2429/1041, 5.6=-1727/801, 6.7=15113/760, 7-8=-1518l760, 8-9=-1727/801, 9-10=-2429/1041, 10-11=-2536/1030, 11-12=-2743/1055 BOT CHORD 2.18=-816/2367, 17-18=-53alIS69, 17-19=-538/1869, 16-19=-538/1869, 16-20=-539/1869, 15-20=-539/i869, 14-15=-539/1869,12-14=-822/2367 WEBS 3-18=-327/325, 5-18_ 186/601, 5-16=-567/365, 9-16=-567/365, 9-14=-186/601, 11.14=-327/325,7-16=-407/1084 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft, Cat. II; Exp B: Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C lot members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 374 lb uplift at joint 12. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vally das/gnpannn tets end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MD-7473 rev. 160021AI5 BEFORE USE Design valid la use only vAth Mflek® connectos. D* design Is based only upon parameters shown, and is lot an Individual building component, not a buss system. Before use. the building designer must verily the aglllcc"lly of design parameters and properly Incogwtole Bnk design Into the overall building design ®ocing indicated Is to prevent buckling of trWlvldrot tons web and/ot chord members only. Additional temporary, and lxrmanent btocing WOWItaMraystegrLedforsklAltyacltopreventcollapsewithpossmlepersonalNeyariapropertydamage. Fot general guidance tegadng the Macatkon storage, delivery, ereellon and bracing of busses and Mm systems. seeANSVIRI Quality Critedo, OSB-89 and BC51 Building Component 6904 Parka East Blvd. Safety Information available from truss Rate Institute, 218 N. Lee Street. Suite 312. Alexandrko. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T80091 R77 Jack -Closed Girder t t 1639]0 Job Reference lopti..Q raslJ me, 1 arlya, ream L ffy, ronaa J3*66 /.640 a Apr 19 2U16 MII eK U101 4111e4, VIC. WOO Mat Ul 11:52.06 2017 Page 1 ID:8Is7p2vieca4jB9DL55wDPz_PDS-jkOOHvMAbvhrlcpF717095ZrinLVdKSl luOg7sOzIJL7 7.0-0 Scale = 1.23.1 4x6 II 3x6 = 7-An Plate Offsets (XY)-- 13:Edcle,0-3-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Ven(LL) 0.11 1-3 709 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Ven(TL) 0.23 1-3 339 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 3 IVA rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 33lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=756/0-6-0, 3=825/Mechanical Max Horz 1=149(LC 8) Max UplIIII=-205(LC 8), 3=-303(LC 8) Max Grav1=816(LC 15), 3=897(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6.0.0oc purlins, except end verticals. Rigid ceiling directly applied or ID-0.0 oc bracing NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCDL=6.0ps1; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord In all areas where a rectangle 3.6.0 tall by 2-0-0 wide will 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 205 lb uplift at joint 1 and 303lb uplift at joint 3. 6) 'Semi-ngld pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the laceof the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1-2=-54, 1-4=-20, 3-4=-197(F=-177) WARNING - VarttydatignpMurWarsandREAD NOTESON THISANDINCLUDED NREK REFERANCEPAGE N67473 mv, 1602MISBEFOREUSE Design valid lot usearty with Mnek® connectors. thisdesign IsLased orgy upon parameters stwwn. and 6 for an Individual bukft component. riot Witotrusssystem. Before use, the building designer must verify the cy1r11kcd*ty of design Marnefers and pltoperly hcoglolate his design Into the overall bu9dng design. 9achg hdkafed Is torxevenl buckling of Individual nuns web arid/or chord members orgy. Additional temporary and permanent brocing MiTek' Isalways teguked to slablilly and topreventcollgx:e wllhposslle personal inlay and rxopenydamage. Forgeneral guidance regarding he kimicaflaL storage, delivery, etecflon and btachg of Inrssos and IRtss syslems seeANSI/TPII Quality Criteria, OSB-89 and SCSI SuBdhg Component 6904 Parke East Blvd. Safety Information available from trig Rate InstlMe. 218 N. lee sheet. Srile 312 Alexoralrta. VA 22314. Tampa, FL 33610 Jobruss truss type ty Ply T10546391 780091 to Common t t Job Reference Donal 9udeers Fusisource. Tampa. Nlant Gtty. I-wm 33566 7.640 a Apt 19 2016 MIl ak InduStues. Inc. Wed Mat 01 11:52:06 2017 Yeye 1 ID:BIs7p2vjcca4jB9DL55wDPz_POS-jkOOHvMAbvhecpF717095ZrrvLW rKR91 tx]g790ZIJL7 t-0-0 5-10.0 11.8.0 1-0-0 5.10-0 5.10-0 Scale = 1:22.2 4x6 = la Zx4 11 3xo = 3x4 = 5.10-0 15.10-0 LOADING (psi) SPACING- 2-0-0 CST. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) 0.04 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.09 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2OO7 Matrix) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=416/Mechanical, 2=491/0-6-0 Max Horz2=74(LC 12) Max Uplift4=-101(LC 13), 2=-139(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-595/261, 3-4=-591/259 BOT CHORD 2.5=-137/464, 4-5=-137/464 WEBS 3.5=0/268 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced 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.Opsl; h=25111; Cat. 11; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) lot truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 139 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 - Vedly doslpn panmeton andREAD NOTES ON TUB AND INCLUDED AMEK REFERANCE PAGE A07473 rev. 1463W ISBEFORE USE Design valkt tot use orgy Win MnekO connectom 111-& design Is based orgy upon parameters shown. and Is tot an Indb4cAxd IxAding comlwnont. not d buss system. Before use, the building designer must verity the gxtllcabllN of design Ixsametets and popetly Incogwtote this design Into the ovelalt hiding design. Bochg bndcated Is to prevent bucldN of Individual truss web and/or chord members only. Addho nd lempotay and permanent bacbtg MiTek' It always te(trhed lot stability and to ptevenf coBq:)se with possible petso nd Infury and property dkanage. rot general guidance tegadrg the lalxlcatbn storage, delivery, etectlon and btocbg of Muses and truss syslems, seeANSU1P11 Quality Criteria, OSB-69 and BCSI Building Component 6904 Petite East Blvd. Solely IntorrnaBon available born tng Plate buBMe. 218 N lee Sheet. Suite 312. AlexanclAm VA 22314. Tanga. FL 33610 Jobruss Truss Type ryply Tt0546392 T80091 R19 Common Girder 1 f Job Reference Donal Guao&ra Fasibource, Iarrps. Plain tarry. Fnorraa 33566 7.640 a Apr 19 2016 MTek Industries. Inc. Wed Mar 01 11:52 07 2017 Pape 1 ID:81s7p2vjasa41BODLSSwD Pz_POS-Bvv_OUFNoMCpVDzgJsrxOdnNOBlo__3lzB74OhOszIJ L6 1-0-0 5.10-0 11.6.0 12.9-0 1-0-0 5.10-0 5.10-0 1-0-0 , 4x6 = Scale _ 1:22 7 ld 30 = 2x4 11 2x4 II 2x4 II 3X4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) 0.05 2.10 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.62 Vert(TL) 0.11 6-8 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 HOrz(TL) 0.02 6 n/a rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=648/0-6-0, 6=648/0-6-0 Max Horz 2=-65(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-810/0, 3-4=-715/0, 4.5=-715 0, 5-6=-81010 BOT CHORD 2.10=0/639, 9.10=0/639, 8-9=0/639, 6-8=0/639 WEBS 4-9=0/342 PLATES GRIP MT20 244/190 Weight: 50 lb FT = 20°'e BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; 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 ANSB'TPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with anyother live loads. 6) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will III between the bottom chord and any other members. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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=-54, 2-4=-84(F=-30), 4-6=-84(F=-30), 6-7=-54, 2-6=-20 AWARNING -Vaftdearynparantrreveand READ NOTES ONThWAND INCLUDED WTEKREFERANCEPAGE AlD7473rev.la ]201SBEFOREUSE Design vdkt goo use only with MrekO connectors. 111Lt design Is based only upon parameters Mown. and is for an individual buklfrng component. nor o truss system. Before use, the building desk not must verify tho appllcolAlly of design paanelees and pxopetyhcctporolo this design Into the overall building design. backV Indicated Is to prevent budding of Individual truss web and/ot chord members only. Additionallemporay and permanent brocling WOW Is a tways rectbedforstability, and to prevent collapse withposskAepersaxf Yt uyand property damage. Forgeneralgukfance regaabng dine lalxadoflon. storage, delivery. erection and baring of musses ads truss systems. seeANSVTPI I Quality Wargo. DS9-89 and SCSI Building Component 6904 Pork& East Blvd. Salary IMormatlon awflable from Truss Plate institute. 218 N. Lee Street. sane 312 Alexaoafla VA 22314. Torspa. FL 33610 Job I russ Truss Type oty Ply T10546393 MOM R20 Hip Guder 1 2 Job Reference(optional) ie s rua aru w. ianpa. rwm any, riwiue - r.b4u a Apr iv zulo mir ex ineu6oiee, one. woo mar of 11:bz-vr zol7 rage 1 ID.BIs7p2vjcca4)B9DL SSwDPz_POS-Bw_oUFNoMCpV DzgJsrxOdnNtH IiD3iOB740hOsztJ L6 1-0 7-0-0 13-5-2 20-" 26l-14 33-" 40-0-0 1 0-0 7-0-0 6-5 2 6.6.14 6 6 14 6-5-2 7-0-0 i 2x4 11 5x6 = 3x4 = 3x6 = 3x4 = 6.00 12 3 4 5 6 7 18 8 5x6 Scale = 1.70.4 4x6 = 17 16iS 14 1312 19 20 11 06 = 2x4 11 6x8 = Sx8 = 4x6 = 4x6 = 6x8 = 2x4 II 7-0-0 135.2 20-0-0 266.14 33-0-0 40-04) Plate Offsets O Y)-- 13:0-3-0.0.2-01.18:0-3-0.0-2-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Ven(LL) 0.40 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.96 14-16 >492 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.18 9 rVa rVa BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight. 447lb FT = 2M° LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3-6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=3367/0-6.0, 9=3144/0-6.0 Max Horz2=-77(LC 13) Max Uplift2=-577(LC 5). 9=-601(LC 4) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6820/1182, 3-4=-9259/1629, 4-5= 10370/1852, 5-6=-10370/1852, 6-7=-10370/1852. 7-18=-9545/1906, 8-18=-9546/1906,8-9=-6406/1279 BOT CHORD 2.17=- 1026/5993. 16-17=-1025/5961, 15-16=-1568/9259, 14-15=-1568/9259, 13-14=-1809/9546, 12-13=-1809/9546,12-19=-1064/5599,19-20=-1064/5599, 11 -20=- 1064/5599, 9.11=-1065/5617 WEBS 3-17=-321744, 3-16=-677/3826,4-16=-1481/552,4-14=-292/1296,5-14=-8531390, 7-14 --0/972, 7-12=- 1108/334. 8.12=-897/4563,8-11=-46/481 NOTES- (11) 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. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (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.Ops1; h=251t; Cat. 11; Exp B; Encl., GCpi=O 18; MW FRS (envelope) gable endzone, cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This Ines has been designed for a live load of 20.Opsf on the bosom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 577 lb uplift at joint 2 and 601 lb uplift at joint 9. 9) 'Semi- ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection devices) shall be provided sufficient to suppon concentrated load(s) 513 lb down and 165 lb up at 7-0-0, and 964 lb down and 310 lb up at 28-3-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. 11) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Continued on Daae 2 WARNING - Vedfy design panmetere and READ NOTES ON THIS AND INCLUDED WEEK REFERANCE PAGE N67472 rev. 1MMIS BEFORE USE Design valid for use only vAth Mllek® connectors. IMd design 6 based only upon paametetsshown, and Is to an Individual building component, not a truss system. Befoase eL. the txldngdeslgnetmust vedty the aplxkba bully a of design pars meteandIxoperlyIncorporatethis designInto the overall building design. eating indicated Is to prevent budding; of Individualmassweb and/ot choidmembers only. Adr111lonallemMary and pefmanenl dating MOW Is afwtsysiegWed forstability andtopievenicollapsewllhpossiblepersonalIrµry and property damage. For general guidance reWdfngthefabrication stoape. delivery, erection and blocbng of lnases and mra systems. seeANSVTPll Quality Cnterlo, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Inlormallon available from Iran Plate Institute. 218 N. lee street. Salle 312. Alexan dram VA 22314. Tampe, FL 33610 Job Truss rutss ype ry y T10S46393 009TB1 R20 Hip Girder f A2 Job Reference(optional) Bunsen rrtsiaourco,Ianpa. rrsm Cory,rarwa asses 7.641) a Apr fit2016 kaiak lnausines. inn. Wed Mar 01 11.52:07 2017 Pays 2 ID:8ts7p2v1cca41B9DL SSwDPz_POS-Bw_oUFNoMCpV DzgJsrxOdnNtHliD3rOB74OhOsztJL6 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3= 54, 3-18— 127(F-73), 8-18=-54, 8.10--54, 2-17=-20, 17-19=-44(F=-24), 9.19=-20 Concentrated Loads (lb) Vert: 17-513(F) 20=-964(F) WARNING - Vadlydedon pen Wffs and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE M967I73 rev. id03R01S BEFORE USE Design ode tot use orgy with MBek®conneclom BYs design is based only upon paameters shovm and is to an Individual bldhhg component, nor a truss system Botote use. the Irking designer must verify the alAllkdgllry of design paaneters and plropedy Incorpwrate this design Info the oveill building design. B ocing Indicated Is to prevent tra;Mkhg of Individual hue web and/or Chord members only. Additional temporary and petmanent Mocing MiTek' Isalways requited rot stabWry and to prevent collapse with possible petsorwl k*sy and property danage. Fos genetal guidance regadlng One fabrtcatbn, stotage. delivery. erection and daring of trusses and tnra systems. see.ANSt/IP11 Quality Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information avala ble from truss Plate Institute. 218 H. Lee Sheet. Suite 312. AlexaWrio. VA 22314. Tampa. FL 33610 Job russ Truss Type Ory ply 710546394 T6009t RF01 fLOOR 1 2 Job Reference (optional) Builders FuslSouree. Tampa. Plant City. Flonda 33566 7.640 a Apr 19 2016 kbTek Industries. Inc. Wed Mar 01 11:52:08 2017 Page t ID:BI57p2vjcca4jB9DL55wDPz PD,S-17YAhbOO7WWr7PWOYSdA_w4k88Mo93KLk9FxdzULS 2.1 B 4 fr2 6.6.14 8.5 10 10.10.4 12.11.12 2.1•B 2 4.10 1.11.12 1.11.12 2 4.10 2-1-8 2x4 11 US = 3 3x8 20 11 3x8 = 6 3x8 = Scale = 1:22.4 2x4 11 4x6 = 3x8 11 20 11 7x10 = 2x4 11 3x8 11 4x6 = 2 1 8 4 62 6-5.14 8-S 10 10 12.11.12 2.1-8 2.4-10 1-11.12 1-tt-72 2.4-10IOd 2.1-e Plate Offsets (XY)-- 12:0-3-8,0-1-81,13:.-3-8,0-1-81,15:0-3-8,0-1-81,16:0-3-8,0-1-81.19:0-4-12,0-1-81,111:0-5-0,0-4-121.113:0.4-12,0-1-81 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Verl(LL) 0.22 11 705 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) 0.32 11 477 240 BCLL 0.0 Rep Stress Incr NO W B 0.84 HOrz(rL) 0.03 8 IVA rVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 141 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 14=2762/0-54, 8=2762/0-3-8 Max Gravl4=2967(LC 3), 8=2967(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5428/0, 3-4=-8335/0, 4.5=-8335/0, 5-6=-5428/0 BOT CHORD 13.14--W5428, 12.13=0/5428, 11-12=0/5428, 10.11=0/5428, 9-10=0/5428, 8.9=0/5428 WEBS 2-14=-6420/0, 2-13=0/2897, 3-12=-1698/0, 3-11=0/3544, 4-1 1=-546/0,5-1 1=013544, 5- 10=-1698/0, 6-9=0/2897, 6-8=-6420/0 Structural wood sheathing directly applied or 3-0-1 oc pudirns, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 8) 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 4-11 20 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) Girder carrieslie -in span(s): 12.5.0 from 0.0.0 to 12.11-12 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 3-1Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1029 lb down at 6-3-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 r Floor Lave (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Van: 1-7- 100, B-14=-288(F- 278) Concentrated Loads (Ib) Van: 11=-596(F) V WARNMG - Vadry daslgn P4M*WM Wd READNOTESON TM AND MCLUDEO NREN REFERANCE PAGE 4/o-7473rev. IAWM1S BEFORE USE Design vakld for use only vAth Mttek® connectors.111h design Is basedorgy upon parameters shown. and is for an Individual irking component. not a truss ssystem. Below use, the IxAdI designer must verily One cppxkcolilly, a ofdesignpametenand plropetly Incogwrate this design Into the overCl building design. ®achg Indkated Is to prevent buckling of Inr941tllxl Buss wen and/cc chord members orgy. Additional temporary and permanent broaing M iTek' IsalwaysregaledforskgAltyandtopreventcollapsewBhposdepersonaltNuyandpropertydamage. nor general gukknce rtrgadkng the fa LvIcatim storage. delivery, erection and bracing of muses and MR systems. seeANSVIPI I Quality Criteria. DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information avalable from bars Rate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss s russ Type oty Ply 7ID546395 7B0091 RF02 FLOOR 1 2 Job Reference (opatxl8p 9. i I FeslSoutce. Tartps, Plaid city. Flonda 335" 7 640 s Apt 19 2016 MTsk Industnes. Inc. Wed Mar of 11.52.08 2017 Page 1 ID.BI57p2vjcca41B9DL55wDPz POS-f7YAhbOQ7WxMr7PWQYSdA_w7_85_o7tKLk9ExlzfJL5 2.2 4 5.7.12 8 3.7 t0.11-2 13 6.13 16.21 t9 - 21.10 4 2.2.4 35 8 2.7.11 2.7-t1 2.7.11 2.7.11 3-3-8 2.2 4 Scale = 1:38.0 THIS TRUSS IS NOT SYMMETRIC PROPER ORIENTATION IS ESSENTIAL. 5x8 = 20 11 2x4 II 3x6 = 3x8 = 3x6 = 3x4 = 20 II 2x4 11 5x12 = 1 2 3 4 5 6 7 8 9 10 IN M 1 20 II 7x10 = 3x6 = 30 =4x10 MT20HS= 3x4 = 30 = ex10 = 4x6 II 2x4 11 2.2-4 6.7.12 8.9-7 10.11.2 13.E-13 16 2 8 19to 21IZ 4 2.2.4 3-5 2.7.11 2.7.11 27.11 27.11 :1-S.a 9.9.d Plate Offsets (X Y)-- It t:Edge,0-3-81.112:0-3-8.0-4-81.119:0-3-8.0.4-81 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.61 Ven(LL) 0.47 14-15 548 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(TL) 0.74 14-15 350 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.98 Horz(TL) 0.06 11 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 233 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 'Except' 6.10: 2x4 SP M 31 SOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except' 1.19,10-12: 2x4 SP No.1 REACTIONS. (lb/size) 20=176610.7-4, 11=4601/0.4-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0.0 oc bracing: 19-20. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.20=-2654/0, 1.2=-4371/0, 2-3=•4371/0, 3.4=•4371/0, 4.5=-8272/0, 5.6=-10597/0, 6-7=-10597/0, 7.8=-8810/0, 8-9=-8810/0, 9.10=-8810/0, 10.11=-5416d0 BOT CHORD 18-19=0/4371, 17-18=0/8272, 16.17=0/9523, 15-16=0/9523, 14-15=0/9523, 14-21=0/10597, 13.21=0/10597, 13.22=0/8810, 12-22=W8810 WEBS 2-19=-748/0, 9-12=-760/O, 4-17=0/1488, 7.14=0/404, 1.19=0/5218, 10-12--WI0324, 4-18=-4372/0,5-17=-1406/0, 7-13-2018V0, 5.14=0/1212 NOTES- (9) 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 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 12.9 2x4 - 2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 6 = 20%, joint 16 = 20%9 6)'Semi-rigid pitchbreaks with fixed heels' Member end Itxity 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 X) nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2309 lb down at 19.8.0 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 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 + Floor Live (balanced): Lumber Increase--1.00, Plate Increase--1.00 Uniform Loads (pit) Vert: 1-10=-100, 20.21- 10, 21-22=-450(F- 440), 11.22=-10 Continued on oaae 2 V WARNING- Verfy detlgn parerrl &* end READ NOTES ON THIS AND INCLUDED WMK REFERANCE PAGE A111117473 rev. IGI MIS BEFORE USE Design valid lot use orgy wIIn Mllek® connectors. ft de*pIs based only upon paomelers sllovm. and E la an hdivldttdi btAding compor*nf, not a Russ system. Before use. Ito bulldklg deslgm must vedfy the q?pOcaPAlly of desIA1 paanefors and properly hcorpaale Ink dellgrl Into the ovetallbtldingdesign. Bracing Indicated Is topevent bucbIng ofIndividual Russ; web and/ofchord members only. Additional temMary and penmaonl bracing M iTek' Isawaysrequited Ira skYAlly, and torAeveni collgAe with possUepetsornl h}rty andproperly damage. Fog gerletrlgtldaoe regarding We Imrlcatbn storage. detNery. erection tznh txochg of Ruses and tins systems. seeANSVIPI I Quality Criteria. DS6-89 and ICSI Building Component 6904 Perks East Blvd. Safety Information avUtable Rom Luss Rate Its11Me. 218 N. Lee SReel. Stlte 312. Alexandria. VA 22314. Tattps. FL 33610 Job puss Truss Type ty y T10546395 T6009t RF02 FLOOR 1 e 2 Job Reference (optional) Buaders Fustbource, 1ar14a, plant Lay. I-WM 33566 LOAD CASE(S) Standard Concentrated Loads (lb) Ven: 12=-2309(F) r btu a Fpf 1e zulb Mr16x rnouslnas, Inc. woo Met ul 11:w.ue zVl r raga z ID:8ls7p2vlcca4jB9DLSSwDPz_POS-17YAhbOO7W xMr7PW OYSdA_w7_85_o7tKLk9ExlzIJLS WARNING- Varlty do donparametersandREADNOTES ONTriSANDINCLUDED IIUTEKREFERANCEPAGEM967473rev. #=MIS BEFORE USE Design valid lot use only vAth Mllelr® connectors lnls deslgt is based only upon paaneters shown, and Is for an individual building component, not a huss syslem. Before use. the Ix/cbng designs mull verify We W1l*-a illy of design Ixxomoters and golxnly Incorporate this design Into the overall building design. Racing Indicated Is to prevent bucMV of Individual this web and/or chord members only. Additional temporary and permanent txocv* MOWIsalwaysrecitedtarsk"lly and to prevenl collgxse wllh possible petsorri Injury and property damage. Fat Venetal guklcnce tegading the fdxlcallom storage. delivery erection and btachng of muses and mass systems. seeANSU1PI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Patke East Blvd. Safety Information ovclable from truss Plate Irsslltulo. 218 N. Lee Sheet. Sulto 312 Alexandria. VA 22314. Tampa. FL 33610 Job I fuss russ Iype y T10546396 780091 Vol Valley t 1 Job Relereflce o honal tswaers roubmice. I anpa, nam Loy, rwga 3mti6, - 2-5.4 254 764Ds Apl 22 2016 MYTek IndOS108S. Inn Wed Mal Ot 12:03:32 2017 Page 1 ID:81s7p2vjcca41B9DL55wDPz_POS-K_4ge3HvI nU4t8lkPWsaGEF9VtkG3ia?e9rRxfzfJAP Scale= 1.6.9 2.4-8 LOADING (psi) SPACING- 2-0-0 CS1. DEFL in Ioc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Ven(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 2 rVa We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 6lb FT = 20°0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation clulde. REACTIONS. (lb/size) 2=39/Mechanical, 3=28/0-3-8, 4=47/1.0.0 Max Harz 4=22(LC 8) Max Uplift 2=-29(LC 8), 4=-5(LC 8) Max Grav 2=39(LC 1), 3=39(LC 3). 4=47(LC 1) 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=4.2psf; BCDL=6.0ps1; h=25111; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 Wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 2 and 5 lb uplift at joint 4. 6) 'Semi -rigid pilchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vsrfly dadyn pnarlretns and READ NOTES ON TM AND INCLUDED WTEK REFERANCE PAGE Am7472 tn: 0002WIS BEFORE USE Design valid lot use, oNywt0n Mllet0 comnectots. Ills desW Isbased onlyupon para llelers shown. and Is for on h1tlIN[Axf btAdkng component, nDl mi, ahuss system. Belote use. the brAclng designer must verity the q)tDcabllty ofdeslgalparnelen and lAolx* Incotpotate Bnk design Into the overall rxAdhg design Bradng h 0cated Is to Ixavenf bucaktgof InclIvldtxD Inns web anal/or chordmembersonly. Acklltk>rnaf temporaryand permanenttxaclng MiTek' Isalways tegLed lot skriltty and topevenlcollatlse vAhpossglt le personal k11ayand rxoperly, damclgo. Forgeneral guklanc , tegardktg the taaxlcatbn, slotage, delivery, erection and btactrtgof htlssesCM hisssystems seeMSVH41 CuaSty Criteria. DSB-89and SCSI BuildingComponent 6904 Parke Easl Blvd. Sanely Information avalla le from truss Plate hlsOtule. 218 N. lee Sheet. Stlte 311 Afera dila, VA 22314. Taupe, FL 33610 Job I cuss puss ype yPly Tt0546397 7B0091 V02 Valley 1 1 Job RelerReferenceLariat Buddem FunSoutce. Tampa. Plant Coy, Fonda 33566 7.640 s Apt 19 2016 MkTek Indusuies. Inc. Wed Mai 01 11 52.09 2017 Page t ID.81s7p2vjcca4jB9DLSSwDPz_POS-7J6YvxP2ug3DTH izGzsfCTPxYaOxpXTaOvnTlzfJL4 4.4.13 5.5.4 4.4.13 1-0-7 2x4 2x4 11 Scale - 1:12.2 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Ven(LL) -0.00 3 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Ven(rL) 0.00 3 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Hor2(rL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 16 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.3 WEBS 20 SP No.3 REACTIONS. (Ib(size) 1=117/5-4-0, 5=216/5-4.0 Max Horz 1=65(LC 8) Max Uphill=-25(LC 8). 5=-76(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph, TCDL=4 2ps1; BCDL=6.Opsf, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and fight exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 1 and 76 lb uplift at joint 5. 5) N/A 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.' WARNING - VeArF design parameter and READ NOTES ON TMIS AND INCLUDED AIREK REFERANCE PAGE A107473 rev. 1602WIS BEFORE USE Design vdld for use only whit Miiek1b connectors. lhls deslpl Isbased only upon paanelers sttowrt. and h for an IndNkAtU LAAdbng component, nor a buss system. Below use. the lxtdl ng deslpnor must vedfy the cy:lAlcolAlty of design paranotem and properly bncogwtato V* design Into the overall I>rldbngdesign. eatingIndicated Is to provent buct%V ofIndividual tutswel> and/a chordmembersonly. Additional temporary, andpemnatenl Mocing Welk' Is dways regAed for sk*Alty and to peveni collapse with powlUe person[l"and popery darncge. Fa general grlrlonce teowdigr g the fabrlcatbn storage, delivery. erection and bracb Q of Inures and Inns systems seeANSU1P11 Quality Criteria, OS"9 and SCSI Bulk" Component 6904 Parka East Blvd. Safety tNomrollon available Rom buss Plate bu9Me. 218 N. Lee Sheel. Srlre 312. Alexandria VA 22314. Tan pa. FL 33610 Job I russ Truss Type ty T10546398 T80091 V03 Valley 1 1 Job Aeterence R 1al Budders FirstSource. Tempo. Plant City. Fbrda 33566 20 4 7.640 a Apt 19 2016 MTak Indusulee, Inc Wed Mar 01 11:52 ID 2017 Page 1 ID:8157p2vjcca4pB9DLSSwDPz_POS-bVgx6HPgt7B45RZuxzV5FP?b3ywZGGkdp2eL?BztJL3 2-0-0 2-0-0 1.11-8 Smote = 119 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) -0.00 1 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Ven(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hor2(TL) -0.00 3 n/a rlla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight. 5 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc punins. BOT CHORD 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 4=45/1-0-0, 3=66/0-3.8 Max Horz 4=29(LC 9) Max Upli113=-24(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (6) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft: Cat. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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 tit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 24 lb uplift at joint 3. 5) 'Semi -rigid pitchbieaks 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.' WARNWG - Valley deagn pammetera andREAD NOTES ON THS AND INCLUDED MrTEK REFERANCE PAGE 1107479 rev. laVIMIS BEFORE USE Design valld lor use orgy vAM 141ek8 connectors. lrvs design 6 based only upon paameters shown. and Is lot an hndvldu l Ix11dho component. not a ttuss system. Belote usix the bLSdng dedgnef must vedh the aPPBca bully of design paanetem and popefly Incorporate ink design into the overall building design. ®acing Indcoted Is topfevenl bucldIng of Individual truss web and/a chord membefs only. Additional temp ma ry and permanent bfact* M iTek' Is always tecruted Oaf sk"Ity and to gevenl colk"o with possible personal kWy and rxopeM damage. For geneul gnldance tegading the klxlcatbrL storage, delivery. efectlon and b tacing or musses and trim systems. seeMSI/I1141 Quality Cdtodo. OSB-89 and SCSI Building Component 6004 Parka East Blvd. Safety Information available Rom Rnm Plate Institute. 218 N Lee skeet. Sulle 312. Alexaxlda VA 223114 Tampa. FL 33610 Job Truss Truses Type ty T10546399 7B0091 VO4 Valley 1 1 Job ReterReferencetioelal r arlpa. Plant Gay, Rome oabeb 7.640 a Apr 19 2016 NNTak Industries, Inc. Wed Mar 01 11.52:10 2017 Page 1 ID:81s7p2vjcca4l B9DLSSwDPz_POS-bVgx6H Pgf 7B45R2uXZVSFP?bsyy6GGodp2eL?BziJL3 2-11.1 4.0-0 2.11-1 1 0.15 2x4 i 2x4 II LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 VBn(LL) 0.00 3 n/r 120 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=66/3-11-0, 5=183/3-11-0 Max Horz 1=71(LC 12) Max Upli115=-76(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc 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=4.2pst; BCDL=6.Opsf; h=25it; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load noreconcurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 76 lb uplift at joint 5. 5) N/A 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 WARNaVG . Vodfy design parnemtere and READ NOTES ON TMIS AND INCLUDED &7EK REFERANCE PAGE 0107473 rev. I&MMIS BEFORE USE valid toe use only with Mnek® connectors. R* design It faked only upon parameters shown and Is for an IndMQKi building component, not Id!Design o truss system. tem. Before use. the lxgcbV designer meal verily tiaprAlcat1111y, of design parrs amofeand propedyIncorporate this doslgn Into theoverallbinding design. bachg Indicated k to prevent bmidi ngof hWlvkAuf huff weband/or chortl members only. Additoralt lemporary and petmalnunt beating MOW Is always eegJredtoestabilityandtopreventcollapsewithpossiblepersonalhpayandpropertydanage. Foe general guidance regarding she ksbelcotlDn. storage, dotivery, erection and bracing of tnisses and IRAs systems seeANSI/TPl1 Quality Critedo, DSB-89 and BCSI Building Component 6904 Parke Ease Blvd. Safety Information ovolk" e, from truss Plate hs11Me. 218 N. Lee Sheet, Suite 312. Alexandria, VA 22314. Tarrpa, FL 33610 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 ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. V/11r For 4 x 2 orientation, locate plates 0-'Ad' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek& All Rights Reserved W1 . 0 MiTek0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury I . Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See 8CSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on inadequately broced trusses. 4. Provide copies of this truss design to the building designer, erec non 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 wane 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 contentof lumber Shall not exceed 19% at time of fobdcotlon. 9. Unless expressly noted, this design IS not applicable for use with fire retardant, preservative treated. ar green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type, she, orientationand location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and she, and in all respects. equal to or better than mat specified. 13. Top Chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Instan 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 I Quality Criteria. 6 a 6 N 10 r- N m m m m m m M m to M ry N ,n Ln m m Ir it m m m \f p 8 II N II 1 II II II II II N M II 0 II H II II IN i 0 co, M01P1FO1 Ij1 I L jl FO 1 11 1FO I IdlilI•--- FO I V I 1col I 1 I1) I sum" FLOOR 1: FIELD HDJUST SPICING FOR OU 6 a' RECORD COPY m m m m m m = m m ' m m m m m m m m m n I n n I u I I I I u n n n I n n u u r M: 0 1 1' 0v1f 0 19i-O n iv.0 O Q 1 0 O 1 O 1 1 OJTai1 O P.I 1., JOI mill lm PAAVjo:s1111, I i t 1 a I 14 0 1+ d jo I RIB 1Evoll RIB m e.-o cv.o. rcr r_.._vc_ co e rr j 19 19 19 C9 19 0J\DING SANFORD 1 7 - 19" 6EARW6 HEIGHT 5NEVILLE 9 -4 20.-3/4- 0 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO 106 41(REGOMMEIAATION5 FOR HAPDLM IN51ALLAYION AND TEMPORARY 09AGIN6.) REFER TO EN61NEEIMD MAWIN66 FOR PERMANENT OWING REAORED. 2) ALL 105SES (DKLLVIN6 TRUSSES LMER VALLEY FRAMW6) M0M51 DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACM REOLOREMENT5 i) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY DL41 DER 4 ) ALL TRI55E5 ARE DESIGNED FOR 7 oc MAXIMUM SPACUL LKE% OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON50ERED i0 DE LOAD DEARIN& LIiE%OTHERWISE NOTED. 6.) SY42 TRUSSES A61 DE INSTALLED WITH THE TOP DEDI6 UP. 7) ALL ROOF TRUSS HANGERS TO DE %MP50N HTU26LFLES5OTHERWISE NOTED. ALL FLOOR TRU% KANSER5 TO DE SIMPSON IHM22 LK E% OTHERWISE NOTED D) DEAMIREADER/LINTEL (MDR) TO DE U005HED DY DUn..ER 5HOP DRAWING APPROVAL 1115 LAYOUT IS 11[ SQE SOIOlE FOR FADRIC im OF TftWS AID V005ALL PREVIOUS AWITECTLRAI 02 OHER TM LAYOUTS REVIEW AM APPPOVAL OF INS LAYOUT MI DE REaKo PEFOREANY TRUSSES WLL DE Ru. VEOrI' ALL G01 IM TOIHM A6AMI CHANGES THAT WILL RESULT 01 EXTRA CHARGES 10 YOU tym4/ libel Nu, Builders FlrstSource Orlando PHONE. 407.851.2100 FAX- 407.851-7111 Plant Clty, PHONE, 8*-75q-Sg51 FAX: 015-752-1532 L ER Taylor Morrison Homes H: Daphene III B A MDPHSS. 1NHIOM. Lot xx 2- 16-16 Rick RECORD COPY 1-6 kq I City of Sanford Building and Fire Prevention Product Approval Permit # # 1 7- 19 0 8. Specification Form ev\IDUyG, SANFORD Project Location Address qI 120c" C rou{.- As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door FL15322.9 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other 2.Windows Single Hung MI Windows Block Single Hung FL17676.2,9 Horizontal Slider Casement Double Hun Fixed MI Windows 3540 ser. Frame Fixed Glass FL18644.04 Awning Pass Through Projected Mullions MI Windows Mullion — vertical FL18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-RS 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 Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) S.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 t NOTES WINDOW HEIGHTS 9t WINDOW CALL-OUTS 3tl U 2 c zG o C: 70z D z T r O W OWow mT 11 41 NatlNTT7" d m U w l N LOT 91 - THORN BROOKE 50's .q. Of — all _ a TAYLOR MORRISON A I. TV V m 70 O z z 0 9 m PQ 11111• NOTES WINDOW HEIGHTS j WINDOW CkLL4uT5 Mow IIIII x o d E g Jun, KK O T d K c=n r" lwi1 L)? llauul m, 1`4 2-or-— 3 It LOT 91 - THORNBROOKE 50's TAYLOR MORRISON I p! a9QPR- taylor morrlson MMI / IrIC. OP/W M1 LLG G •1 MMO HY, Mardi or• ei•mn . arw+7-0006 w Florida Building Code Online O1- r Page I of 3 Business & Professional Regulation acts Home I too to I user Relim atlon P06 R Mot Toga I Subftt surtharpe 1 stars & Faas I Pubbnuors I fat staff I ects Ste Kap I Links ( Search Bus1nes `; Product USER., wbrKusprroval ProtessinalRegulationWeaua • eern+ al 1eem,> Frneuet a eaknfen Snrtn , noano,bn Uat ; pfp111,7uOn Do1al1FL Jt FL1S225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/ Email 118 Industrial Drive Edgerton, OH 43517 419)298- 1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Emall Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan 3. King, P.E. 11 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) standard Vear 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.org/pr/Pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL # Model, Number or Name Description 15225.1 a. "Classic -Craft" and 'Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therrna-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15215.1 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.1-68 (6'8 Door Products), INST FLIS225 R3 II INST 15225, 68.Ddf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 A 15225 R3 11 INST 15225.1-80.odf Door Products Direct to Masonry) for Installation FLIS225 R3 11 INST 15225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports F lS22S R3 AE Eva! L5225 1-68 odf Fr 1522S R3 AE EVA 15225.1-80mdf FLI5225 R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 15225.2 b. 'Construction Series" and Benchmark by Therma-Tru" 6/8 Opaque Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fr IS22S R3 C CAC 15225.2 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST 15225.2-68.odf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS225 R3 11 INST 15225-68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, P.E. 43409 ASTM E1300-04) Created by Independent Third party: Yes Evaluation Reports F rS22s R3 AE EVAL 15225.2-68.odf. ELIS225 R3 AE EVAL 1S225-68H.odf Created by Independent Third Party: Yes 1522S.3 c. "Fiber -Classic" and 'Benchmark by Therma-Tru" 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.3 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.3-68 (6'8 Door Products), INST FL15225 R3 11 INST 15225.3-68.0f 15225.3-80 (8'0 Door Products) and INST 1522S-68M (6'8 FL15225 R3 11 INST 15225.3-M.odf Door Products Direct to Masonry) for installation Fl iS225 93 11 INST 15225-68M.6d( Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of "I' part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FLIS225 R3 AE EVAL 15225 3-68 odf Benchmark Door Panels.) FLIS22S R3 AE EVAL 15225.3-80.od1 Ft I S22S R3 AE EVAL 1522S-68H.odf Created by Independent Third Party: Yes 15225.4 d. 'Premium Series' and Benchmark by Therma-Tru' 6/8 and 6/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FI S225 R3 C CAC 15225.4 NAMI Certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INST 15225.4-68 (6'8 Door Products), INST FLIS22 R3 11 INST 1522S.4-68.odf 15225.4-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.4.80.1) Door Products Direct to Masonry) for installation FLIS225 R3 11 INST'15225-68M.odf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 15225 4.68.odf Ft IS22S R3 AE EVAL 1S22S.4-80.06f FLIS225 R3 AE EVAL 1S225-68M.odf Created by Independent Third Party: Yes 15225.5 e. 'Smooth -Star' and 'Benchmark 16/8 and 8/0 Opaque and Glazed Fiberglass Door with and IbyThenna-Tru' without Sidelites. Inswing and Outswing https://www.floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQWtDgv3y VVKJZ 1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: N/A Other- See INST 15225.5-68 (68 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for Installation instructions. Note - Glazing Shall comply with ASTM E1300- 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLIS22S R3 [ GeC 1S22S.S HAMl cgrts.11X Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 11 INST 15225.5-68.odf FLIS22S R3 11 INST 15225.5.80.odf FLIS22S R3 11 INST 1S225 68M.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL1S225 R3 AE EVAL 15225.5-68.pd Created by Independent Third Party: Yes 115225.6 I f. "Premium Series", "Construction 16/8 and 8/0 Opaque and Glazed Steel Door with Transoms. ISeries" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Approved for use in HVH2: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate FLIS22S R3 C CAC 1522S.(f NAMI certs.odf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions FLIS225 R3 Il INST 1522S.6-68.odf FLIS22S R3 11 INST iS22S.6-80.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE EVAL 1522S.6-68.odf FL1522S R3 AE EVAL IS225.6-80.odf Created by Independent Third Party: Yes muI Heat SAria Us :: 1240 NorthHome* SUM, Tallahassee FL 3230 Anne' 8S0.487•t824 The State orFlorida Isan AAIEEOemployer. Cooyilgld MO7.701'a date ofFlorida.:: PrNacv Staff :: Acressldhty Statement :• Refund Statement Under Florida law, ernalladdresses arepublic records. Ityou do notwant youre-mall address released In response to a pubic-tecows request, do notsendekatronicmintothisentity. Instead, contact the oldie try phoneor by traditional mar. It you have andquestions, please contact8S0.487.1395. *Pursuant to Seaton 455.27S(1), Florida Statutes, effective October 1, 2012. licensees licensed under chapter 45S, F.S. must provide the Department with an emir address If they have one. The emalls provided my be used for oirCal communication with the licensee. However emall addresses are public record. U you do not wish tosupplyapersonaladdress, please provide tha Department with an ertwl address which can be made available to the public To determine a you are a licensee underChapter455, F.S., please c8ct bUL. Product Approval Aotlpb: MERM Cre it WOE https://www.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-R5 108 Mutzfeld Road Certification Date: 1,0/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" Is only valid ifthe NAMI Certification IAbei has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within R__.,__ __ u wwr,- _-.rt _•t... o......e... to a.. eAtr A by The Am riron Natinnal Standards Institute (ANSI). CertifiedNAM1•s Certified rroaucc L tstin at mr. 1an"cc1 uucauvn • .. ,..... o a.........v..... ....... ---•--••-- - --•------------- - - Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact & Outswing Opaque Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 8'0" +47/-47 No NCTL-210-1940-1.2.3.4/1TF-257F Single X O/S Opaque 3'0" x 8'0" +47/-47 No NCTL-210-1940-1.2.3.4/TTF-257F Sin le XX I/S Opaque 6'0" x 8'0" +40/-40 No NCTL-210-1940-1.2.3.4/TTF-257F Double Standard Aluminum Astmigai XX O/S Opaque 690" x 810" +40/-40 No NCTL-210-1940-1.2.3.4rM-257F Double Standard Aluminum Astragal XX I/S Opaque 610" x 8'0" +47/47 No NCTL-210-1940-1.2.3.4/TTF-257F Double Coastal Aluminum AstraAal XX O/S Opaque 6'0" x 8'0" +47/-47 No NCTL-210-1940-1.2.3.4r1TF-257F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 594" x 810" +40/40 No ETC-01-741-10593.0/L-2173MF-257F Sin lc w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 8'0" +40/-40 No ETC-01-741-10593.0/L-2173/iTF-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" +40/-40 No ETC-0tandard Aluminum Astragal 7F Double w/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO O/S Opaque Door 8'4" x 8'0" +40/-40 No ETC-Otandard Aluminum AstragalDoublew/Sidelites Glazed Sidelites Standard Aluminum Astra al OXXO I/S Opaque Door 8'4" x 8'0" +47/47 No ETC-01-741-10593.0/L.2173/TTF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 8'0" +47/47 No ETC-0 1 -741-10593.0/L-2I73=F-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal VA IWIT) National Accreditation & Management Insctcuce, Incra 774 veorge—asnnrg•vn ,.rcwv..a • J.••I- , Tel: (804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: National Accreditation & Management Insctcuce, Incra 774 veorge—asnnrg•vn ,.rcwv..a • J.••I- , Tel: (804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within i- ..KAw..•:ww w NA M1+& 9.r11r- atlA . Prneram is Aeeredited by The American National Standards Institute (ANSI). NAM I's Certlneo Product Configuration 1as1m • a, Inswing or Outswin c- ---.5n--v-... Glazed or Opaque Maximum Size Design Pressure Pos/Nex Missile Impact Rated Test Report Number Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L.2097=F.253F Single X O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/1TF-254F Sin le XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/ITF-253F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L.2097/TTF-254F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/1TF-253F Double Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 47/47 No ETC-01-741-10703.0/L-20971TTF-254F Double Coastal Aluminum Astragal OXO/OX/XO 1/S Opaque Door 594" x 6'8" 40/-40 No ETC-01-741-10593.0/1,-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 514" x 6'8" 40/-40 No ETC-Ol-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No 53FETC - StandardDoublew/Sidelites Glazed Sidelites AstragalStandardAluminumAstraalAluminum OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-)0593.0/L-2097/1TF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/-47 No ETC-01-741-10593.0/L.2097/1TF-253F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-0I-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astra al vA National Accreditation & Management Institute, incJv 94 George wasningion :r:Z7Tel: (804) 684-5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005330-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinwu.d a.. Tl.. Amsrlean Natinnal Standards Institute (ANSI). NAMI's Certified Product Listint at WWwjN2micerducaijon.cum. NAAH a i-cr..--ca.-u-- Design a,.,......-....... Missile Test Report Number Configuration Inswing or Glazed or Maximum Pressure Impact Outswina Opaque Glazed Size 310" x 6'8" Pos/Neg 47/47 Rated No Comments NCTL-210-1940-1.2.3.4/1TF-256FX1/S Single X O/S Glazed 3'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/ITF-255F Single XX US Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4/'ITF-256F Standard Aluminum AstragalDouble XX O/S Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4/iTF-255F Standard Aluminum Astragal Double XX I/S Glazed 6'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 610" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/ITF-255F Coastal Aluminum AstragalDouble OXO/OX/XO I/S Glazed Door 514" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/ITF-256F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Glazed Door 5'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/1TF255F Single w/ Sidelites I/S Glazed Sidelites Glazed Door 8'4" x 6'8" 40/-40 No ETC-0tanda-I 56F OXXO Double w/ Sidelites Glazed Sidelites Aluminum Astragal Standard AluminumAstragalOXXOO/ S Glazed Door 8'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L.2151/TTF255F Double w/ Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO 1/ S Glazed Door 8'4" x 6'8" 47/-47 No ETC-01-741-11008.0/L-2151/TTF-256F Double w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/ S Glazed Door 894" x 6.8" 47/47 No ETC-01-741-11008.0/L-2151/ITF25SF Double w/ Sidelites Glazed Sidelites Coastal Aluminum Astragal uwni r._____ ul_-.«.-.•.« Mww.n«leYL11 • _ v/4tnvoc_ VA 23072 J National Accreditation & Management institute, Inc4774 George Wass-.•-r• .. I..•• , - Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-R5 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassie/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Bencbmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" Is only valid if the NAM] Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinN. Mn. :a n...ort:bet by The Ameriton National Standards Institute (ANSI). NAMt's Cernnea rroouci Configuration mingat Inswing or Outswing ww....,. 1....,.:.....n...,...., Glazed or Opaque Maximum Size o.. Design Pressure Pos/ NeZ Missile Impact Rated Test Report Number Comments X 1/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF252F Sin le X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096MF25IF Sin le XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/rTF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 40/40 No ETC-01-741-10702.0/L-2096MF251F Double Standard Aluminum Astragal XX I/S Opaque 6'0" x 61" 55/-55 No ETC-0 1 -74 1 -11 008.0/L-215 I rrrF252FDouble Coastal Aluminum Astragal XX O/S Opaque 6'0"x 6'8" 55/-55 No ETC-0 1-74 1 -11 008.0/L.215 I MF25I F Double Coastal Aluminum Astragal OXO/ OX/XO IS Opaque Door 5'4" x 6'8" 40/40 No ETC-0 1 -74 1 -11 008.0/L-215 IMF252F Single w/Sidelites Glazed Sidelites OXO/ OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/iTF251 F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-11 2F Double w/Sidelites Glazed Sidelites AluminumAstragal StandardAluminumAstraalOXXO O/S Opaque Door 814" x 6'8" 40/-40 No ETC-01-741-11 Double w/Sidelites Glazed Sidelites Astragal StandardAluminumAsalAluminumOXXO 1/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-0 1 -741 -11 008.0/L-215 I nTF252F Double w/Sidelites I Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'41'x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/T-I'F251F Double w/Sidelites I Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management institute, Inc 4794 George Washington memor1a YIFIAYC." Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: THERMAITRU a THERMA TRU DOORS I I Inoue-rqw. OR.. C00CWC.. ON 42617 Smooth -Star" and "Benchmark by Therma-Tru" 6'8- SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS ' W/ & W/OUT SIDELITES j INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES 1 2rI05.5V MAX. OVERALL HtAME WIDTH j s • s 1 1 1 s 1 I 1 ,1 K _9 4 1 1 1 1 I 1 1 1 1 1 1 W V 1}'il IF'il l!' it 1, 1 I J General Notes 1. ft product anchoring drawing has been developed in compliance with the 51h Edition 2ol4( FlOAda Building Code (F&CI excluding the1flghVelocity Hurricane tone'. See the Certification Agency Cer ir"te for stm. speclbcallars and ratings. 2. Product anchors shoo be as listed and spaced as shown on details. An" embedment to base material shoo be beyond wall dressina stucco. foam. brick and other w01 coverings. 3. Wood screws shoo be irufaled f000vring Installation Imttuctions of ANSI/AFaPA NOS 2012. A6 other fastener types to be installed following fastener manufactureWs Installation Instructions. 4. fastener embedment depths, edge distances and centereenter distances shol be as specified by the fastener manufacturer but in noInstance sholl they be less than shown in Ihb drawing. S. Where shims are used, they must be a -rigid / stBP material that compiles with the requirements ofthe F6C. gI 6. Positive and negative design pressure requirements for use with this drawing shoo be determined by others for specific Jobs in occoidance with the governing code. L 7. Site condoons not covered by this drawing are subject to further engineering ana". tASIS OfCOMENIS SHEET• DESCRIPPON I i elevations, design premms a general notes 2 Buck 3 Hartle anc 4 Nome dlnchorkl0 a of materials5 Ho ntal a v6YACaleon sections 6 Vefto Crost sectioris 2 3 e• 6 e B s 6. e DOUBLE W/ SIDELrIES OXXO MAX DESIGN PRESSURESS. O -55.0 37- W MAX. j OWIDTH wlon+ M A SINGLE x MAX DESIGN PRESSURE 67. 0 -67.0 68. 5? MAX. OVERALL WIDTHS 3 S SINGLE W/ SIOELRES OxO MAX DESIGN PRESSURE 40. 0 -40.0 74- V MAX. OVERALL wlont 1 2 3 s s s DOUBLE xx MAX DESIGN PRESSURE SS. O -SS.O LOCK IUNDWAK M!G • —01 RIWRSV 71GNAIUM SIM U1CN WUMUSIGNAIUMSEMU M MOO S3. 07 MAX. OVERALL WIDTH i 2 3 I• s s. K K tSINGLE W/SIOEUTE Ox MAX DESIGN PRESSURE 40. 0 -40.0 000F 4 j i M-I u Dam 2 2} 12 ; snit N.T.S. ale m. JK s UW m: LFS i a AWMIO: FL- 15225.5-68 a IICR 1 to 6 46 D II i''••... ILA 1 II i lit B0, II MUlUON I I SHOWN FOR MULLION f 11 SHOWN FOR 11 xllll 190 MASONRY OPENING TYP. HEAD do JAMBS MASONRY OPENING f TYP I I REFERENCE II MASONRY I I REFERENCEOPENINGTAD 1 I 011 E HEAD k JAMBS rY JAMBS N a 2X BUCK 2X BUCK 11 I I I I V i 2X BUCK 11 I I a I I I n I I I I MULLIONnoIISHOWN II ciR I I pIIc11REFERENCE SINGLE W/SIDEUTESAINEDOOR BUCK ANCHORING cIN•. E W/SIDEi lTE DUCK ANCHORING BUCK ANCHORING u c r. 11 1 11 I h MULLIONFOR 1 MULLION 1ISHOWNFORII 1OPENINGTYP. HEAD TYP. II REFERENCE 1 REFERENCE IIqJAMBSASTRAGAL1SHOWNFORHEAD JAMBS 1 II N016: 1 REFERENCE 1 II1 La t. ?Xt>txkmh $.G.t0.33. 2% BUCK 1 BUCK 11 II1 ax^ FCNM ANCHOR MOM 1 II 11t. orpeto anchor localbns at Me comers may be odF++ed to maintain the min. 1 I I ASTRAGAL SHOWN I I k edge dlttonco to moRa)oinls z Coriaete anchor locotions noted as IMAX ON CEWIV must be acOnfed to 1 O cd o I I I I FOR1REFERENCE 1 I1 ci c moinroiri the min. edgo detanco to nwrkwbtots. additional COW"teonchoa 1 I IIImaybore°uirod to am" Inc MAX ON CENTER' akrron*nare nos exceeded. 1 i 1 I I 221 12IIJ. Conte anchor table. ,i:, 1 ANCHOR ANCHOR MIN. MIN: CIEAItANCECItTAaIANCf• 1G MASgUIrlr lO A'OJJi1t:ERM Tye y fM11ED111EtYf' EDGE ANCHO W 0 1/e 1.1/e T r T t<ocoN Ile 1.1/e 1' utnA4 1 I I 8 I I $ AL. N.T.S M. at.. JK DOUBLE DOOR DOUBLE W/STD ITS C wn.. LFS BUCK ANCHORING MASONRY RUCK ANCHORING OR -- a w. ' OPENING FL-13225.5-58 sKn 3 or J- < F1 C 0• 'E' 3` I I 1 iiMULLIONe° i SHOWN FOR REFERENCE A W/2X BUCK INSTALLATION 9W/lX BUCK INSTALLATION O Q1YP. NFJAO @JAMBS 16 iI'l 5 12 C• 0• V rr 'C*-•C-•C' SINGE DOOR W/SIQUIITES C6INy PAIRS 3o TTP. TYP. 3 3- E• r N to SEE DETAIL 't' o ,,I SEE n + DETAIL Irv' 1 •6L__ _1 r =r p• A. B' A• Cffl; i 6i #o s` yy`, R 6 N W/2X BUCK E m = MULLION ' A INSTALLATION r G SHOWN FOR _ o ° _ ,9 W/IX BUCK - in a f REFERENCE >. INSTALLATION x BUCK INSTALLATION n 0 TYP• HEAD JAMBS i° 3IL X BUCK INSTALLATION y ' HUD h JAMBS U C 16 t6 o a SEE g & SEE - 5 _ DETAIL '1 5 DETAIL •2 1 M11 C' b' A' vIrw *r_l"• NEW 'O•-"O' SINGLE OR W/SInFIITE VIEW -a---a- SINGLE DOOR 9MW R/ OProNN. COMUPITaI FAMISPS. IIOi /Jo (nP..us MGM to MM urr cONNiL410NS) SIOELRE NOTES: 1. th0 9deate B direct set Into the Jamb wllh (12) R6 x Tpfh. wood screws. there are (I) of each voMcallamb, ROm the top down of 13.S. 31 . J6.S 6 66•. there are (2) of the header at /'tmm the outside comers of the Rome, retheare (2) o1 the sill, P' Rom the outside comers. 2 For optional sid"fe construction with staples. sidefite Is direct set Into the Jamb with (s) % X 1 • s/; 16 ga. staples along each jamb (6'trorrl ends and equally spaced thereolfen• CONCRETE ANCHOR NOTES. 1. Concrete anchor locations at the comers may be ocgwted to maintain the min. edge distance to mortar Joints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be adjusted to maintain the m1n. edge distance to mortar Joinh, additional concrete anchor may be required to ensure the ImAX. ON CENTER• dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCNOR I. MIN. MIN. CLEARANCE TOM% ISONRI' MIN. CLEARANCE IOAWAd r- TYPE AM EMEEDAAENT EDGE ANGNOR rtw • 1/1• 1.1/,C 2' TAPCON rrw a TAFCON3/16' 1.1/E" S• 1'1/2' W/ 2X 8UCK 2 INSTALLATIONW/ IX BUCK I1 INSTALLATION DETAIL ' 2' r . err 0Qa. 0101 s 3 NZ2 21 12 r N. T.S. 3 R: JK c s. I LFS 3 15225. 5-68 c L T- d VIEW-C--"C- C- 4 3_r 3 7- r SEE NOTE JI r SHEET 3 1 SEE DETAIL I J ASTRAGAL) , MULLION J SHOWN FOR 1 SHOWN FOR REFERENCE p REFERENCE ONLY 1 p 16 16 5 1 1 5 1 •, E' DOUBLE DOOR W/SIDELITES IN 2N PAIRS 30 of TYP. X BUCK 712ALATION X BUCK ALLATION HEAD ry H Ud65 1 N SEE DETAIL -- c W4 = O I a V) ram, I VIEW "E--'E- M I/ 0"a t CYIIITI/MTw rASTCJrM MV 130 (W. ALL sonm to ow Jum cowfoca") Item DESCRIPTION Material A 110 x 2-1 2 P W OD SCREW STEEL. g 10 X 1-314 PFH WN STM C to X 1 H WOOD SCREW STEEL I 10 x 4 LG. S EW Hine toFrame) STEEL 10 x 2 LG. PFH WOOD SCREW I EL 3 x -1 2 L CR STEEL 4 t 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 11 4 x 3-3/4'-ITW PFH CONCRETE SCREW STEEL it 3 16 x 3-1 . ITW PFH CONCRETE SCREW STEEL 12 7 4 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 I X 2-114w PFH ITW CONCRETE SCREW STEEL 0 HEADER JAMB SUGAR PINE SG >- 0.34 WOOD 21 3 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2 X I X 25 GA. CORRUGATED FASTENER STEEL J- I t SEE OETAIL 3. 1 ASTRAGALSHOWNFORREFERENCE1 ONLY 1 goo BUCK A LATro4 a ., ppzEADdt 1uj{T11 JAMBS 1 s SEE t DETAIL 1" c t or 5 A GI G +s W/2X BUCK 2INSTALLATION W/IX BUCKINSTALLATION 12 t C W/2X BUCKINSTALLATION 3' t 0 W/IX BUCK tt OETaL •t" INSTALLATION DETAIL -3" ATTACH ASTRAGAL THROW SOL B STRIKE PLATE TO FRAMEASSHOWN. I C I DETA_IL__,-4- o`er ob 13 Sol JO F4 113 I I - 3 4 q. IX BUCK IAg r 5 4 A IL2% BUCK INTERIOR EXTERIOR Or A cR d q INTERIOR EXTERIOR INTERIOR EXTERIOR I-'\ HEAD JAMB 42"N HEAD JAMB /-3`\ ourg, jAme- To Ixwo-ouc% to rmmw TO Z, Sub-wck br*iv "wn inv*qmown 13. 2X BUCK 2INTERIOR INTERIOR 4 A EXTERIOR EXTERIOR MIN INK SmSCe IA 1AEMSIMIMSMIN I.IS MIN. . Me. B. SoEKS1.27MIN. . Ems. tv. oilt. 2/21/12 9:ALD N.T.S. OWL Im.. A VERTICAL SIDE IAMB CAL SIDE AMS CHR. gr. LFS 10 2- Patbut it TOVMwfl- OPAWM W: bvAv ftwn uwwDvshownFL- 15225.LA8 al dv yP t INTERIOR EXTERIOR 8 INTERIOR EXTERIOR EXTERIOR INTERIOR 7 fNn 120 so v 13 t is 21 12 = n 13 1 VERIICAL CROSS SECTION 6 pcoag"n . Z VERRCAL CROSS SECTION 6 Otes++Mpconfguotbn 3 VEIMCAL CROSS SECTION o 0 R INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR W sLA O. A e a 16 131% e Li i y Ou 4 VERTICAL CROSS SECnON S VERTICALCROSS SECTION 6 VERTICAL CROSS SECTION are. 2 2t t 2 6 I con guotion 6J Oum*" connotmion OWN" conr9nfion war N.T S 3oc. ttr A • LFS 3 COMO ttw a FL-15225.5-68 0 THERMAITRU THERMA TRU DOORS 1 1 a lmoum"1 ON., Eoftc Rc", OM 43717 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes IOS-Q MAX. OVERALL FRAME WIDTH --y 16- 5 s 11 1 1 'I IL11 y r-_y 1y 1I Iy 11 r__y r__y 11 II 11 II uuu a e wA ,t__1, N' T T' a II 11 11 11 e' t 5• I C a; =r tea; I I; 11 1. Thts product anchoring drawing has been developed In compliance with the Sth Edition 2DI4) Florida Building Code (FBC) excluding the'High Velocity Hurricane tone". See the Certification Agency Certificate for saes, specifications and ratings. 2. Product anchors short be as Riled and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing. stucco, loom. brick and other wall coverings. 3. wood screws shall be Waged following installation instructions of ANSUAF&PA NOS 2012. All other fastener types to be Installed following fastener manufocturefs installation instructions. 4. Fastener embedment depths, edge distances and center -center distances sholl be as specified by the fastener manufacturer but In noinstance stall they be less than shown in this drawing. S. Where shims are used, they must be a'Ytgld / sfifr material that complies with the requirementsof theFBC. 6. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific jotsin accordance wilh the governing code. 7. Site conditions not covered by this drawing ore subject to further engineering analysis. TABI!'OFCONI Mt SWEET III OESCRIFFION I Typical elevations, design pressures a general notes 2 Buck ancTloM 3 Frame o 4 From onchadrop s bill of muter oti 5 Horizontal a vertical cross sections 6 vertleacrousections 68-0' MAX. ovgtAu WIDTH I 1 s 5 5 11 11 II 11 11 p1111 11 ,1 1, ,1 1 11 11 II 11 11 II 11 1' 1' '1 11 11 It 11 11 11 11 11 I 1 1; ;1 11 11 II 11 11 '1 1 1 11 ,1 1 1 1 1 1 0 0 6 8 6 6 0 0 8 8 8 8 DOUBLE w/SIDELIrES OXXO MAX DESIGN PRESSURE SINGLE w/SIDEUTES OXo toctNAttswAtE wrG a fEnEs MAX DESIGN PRESSURE 47.0 -47.0 0"KsErSIGNAIUMMIESIAM" 1 +40.0 40.0 I WnETLGNATURESERIUTM MAMMY 37-VMAX. OVERALL WIDTH 71-VMAX OVERALLWIDTH S3. W MAX. OVERALL WIDTH S S 0 3 Y 5 9 5 1 1 I 1 1 11 1 1 I lJ L':-J 11 11 11 II u u I 1 1 I tr l a-- H' 5 T Ti iT Ti 1, 1, 5 Ir-YI 11 -11 11 11 11 i-, 1 1T-YI 11 11 11 II 11 II e K-7 -r:t' 1 ' 1 sI ,1 I I 1 1 I 1 1 1 3 N. 11 1111 II 11 11 11 11 11 11 11 11 11 11 11 11 11 11 1' 1' e elr o Ir- YI Ir-YI 11 11 11 111 1 1 1 1LLI11 1 . 0 Il- 1 IA-tl y- J. 11•_JI 11 11 1 1 1 I 3 6 1 2 J 16 0 0 6• 8 6 8 0 8. 8 6 6 SINGLE X DOUBLE XX SINGLE w/So to OX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 47.0 47.0 40.0 -40.0 JIMi ctWC 2 T 12 i WIC, N.T.S. src, er• JK o pail, en LFS J; sel. lvo w: e FL- 15225.5-80 = a snag t at 6 1. 1' -MULuav I I I I MASONRY OPENING TYP. HEAD MAS?NRY. OPENING II TYP II SHOWN FOR REFERENCE MASONRY (I OPENING TYP II II II I IJAMBSHiAD1IHEAD" JAMBS JAMBS II II 11 II 11 Ind' I I II n v d 2x BUCK 111 IMULLION2XBUCKNIIItSHOWNFORI vi p ii i REFERENCE II 2X BUCK I I I I I I II to .. II c MASONRY OPENING NOS' 2X BUCK I. 2X1—),Xk min. S.G. 2 0,55. CONCRETE ANCHOR NOTES: 1. Concrete anchor locdlloss at the toners may be odhnted tonxintain the min. edge distance to modariotnh. 2. Concrete anchor tocaSons noted at'TNAX. ON CENTW must be oOAted to maintain No mh edge distance to mortor Joints, oddtlond concrete arlcfios mov be rooueed toensue the UM. ON CENTER' dunenslon are not e=ooded. 3. Concrete anchor toble• ANCHOR ANCNOIt MIN. MR1. CLEARANCE MIN. CLEARANCE rypE mu EMBEDMENT ioMASONRY EDGE TOAaACENr ANCHOR aw 1/r T.T/r r rTArCONa ELCO 1/4 - OURM:ON SINGL W/SIDELTE BUCK ANCHORING II p 1 TYP. HEAD 1 JAMBS p ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1_ 1 1 1 1 1 1 DOOR ANCHORING DOUBLE RUCK 4 B- 4- II R II I I MULLION SHOWN FOR p e MULLION FOR IITYP. II REFERENCE a SHOWN HEAD p REFERENCE JAMBS 1 II e I I II 1 II II e II I I ASTRAGAL I I 2x 11 p SHOWN FOR IIBUCKII1REFERENCE II 1 it u II 1 it C6 II 1 II II 11 1 II a II MASONRY DOUBLE W/SIDELTES OPENING BUCK ANCHORING arc Irr. JK at of, LFS yuwa +o, FL-152215.5-80 C. ro• 3. 73F+--) 111 I II I I MULLION ' _ III SHOWN FOR 111 — REFERENCE yg A W/2X BUCK INSTALLATION - 1 O C 9 W/1X BUCK INSTALLATION TYP. HEAD k JAMBS - 7' 73- I r i MULLION SHOWN FOR — REFERENCE y WN 2X BUCK INSTALLATION 1X BUCK INSTALLATION IHEADAtJAMBS1 SEE {¢ a N •8-- O — — NNOIChI^ — t8 18 18 DETAIL oSEE La 2 uI Inn— ' 12 iii 5 iii i 11 Rv- .= 11 w aI J W U __ j C. -D- E- _T C. p' A' VIEW 'C'—'C" SINGLE DOOR W/SIDELRES NEW 'E'--EVIEW •D'--D' SINGLES DOOR W/SIDELRL SON 01/ OP1104A OWPUCARD 4$ 77M RPr Jj !;. ALL soars TD Dora a.Ascnwr4X10M BUCK NSTALLATION/ Ix W/ 2x BUCK— SEE— NSTALLATON TYP. HEAD A DETAIL 1 JAMBS DETAIL V. A' VIEW " B'-'R" SINGLE ODOR SIOEUTE/ NARWWE NOTES. 1. the sideute D direct set into the jamb with (12) #8 x 2' pth. wood screws. There are (4) at each B vertical jamb. from the top down at 13.37. 31. I8.5' a 66'. There are (2) at the header at 4" from the outside comers of the home. There we (2) of the sill. 4' from the outside comers. 2. For opliWp1sidellfe consinxilon with staples. sidE6to Isdirect set Into the jamb v4fh (8) 74, X t C 4 1-314" 16 ga. staples along each Jamb (C ham ends and equally spaced thereafter). n3. Latch, deadbolt and hinge locationsvary. See Certification Agency Cedillcafe and conespondrigtestreportsforspecificdimensionsanddesignpressureratings. 1 CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the carvers may be odAnted to maintain the min. DETAIL edge distance to mortar joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge dutonce to mortarjo(nts, addlIbnol concrete anchors may be required to ensue the MAX. ON CENTER' dlmeruicn are nOt exceeded. A A 3. Concrete anchor table: ANCHOR ANCHOR. M(N. MIX.CLEARANCEMIN. CLEARANCE 1 t TYPE SRE EMBEDMENT TO MASONRI' EDGE Tb AaJACEfiTANCHOR A A F 1/ 1' 1-1/4' 2' 4"ffw1 1 TAPCONe 1' ITVYtA CON's 3/1C 1.1/c 3' 1.1i2' DETAIL it eus N.T.S. a0. er: JK or 3' 1 I I 1 11 III B SEE DETAIL '3' 11) A tU SEE NOTE 3 1 I gSHEET31 1 MULLION1SHOWNFOR REFERENCE ASTRAGAL 1SHOWNFOR - REFERENCE 1 ONLY 1 - B B p 16 16 IB 16 )6 12 t8 5 1 .5 tl1 - t2 c 111 1 111 VIEW "C'-'C DOUBLE DOOR W/SIDELRES w/2x BUCr a1STALIATIO w/tx Burr INSTAUATIO TYP. HEAD JAMBS SEE DETAIL 4 01 Zw A"ZW 30 3• 'n W ` S IA's j 6" - I I"— 4 —I HF I F-1 1-6" 1 'n.. i 1 w/2x BUCK A age SEE DETAIL 11 3 DETA L - 3 1 INSTALLATION 9 n j ) • h 91 1 TYP. HEAD k c; B JAMBSASTRAG_ JJA- Ir N1 SHOWN FOR REFERENCE'S _ ONLY 1 _ to t6 16 5 1 5 u1 A' ` VIEW 'E'-'E" OOUBL£ DOOR VIEW -A'-A' pow M/ OpNONa COMMA= rwsTLNCM. REV /so f". ALL sronnt TO ow "m caNNmna) Uem DESCRIPTION Material A 110 x 2- 7 2 P H WOOD SCREW STEEL B to STEEL C 10 X 1 PFH WOOD SCREW STEEL t 10 x 3 a lG. F WO D SCREW HIn a to rome STEEL 4 t 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW S L 5 1 4 x 1-J 4 Tf1Y PFH CONCRETE SCREW STEEL i d x 3-3 4 ITW PFH CONCRETE SCREW STEEL 1 X H STEEL 11 J 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 1 t d x 3-1 s ITW PFH CONCRETESCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-I t PFH nw CONCRETE SCREW L 20 21 NFADER JAMB PINE SG > 0.42 3 4 THK. PRESSURE TREATED SIOELITE PAO w000 w00 30 1 ?" X t' X 25 GA. CORRUGATED FASTENER STEEL B I C t DETAIL "4' A t A 1 DE7u_"I " rrr— dZ 11 0 1 DETAIL 3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. V/ Ic ANIF I a M S m227 12 i isrxcN.T.S. c en JK G cm. W. LFS 3 MWING No: ° FL-1522- -60 c alai 4 or6 0 2E IL: 1X BUCK 9 INTERIOR EXTERIOR 1 HEAD JAMB . VTIbtuckhrAingshown INTERIOR 2 NEADJAMS S wwtn" #town 2X BUCK INTERIOR O A EXTERIOR 2S MAX. SISM SPACE 1.1 MIN EMS. 115' MIN. M. TYP. IN VERTTCAL SIDE JAMB to 2xW**Vsub-buck 3dai EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR 3 HEAD JAMB forift htwn 1 0.1 S. MIN. C•SIN[ 02SMAX. SHM SPACE 1. 1 S' MIN. EMS 5 VERTICAL SIDE JAMB To wood0011WI&Oshow" jz g. ga ll Mo u° c 2121112 0 LE: N.T.S. i rtr. JK a n LFS 15225. 5-80 n aka 6 j0 INTERIOR EXTERIOR' Z _ $ = u EXTERIOR INTERIOR • INTE20RIOREXTERIOR o soild az 13 21 r d 16 16 a 1 VERTICAL CROSS SE ON 2 K CAL CROSSSSECTIO 3VEIMCAL CROSS SEC110N6 np conllpuotlon 6 U I k n 5' La INTERIOR EXTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR Li i 16 e ti i Z U 4 VERnCAL CROSS SEC170N 5 'VERnCAL CROSS SECTION 6 VERTICAL CROSS SECTION ryn: 2121112 s 6 p conrourorcn 6 outawinp conrguror on 6 Ouhwinp eonr purouon WAW N.T.S. s mn err. JK pw, w: LFS = pmw. c o. R n FL- 15225.5-80 c L T o THERMAITRU THERMA' TRU DOORS 1 1 a 1«ousT — all.. coo[wTOM. Oa 43917 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & WIOUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. This product anchoring drawing has been developed In compliance with the Sth Edition 2014) Florida eultding Code (FBC) excluding the'Nlgh Velocity Hurricane Zone'. See the Certification Agency Certificate for sites, specificatbns andratings. 2. Product anchors shalt be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing. stucco. foam, brick and other wall coverings. J. Fastener embedment depths. edge distances and center -center distances shall be as specified by the fastener manufacturer but in no Instance shoe they be less than shown in this drawing. 4. Where shims are used. they must bea tigid ! stiff* material that complies with the requirements of the FeC. S. Positive and negative design pressure requirements for use with this drawing shall be determined by others for specific Iota In accordance with the govemtng code. 6. Site corldRlons not covered by this drawing ore subject to furtherengineering onahysls. TAR1EOF CONMM OESCRR`IION I elevations. dell n pressures &eneral notes 2 Hantol cross seelooIPSHEET• 3 Va "MCross teat 4 flame 5 frmrle a 6 ble mat 68 106MAX. OVERALL FRAME WIDTH MAX. f •.•tQ;: OVERALLWIDTH SQ' I A g iris ,'1'i I il _ i ,'Fig i•'••.......••' `` ~ „i S 1 11 1, I' 'I I ', 11 '1 1' 1, 11 S 1, 11 '1 ,' ', 11 Y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 A r l i1 1 it l iI I •SI , , i1 'i it 1 1 1 N 11i u 11, ,1 1, ,1 1, •,I ,, ,1 , f 1( t, 'f -f; 'f 'F--r "r •il ( 1j i 1i ti ' ' 4 `[f` oousL1 W/ srt wn oxxo MAX DESIGN PRESSURE 55. 0 -55.0 37- 0' MAX. OVERALL WIDTH 1 2 OO IjEbt SMILI X MAX DESIGN PRESSURE Lmwaemn. + 55.0 -S5.0 s cWaysua. +65.0 -65.0 74- 0' MAX. OvetALL WIDTH F12 aoW xx MAX DESIGN PRESSURE 5S. 0 -SS.O mwrt W/ =a m oxo MAX DESIGN PRESSURE 55. 0 -5S.0 S3D' MAX. OVERALL WIDTHswan w/LONE Ox MAX DESIGN PRESSURE 55. 0 -5S.0 IOCx KAWWARE MFG A INJU 9W1OEr S4MATUM TENTS U1t:M RN7OETtIGNANEE fER1Et 7 0 oEAODOU S r S 2 u° 2 2 t12 °s N. T.S. e: JK FL- 15225-68M 1 HORIZONTAL CROSS SECTION 4-9/mbnflguotan n l VI INTERIOR EXTERIOR 2 HO IZONTAL CROSS SECTION b/lh6'jptnpontiguation 3 HORIZONTAL CROSS SECTION y q tts ir igttntion h EXTERIOR t".l 4 HORIZONTAL CROSS SECTION b9! 6nptnbfigurotlon F INTERIOR EXTERIOR S HORIZONTAL CROSS SEaON 0 Id amb "WW EXTERIOR W INTERIOR i VERTICAL CROSS SECTION Ou6 con purot n 4V/I6'pmG EXTERIOR M INTERIOR 2 VERnCAL CROSS SECTION 3 canfgurotb^ 9/IS mb IMERIOREXTERIOR S S VEIMCAL CROSS SECRON a EXTERIOR EE EXTERIOR ePA INTERIOR 411" E a gg3i 1 41 VERTICAL GROSS SECTION 3vO'°:uciion y INTERIOR 6 VE C L CROSS SECTION p o an JK ' a.c or tF5 auwc w: FL-15225— .8M s r T 0 HEAD, O MEAD 6.9 o6r' HEAD71YP. MUWON WN FOR ERENCEAMB JAMBS 4411CIAMB — nIII I VIEW'C'• C SINGLE DOOR W/SIDEUTES o 1 a L r 1^ N y rW O y 0 1 hDETAIL'S p I c + s SEE DETAlVr in D 9/IBHEAD r mist 6 ru pHEAISHEAD MULLION w e I d9/I6•HEAe io ° ^ of ` 3 Smd SHOWN FOR REFERENCE _ n of n 4tj f h9/16' HEAD G 9/16'JAMS- d Typ.0 O p TYP. ®JAMBSJAMAMBBS TYP.0JAMM h9/16'lAM6— T d IA/1C1MAB o SEE DElNL'1'• p Fn1 — in S SEE DETAIL TL 5 a VIEW "E"-"E" VIEW D"-b' SINGLE DOOR W/SIDELIIE VIEW'g :"ll" CONCRETE ANCHNOTES; NOT1. Concrele Ichd lacowns at me comers may be oclusted to malrltointhe min. edpo datonco to niorfvdnb. 2 Concrete anchor locotions noted as IMAX ON CENTER" must he 00w0d to mointotn the min edge "once to morforlolnh. additional concrete andwrs nvy be requred to orw+re Iho 9NAX. ON C:E FTER" dUnensfon oe notexceeded. 3. Concrete vrMa labte: ANCHOR ANCHOR AM MM CLEARANCE MIN. C1E. Mme TYPE SIZE EMBEDMEM 10 MASONRI fLTYiE. lb ADJACfMT ANCMOR 1/ 1' 1.1/* S" TAPMNEtc* t/. 1' UL1TlACON 111W • 3/16' AS SHOMM AS SHO9MAr TcONSIDE{ IIE NOTES: I. fie tldeGte Is dLect set Into the jomb with (12) R8 x 2' pth. wood screws. There are (q of each veRko! jamb, ham the lop down dl Mr, 31 .46X 6 66. There ore (21 Of the header of 1' horntheoutsidecomersofthehome. There are (2) of the 0, x'trom the outside tamers. SINGLE DOOR VIEW A A" Yi Ilr t DETAIL r Al l iISO 111115F Il" WF xu x DETAIL " 5' DETAIL J" F7 _ 15225-6t3M n ecuP„ srRv • or yS 0 4' 4 I T 1 I I _ 1 1 513OETAIL 9l16'HEAD To O HEAO 1 F9/tCHEAO. J ASTTAGAL l MULLION SHOWN FOR 1 SHOWNFOR REFERENCE 1 REFERENCE ONLY 1 1 1 1 S 1 S DOUBLE DOOR W/SIDEMES 1 r 6-9/1CJAMB TYP. O JAMBS 4-9/1 or JAMB DT SEE o DETAL'T p 1 VIEW "F'-"E" BILL OF MATERIALS MONK C IJP MAX. SHIM SPACE 0 1 /4" X 2-3 4' ELCO OR rtW PFH CONCRETE SCREW STEEL E MASONRY .3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1/4'x2-lie ELCOORRWPFHCONCRETE SCREW STEEL G 3/1d'X2.3/4'TTWPFH CONCRET SCREW SfFEL M 3116' X 2-1/4' ITW PFH CONCRETE SCRF STEEL S 1 lie x 1 4" ELCO OR RW PFH CONCRETE SCREW STEEL 11 3/16'x3-1/PITWPFH CONCRETE SCREW STEM 12 I/ 4' x 3 I/ aC OR Irw PfH CRETE SCREW STEEL 16 1le X 2-1 /4' PFH IIW CON RETE S REW STEEL 24 N9 X 3/4' PFH WS STEEL 26 N9 X I" PFH WS SfEa 21 N 10 XI J/4' PFH WOOD SCREWSTEar 1 1 SEE DEFA0. VC 11O 16- HEAD HEAD fF4- 9/iI6rHEA0EASTRAGAL SHOWN FOR11 REFERENONLYI6.9/ 16' JAMS G - Ci II TYP. O JAMBS 1149/ICJAM9 li _ 1 SEE DEVIL I 1 1 - o oI 1 lit DOUBLE DOOR VIEW A" -"A" 11 0 27 p 1 " .. ATTACH ASTRAGAL THROW BOLTSTRIKE PLATE TO FRAME 26 AS SHOWN. 24 DETAIL" 6" H 26 DETAIL " I" me. n: JK M. of. VS AWHO t4A FL-15225- 68M R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33395 Phonc $13.659.9197 Florida Board of Professional Enguucra Cenifieate of Authorization No. 9213 Product Category Sub Category Manufacturer Product Name Thermo Tru Corporation Smooth -Star' and "Benchmark by Therma-Tru" Exterior Swinging 119 Industrial Dr 68 Single rT< Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors Exterior Door Assemblies Edgerton, OH 43517 Inswing / Outswing Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for 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. Um/tat/ons: 1. This product anchoring has been developed In compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco• foam, brick and other wall coverings. 3. Wood screws shall be Installed following installations Instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a "rigid / still' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.68 shall be determined by others for specific jobs in accordance with the goveming code. 7. Site conditions that deviate from the details of drawing FLA 5225.5.68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard ETC-01-741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11006.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Slaned by ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Sinned & Seated by Lyndon F. Schmidt, P.E. Sinned a Sealed by Lyndon F. Schmidt, P.E. 1lirttfliesrlCNM w`' '• t vu. ri4C f r a l rr t r • i "''` • Lyndon F. Schmidt. P.E. FL PE No. 43409 2WO15 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrica, FL 33595 Plane 913.659.9197 Florida Board ofProfessional Engineers Certificate of Anthoriation No. 9813 Product Sub Category Manufacturer Product Name category Thera Tru Corporation SmoothStaf" and "Benchmark by Thenna-Tru" 1ExteriorSwinging118IndustrialOr 8'0 Single 3 Double Opaque or Glazed Panels wl 6 w/o Sidelites Doors Exterior Door Edgerton, OH43517 Inswing I OutswingAssembliesPhone419198.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System 10 # 1998) for Thera Tru Corporation, based on Rule Chapter No. 61G20.3, Method 1A of the State ofFlorida Product Approval, Dept. of Business ti 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. 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'. Seethe CeAiticatbn Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base materiel shall be beyond wag dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shag be installed following Installations instructions of ANSI AF&PA NOS 2012. All other fastener types to be installed following fastener manufacture'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=5.5-80. 5. Where shims are used, they must be a "rigid I stifr material that complies with the requiremerts of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225."0 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 5225.5-80 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard ETC-01-741-10593.0 ASTM E330-02I TAS 202-94 ETC-01-741-10703.0 ASTM E330-02ITAS 202-94 NCTL 210-1940-1,2.3,4 ASTM E330.02 I TAS 202-94 TEL 01460147 ASTM E330-02 i E1686-0210996-02 2. Drawing No. Prepared by No. FL-15225. 5-80 RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing Laboratory Sinned ETC Laboratories Mark O. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Signed & Seated by Lyndon F. Schmidt, P.E. Sinned 6 Sealed by ttr :'ta 7rr` Lyndon F. Schmidt, P.E. I-:-.,1 A I., rt r w U ti Trill ersas+it`• Lyndon F. Schmidt. P.E. FL PE No. 43409 2rvQ015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Dox 230 Valrico. FL 33595 Phonc a13.659.9197 Florida Board of Professional Engineers CenirwAte ofAuthorisation No.9313 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation 61 Single & Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ a w/o Sidelites Doom Exterior Door Edgerton, OH 43517 Outswing Assemblies Phone 419.299.1740 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01998) for Thelma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. o1 Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Um/tedons: 1. This product anchoring has been developed In compliance with the Sth Edition (2014) Florida Building Code (FSC) structural requirements excludingthe "High Velocity Hurricane Zone". See the Codification Agency Cerlificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.68M shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL-15225-68M require further engineering analysis by a licensed engineer or registered architect. Suppordby Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawing No. Prepared by No. FL-15225-68M RW Building Consultants, Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA 09813) Sheet 1 of t Testing Laboratory Sinned Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slanod & Sealed by Lyndon F. Schmidt, P.E. Sinned &'Seated by Lyndon F. Schmidt, P.E. tltltitrr/j t.• ,4. 619 STA1k of .w QNA 0. t,. Lyndon F. Schmidt. P.E. FL PE No. 43409 2/62015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENC!NEER OF RECORD. 3. -.X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE ix BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE 51ESDONS181L1TY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1 /3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED iV..PACT PROTECTIVE SYSTEM IS REOUI.REO FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF I/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEL48LIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH:/OVERHANG HEIGHT. iO. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH :0 ACHIEVE A 1 3/8- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR A.VCHOR!NG 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 OeTA!LS. 12. FOR ANCHORING INTO METAL STRUCTJRE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO AC.4:EVE 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 0=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. ME I (OR GREATER). D. METAL STRUCTURE, STEEL 18GA. 33KSI OR ALUMINUM 6063—T5 1/8' THICK MINIMUM TABLE OF CONTENTS IEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION DETAILS R(NSiCAS OSSCRI MN CAM I"Rolm AOOEO CHARTS 03/06/12 R.L. REVISEO PER NEW TESTING 10/15/13 R.L. ADDED FLANGE wSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. SIGNED: 1012712015 MI WINDOWS AND DOORS LLC ttttllrrr/i/ 1900 LAKESIDE PARKWAY 5 ;:'. tO41 v/. FLOWER MOUND, TX 750289di i z iT• 0 61SERIES430/440 XIX SOD 1 e3" x 9 REINFORCED ir DtTtti ENNOTESTAT OF evC ii.e 'lOFoRAvrt:: C«C No REV 08 " E'er 030f D S OlilAllt?\`\ CAL' Ott tNTS02/23/09 9 6' MAX - 7NAX O. C. 96" MAX FRAME HEIGHT I i L 6" MAX 143' MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATINO t40. 0PSF NONE SEE CHARTS b1 AND12 FOR OTHERUNITS RATINGS REVISIONS REV 1 DESM,nOH DATE APPROVED A ADDED ChARTS 03/06/1.2R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHART MI 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REOVIRED SEE NOTE 9SHEET I Des1 n pressure c"4& 740.0 Frarro Single Panel and TOth (in) 1 20.0 36.0 Q.7 In) 90.00 108.00 143.00 PDX M09 PDX Neg g Pas Neg 84. 0 40.0 60.0 40.0 57.9 0 40.0 48.0 ea, o 40.0 6060 40.0 9 40.0 45.0 92, 9 D,O6 40. 51. 1 40.0 47-3 96. 0 4.0 6 4.0 4. 7 40.0 40.0 CHART 42 WHERE WATER WF&TRATION RESISTANCE IS NOTREOUIREO SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Sra* Panel and Total Frame Wdtn (in) HDI9ht in) 30. 0 136.0 420 1 47.7 90.00 t0a.00 43.00 Pos Neg Pos Neg s Neg64.0 50.0 60.0 57.9 57,9 0 48,088.0 60.0 E St,B 6 52.048. 0 0 45. 092.0 59.6 58.8 51. 1. 42.396.0 655.6 49.0 49.0 0 40.0 Number of anchor locations required Frame Single Panel 9 Total Frame 1Nidth (n) Heipnl 30. 0 1 36.0 42.0 47.7 In) 90. 0 1 f08.0 125.0 143.0 H6S I Jamb I HdS I Jamb H8•S Jamb H&S Jamb 84.0 6 6 7 B 11 8 6 9 1 6 88.0 6 6 7 6 B 6 9( 6 92.0 6 8 7 6 e 6 9 6 98.0 6 6 7 B 6 B 9 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7502E SERIES 430/ 440 XIX SGD 143" x 96" REINFORCED ELEVATIONS DRAWN.. oWD ND, F.A. 08-00503 NTS 0" 1E 02/23/09 -2 OF 9 SIGNED: 1012712015 1/2" MIN. EDGE DISTANCE 1 3/8' MIN. W000 FRAMING OR 2x BUCK EMeEQMEM BY OTARS J] MAX. SHIM f110 WOOD SPACE SCREW I(10 WOOD SCREW WOOD FRAMING 02 2x BUCK BY OTHERS EXTERIOR II II 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTU E2112 1 3/6' MIN. EMBEDMENT 1 1/2- MIN. EDGE DISTANCE j-,0 WOOD SCREW BE SET IN F APPROVED MIN. GENT WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4- MAX. SHIM SPACE RMSIOwS R[V O.SGA0110w DAM A MOVm A ADDED CHARTS 03/06/12 R.L 8 REVISED PER NEW TESTING ' 10/15/13 R.L. C ADDED P.ANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/05/15 I R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN Owr NO. F.A. 08-00503 seat NTS PATE 02/23/09 s"=El3 OF 9 SIGNED: 1012712015 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4• MIN. -- EDGE DISTANCE 1 1 3/4- MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE DESIGNED INACCORDANCE WITHASTM E2112 RMS*NS Rro DLst "Pr,DN I M7[ 4"ow;o A ADDED CHARTS D3/06/12 R L. 1/4" MAX. B REVISED PER NEV; TESTING MIIS/13 I R SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/t3 D REVISED INSTALLATION DETAILS 08/05/15 R.L. 1 /4" MAX. SHIM SPACE I o 3/4' MIN. 4S OR EDGE DISTANCE INTERIOR ©IRILLINC101 R #10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF APPROVED MANT METAL STRUCTURE i BY OTHERS EXTERIOR JAMS INSTALLATION DETAIL METAL STRUCTURE+NSTALLATTON MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/A40 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DR wN: DNC :uD. F.A. 08-00503 K'Ac NTS D'TT 02/23/09 5 —4 OF 9 SIGNED: 10/27/2015 C' E fV`pit 'Jr X OF i0'e'. 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN c EMBEDMENT 1/4" MIN. 4'•' EMBEDMENT CONCRETE/ TMASONR`! BY CTHERS 1 2 1/2" MIN. CPTONAL EDGE DISTANCE IX SUCK TO BE PROZERLY SECURED 1 a" Max. P SHIM SPACE 3/16' TAPCON J SEE NOTE 3 SHEET 1 L 3/16' TAPCON 1 I CONCRETE/wASONRY BY OTHERS EXTERIOR II If It 11 INTERIOR 11 11 SET IN 3/16' TAPCON I —l j I SA BEDIoOFEA?PROVED MASONRY/ CONCRETE BY OTHERS I 1/4' MIN. EMBEDMENT 4 VERTICAL CROSS SECTION _ CONCRETEIMASONRY INSTALLATION 2 1/2 MIN. EDGE DISTANCE MAX. SHIM SPACE c INTERIOR o' a I EXTERIOR OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 PLv140R5 o=Qvm" W1E PPR.&VM A00S-O CHARTS 03/06/12 R L. REVISED PER NEa TESTING 10/15/:3 R— ADDED FLANGE INSTALLA110N5 12/06/13 R L. REVISEO INSTALLATION DETAILS 08/05/15 q.L. 101 a i-2D a JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIORANDEXTERIORFINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 TL 1S33Z, MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGO 143" x 96' REINFORCED FRAME INSTALLATION DETAILS 7No. F.A. 08-00503 scu[ NTS 02/23/09 SHER5 OF 9 SIGNED: 1012712015 GENs.,JI 4T((,AcAYO OF lli`j,1ONA11EN\ AV R_ti@ONS 1/2" MIN Re+ DESCRw11014 WTE I pptwmEDGEDISTANCE A ADDEC CNARIS 03/06/12 R.L. s B REVISED PER NEW TESTING 10/15/13 R.L 3/8" MIN, C ADDED FLANGE INS,ALATIONS 12/06/13 R.L. IOOD FRAMING EMBE MENT OR 2X BUCK D REVISED INSTALLAION DETAILS 08/05/15 A.'-. BY OTHERS MIN. 1/4" MAX. t/a' EMBEDMENT SHIM SPACE MAX. SHIM oSPACE1/2" uIT INTERIOR y10 WOOD EDGE DISTANCE SCREW EXTERIOR INTERIOR 0 Fill SCREW 110 Ra SCREWSILLi0BESETINA BED OF APPROVED SEALANT jg, -Im WOODFRAMINGIEXTERIOROR 2X BUCK BY OTHERS WOOD FRAMING JAMB INSTALLATION DETAIL L OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS T 3/8' MIN. EMBEDMENT 1/ 2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: f 0/27IIO I5MI WINDOWS D DOORS LLC 00LAKESIDE S 1R pW,,, FLOWER MOUND, TX 75028 EN'q ."Pp ONES: / 0 SERIES 430440XIXSGD *• 1143" x 96"REINFORCED 51 *= INTERIOR AND EXTERIOR FTNISNES.BYOTHERS, FLANGE INSTALLATION DETAILS ` NOT SHOWN FORCLARITY, SEALANTArr o , TAT 0 F zr DESIGNEDIN ACCORD2. PERIMETER AND IANCEWITHASTOTHERSTOBEou N. 01+G 440. RN O'n •;°f OR10Q; • 0800 MENTS wTc 02/23/09 sE563 V-OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS to I tKIVK c nwn 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. P. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 3/4" MIN. EDGE DISTANCE 1 /4' MAX. SHIM SPACE I OR 3/4' MIN. LUNG EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS L.TO BE SET IN BED OF PROVED SEALANT METAL STRUCTURE BY OTHERS 1 /4' MAX. I SHIM SPACE REVISIONS REV DESCIM O" DATE ARPRDVW A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED PLANGE INSTALLATIONS 12/06/13 R.L. 0 1 REVISED INSTALLATION DETAILS 108/05/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAW OWC !IO. F.A. 08-00503 5"" NTS I DATE 02/23/09 IUM7 OF 9 SIGNED: iolv2oTS it ! 1 to /zbi( OEIyS.'9J,% D 15it 6 x = A* OF O Fl010P CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED E NDTE 3 SHEET 1 2 1/2" MIN. EDGE DISTANCE e'• •: .. . .. 1 1/4' MIN. EMBEDMENTu e' I I 1/ SHIM SPACE 3/16" TAPCON4 EXTERIOR 3/16' TAPCON —\ MASONRY/ CONCRETE BY OTHERS 1/4' MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 3/18' TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS r SILL TO BE SET INABEDOFAPPROVED SEALANT u 1 1/4" MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEOAASONRY INSTALLATION EDGE DISTANCE 1/4' MAX. r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I RMSIONS REV OCS:R1C1xIN WTE I *PROVO A ADDED CHARTS D3/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.l. C ADDED FLANGE INSTALLATIONS 12/05/13 JILL D REVISED INSTALLATION DETAILS 08/05/15 1 R.L. JAMB INSTALLATION DETAIL C0NCPETE1MASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTIAE2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS co-W LnvC No. F•A• 08-00503 c NTS — 02/23/09 SR-B OF 9 SIGNED: 1012712015 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP n 1 1/4- MIN. EMBEDMENT 1X BUCK BY OTHERS. IX BUCK TO BE PROPERLY SECURED 3/16- EXTERIOR E;;JD —'_ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1NTER1Of? TRIM METAL STRUCTURE BY OTHERS TRIM —,, INTERIOR HOOK STRIP RMSDNS REV OESCRPTION AT. APPROVED A ADDED CHASRT 03/06/12 R.L 0 REVISED PER NEW TESTING 10/15/13 R.L C 'ADDED FLANGE INSTALLATIONS 12/06/13 A.L. 0 1 REVISED INSTAUA-10N DETAILS 08/05/15 R.:. 3/4" W N. EDGE DISTANCE SELF GRILLING SCREElW 1/2' MIN. PANEL EDGE DISTANCE EXTERIC n INTERLOCK HOOK STRIP INSTALLATION METALSTRUCTURE 1 3/8" MIN. EMBEDMENT I HOOX STRIP P0 W000 ZL SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKAVOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS OMWN: OTC NO. F.A. 08-00503 sc> NTS PATE 02/23/09 1 SNEET9 OF 9 SIGNED: 1012712015 dp Florida Building Code Online G6(5 bcor (Sr ") Page 1 of 4 4 iusiness ProfeSS lonal Pgfi:G iililll FbWa Dplimert(q BOO rl-e I tog in I user Registration i Im Topks I suwlut surcharge 1 slats a raps i Publkattons I Poe start I acts site cap i Mks I Search I Busines Product ApprovalProfessitnal0USER. public User Regulation egg 3.3mJ(urt er AtrolklLion Search > Aeehratien tat > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL5302-R6 Alfirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle@amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336)251-1308 brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 lntertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE I ! Valldation Checkllst - Hardcopy Received Referenced Standard and Year (of Standard) Standard =al ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 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 Method 1 Option 0 Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 FL A 1 Model, Number or Name I Description I 15302.1 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-1 10-1 1,Thru 9' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +19.1/-22.6 Other; Design Pressure +19.1/-22.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6009-I10.11 Drawlna_7-10FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party. Yes Evaluation Reports R S'tri7 R6 AF IRC-6A09-110-11 Reoort 7-10 FLodf Created by Independent Third Party: Yes 5302.2 Stratford (M600)• Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (141650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +1S.8/-18.7 Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions F15302 R6 it IRC-6009-100-11 drawing 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6009-100.11 report 7-19mafelLadf Created by Independent Third Party: Yes 15302.3 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-120-15,Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +22.8/-26.9 Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FI 5302 R6 it IRC-6009-120-1S Drawing 7-10 FLodf Verified By: TON SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +26.7/-31.6 Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. Installation Instructions FI 5302 R6 11 IRC-6009-130-15 Drawing 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FLS302 R6 AE IRC-6009-130-15_11teoortLlO FLAW Created by Independent Third Party: Yes 5302.5 I Stratford (M600); Heritage (M950); I Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits Of Use Installation Instructions Approved for use in HVHZ: No C-6009-140-1S Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports httpS://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=WGEVXQwtDqunL7seV ZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. FL5302 R6 AE IRC-6009-140-IS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.6 Stratford (M600); Heritage (101950); Oak Summit (M650) Dwg. 1RC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009.150-15 Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. FL5302 R6 AE IRC-6009-1S0.1S Reoort7-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. 7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009.169-15 Drawlna 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use In HVHZ. FL5302 R6 AE IRC-6009-169-1S Reoort 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. S302. 8 Stratford (M600), Heritage (M9S0); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-100-15 Drawino 7.10 FLDdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-100-IS Report 7.10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 9 Stratford (M600); Heritage (M950); Dwg. IRC-6016.110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FL5302 R6 II IRC-6016-110-LiDrawino 7-10 FL..odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048S79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FLS302 R6 AE IRC-6016-110-IS Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-I5, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-120-15 Drawino 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FL5302 R6 AE IRC-6016-120-IS Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302. 11 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6016-130-15, 10' Thru 16' wide. Limits of Use Installation Instructions Approved for use In HVHZ: No FLS302 R6 11 IRC-6016-130•IS Drawino 7.10 FL.Ddf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports Other: Design Pressure +25.6/-29.1, Not for use in HVHZ. FL5302 R6 AE IRC-6016-130-IS Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. S302. 12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www. iloridabuildi iig.orglprlpr_app_dtl.aspx?param=wGEV XQwtDqunL7seV ZMF... 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/-33.6, 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 Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140.17 report 7-10 sealed.tldf Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-140-24 drawina 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950), Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-145-24 drawina 7-10 sealed.odf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE iRC-6016-145-7.4 report 7-10 sealed,gdf 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. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 Res 11 IRC-6018-110-IS Drawlna 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. QS G2 Res AE )g 19811015ReDDrt7- Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 16'2 thru 18' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 II IRC-6018-120-IS Drawing 7-10 FLOW Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-15 Retort 7-10 FL,Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. aaclr Neel Centaa lK :: 1940 flalh faenrpe Greet. Taaehassee FL 3239q Phone: 8SM87-1824 The state of Ronda a an WEED employer. )9oyrloht 2007.2013 State of Ronda.:: Prhracy Staternerit :: Accessibility Statement :' Rdurd Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released In response to a publ2-records request do not said electronic mall to this entity. Instead, contact the office by phone or by traditional mob. IfYou have anyquestions, pleasecontact 850.487.1395. 'Pursuant to Section 4SS.275(1), Florida statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department withan email addressIf they have one. The emalb provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, olease prgwda the Department with an mall address which can be made available to the public. To determine If you art a licensee under Chapter 455. FS.. please click hfm• ProductApproval Acceptst 0®®® uvorityms Miff] M"- - https://www.floridabui lding.orglprlpr_app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 A6Am7A&Z =IV CAW= ATTACHED W 13) V... Ile' A ULT • WI DDI MACKEY IS CA 11[ r r 1064 STRUTS ATTAPO TorA7T.OED V/13/ W.' . N/ 1D V.. . L.' NCI TOAD yA• KK CA MSC K S EACH CCrIAfEe rt* ATarc P13ITrYDiCI! LTD rnttwr,%T scc r c 3 ry vnocr. INSIDE ELEVATION r 1CGA, 3TVW r T. i ATTADED V/ Q/ V.• f V.• smrvt pwe g%xxxnAATcabCLwr1A3/ • ST6[i 3• FX^ STrvrt K. KAID VI ATTACHED v/ to 1/.• . 3/.• 10 4" DIRASATT CRM AT Naln CArDIEn ATTACHED m 00 STD.E v/ 1D V.• . VA. HEX HEM SDHVS To CAN= r 7• DAU STm DI "nip SKIT STaDQUmv/ 7/ IS' PtYAIAKR nP A 101-THEGIDm mlvTs TYPICAL DUDAEeE END MAU .3 a1s u°01+ Ti1awaaTmwe33r31DIsOFF Do. S a eETT111) io a CENTER3EIIi7- 97M 7/ I4' W eal7 AM Yr/Mm1 11) 14 DP ITA7•MmMTTOK3 "" p TRACK MOUNTING DETAIL D.T.! 14aiVXA3AFT CENTER ra" • TACKS v/ (U V41. 3/.- mom ro. STWT Ar1AC KAT III 3TRU1 IS Alas 0) T Tv) pat a IrrE IJ Ts trAUDD. PAN 3 np STRIT SACDR IADVIDE TD r /. 1 ..rro orm.Al v av CAaAACKsis SD:rD1 PACKET 1. G TICK .nACI[D V/m V.• K 3/.• MEN MUD SCREv3 MCAL 111rApcFT a 2011D arsIw / a mvs Cr Kris [OWL313v/ CWTA oo we WITS IV A. C'KSATNS =A710I g//11QlS wMSE 110 y 1M 3) IMDW a$ me oft1s. aTre 4.' TirAeMIKE, I13 GA. CAM STEEL p rt qV••-te AKt VM IMT a On w (AMTSC1 rit TALE T a V.fj S v1 yror•oET oAnw te•a CONIIWRATbK roe we, U TO I.' TAU OOOe! K. 1n I Ko m1 Ir rwe lom by rd(M1. 1D iut:s• • IDHDDI=rO Y)D07DD6PAN oprt srtn DCTAr 1 a Er® laa t cat pn 4/a p 9Qi T O3rC4106 G aoo rnDl sc>, ae (+aD¢Ts np/r O errT10HA - A !SIDE NEW) l3%tsso 7A r IsWAX R_ all 1. gpi f, KEMTwo" o. w4Z r IS70111D0i. 01. J q. y h CPypO1nWWM00 04yy pefaI/uM. IDIA. r40AS1 WSW t*K19 an 3 DOGS r .WW NL s OEJo1a3 r.Vr:rr® AAD brA11m RI STrc Aa Irr IVIMn D.f1. rev xr KAA1 AuS is rA +. 1091 MISS) •e lm Ua 3 I. r i1.K11A.L VS." a IS ®e® n . AronlrD •. Pm9aa " AporrT 10.r1 rDa.TP w w T14rr. Y .mla N em . o OmNspa TO .AD3iAK ..0 7 TV.ATpip.l .er0 Am w eoTM r.r3aKo W ffi ffi ft0 0040670 . rP KVON LOAN z.. p PSI IM WADS • k! Old,. .`,`a q . aT.z Dsr fg in....V av FL w nrn. a cCA.Aa err! MODU 0050 OAK SUMMN w/DDreSele MoDn /000 VM77ORD n/DW*Safe MODEL /000 HEFU? AGE Tr/DDn8e7e SherL Lama. rush t Oell Summit Camel's b DIAfI DI Ol bII P/E/m 1•.IOTEer3D B Dm®r Alt as eT/IsgT IRC-6016-120-IS 3M ID3 all DP-IOwL LO PANEL iCP Gla2E0 SECTIdv (S"RLIf A)1D STJIt L[YOUTS) aC ola CLAIM aloM AORAAL 011 ON OarA 164 O.IOLoomt .70E lam Liss It" IV$ " E MVl1 USE 9•a1R loam 0.ALNc all ixom mLTiara WOOD JAMB ATTACHMENT TO STRUCTURE 2'! [11[AL JAMI AttAdEN: M lfxi fOAN[ Sr.LNr^,L 3/LNi• xi• L 1 iaucv T TtnG • a0( cNOt tKN a ac. a "I-EruEMBEDMENT)121 u JA+. AT7A[Il R M ! A.l It, [MQ[ir IOLiI NI 3A.• R .' START[,G i' fRp1 CVDS TNON 2t• ac. /2 V2' EIIlCG[Nt) LOltt SLCEVC AK)CR 3/r R e-3/4• SfMTU(O i• fR01 CLADS TIC+( 2.• a4 tl 1/.• EI.MCCI[Nn ITVANA,CCT RCPCAD CRIhlGLt) 3Ar R .• Stan - i lRO• CvDt TNM 2•• a, 2 Ile. C)L.EDKENnV[RTI[AL JAU Art•` trt .Ilv [.!a 43 1, A R Y itSC,". R[vS ITARt{MG f r Ln9s. USE PAIRS Q fALiCKRL K MART) AT 3 . U Y [M!EliNn rAs" IA.• R 2-3A.• K At A' C. 114- OC13411G i' FROM EN02. LA[ AOK OreASTC14PS <Y APART) AT ti• DL. O 1/[• QaEDINEM) TKN 2.' at N 1/1•TI CMOsnC®UAQortNGLLOV C-SO BLOOD FR[ i[AND IMT CA DCWOI !i SUM" s PRoVIOf A FLUSH IWM:.VG SINrACC' N omcivE 1QtW laaC GROUttO lLDC ty: StlllCiLRC SIRNICTIRS STRUCiWE STRUCTlK E I ' b1/ e• rn !x{ e- 2 1-vr Nw It. JAN! ICN gACIC tCAEvt OPTIONAL SNORT PANEL INTERMEDIATE GLAZED SECTION (STRUT AND STILE LAYOUT) UP to- 1/o• 2D•vr Io- We to-s/e l l SIQtT hRIEL GLAZING rAtIENER DETAIL LONG PAKL GLAZING fAttENEA OCTAL N1 S - N7S. Gae. oronl YAN00%/ FRANC OPTIONAL Oeara INSERTS tl( UV PROfECnoN YATN UV PROTECTION vlUNN. 3/32' THCK SSB OLASS RY 1 A Cn w •• !+ .ao tao, tA01mI.Aa AAflp 1l mCLDC0 INSIDE 14. AiAVAtu BLE TRACK f,ONr10URAl1aM5M. S. WAX SIZE ear IV LOADS 2. 7P4 37. 2OW YODEL YODEL YODEL Roarncvnc IDR ) Ala mlWllattT)V V BNDuINm SO BIA M r! DAT/ 11 Ca sma a+ aAauSH tA4A / is • liEO i.`PJ(' 0 • i 2" rr AIR collr v!a(v«a(tn K CTIp 1 OAK SUMMIT w/DurSaf. STRATFORD ./ DurNSate 1 HERITAGE w/Duri3.te 1. nuab At Oak sumlult Pllnll': OU ati M/UNa) 'LIc RAAI wi aE w/ym IRC-6016-120 soIor3 A B D F J K L IA N eP svzteWour ewtivrscw• s+tr P Sv7 few 75VT W ae Vr®W A t!Z t W 37 Vr ap UT 51 w yr er BP 5yrigyrayrSSyrOVlStw6tYrTJLr eSYY BP s:rrlewafa>awaevz wervrlevr atvz OP s t veauzxvraovz twaevze VrlBvz W r Of S'lltew3Vl3SVrtlV7 W6Yr72W YrP1 r Yr tQP ssrtteu avtaeW,4vz®WWvr yr vz yr taeur tOP SVr18w Yr73VrieYr WW1?e1Yr®t?7Ww tU 1 V3' w K YCtlI/rSeW61YZ r Yr V WW7 W t]1 1fP le 75Vz3gY4aeKaDwPvt18 Ni.e9Yr vrlYW t2J i?P SYrM bUt W UTBJwe/VIBIWMVZfOlWtOBVZtmw tflVl 12e' SYr 0W SYl39Yr v? w 1 v? n 7Dvr mV W W A vi tffiw 13Bw 1JP us SVrt svrteW svzseWaaviawWvze+Weevr,oawloevz+alwmvrL>awulvz YrJgVr Yr8IW67YTTBWe6 Oew1RIYrSxW121YrtatWu6 xP surlewaur er.evzmwe urmweev7t@ xgvrrnwtrovzwwtsrw r,i lrlrcrmic7 L`Ilt 7Ei3E lI>• E:•L7 t:.'-7k-.,:.R••L•-a LL9== E13L7 ML__l• Ea/ E-LA ua=-„- F S llu7i 2 iEEaE E ",: rr—E aRan Etlltll.iyl 1l31] EFl•7!^'!!i-IJ!'£1 E2I]IL'""•t•CL7•-r: •L [i:JE E E717 E1.7l:LE"':7 E71i• C2L [S•yll41JE E E21):rr _.. lI1E1E EIf1G171F1:•]L'2J E E}Ll l+zl E:2l 2F7 EFFSLr•-All 77IY"][aJ EYtI<.r7 EilEli7 Ekti3.cs.RiL-.LL"ill El• El21'•-zt-T t lS t.+"-F'r •Rts%J [13:J Etl7 t.7E:i1Rtl atllt->•t r,tiS:9l_2-f1• <FD E.'Etd7Ell t?l f:s-3b - Lk:jtLU LU3 E EEE slum lE70 EU1 ill;.-..•.,-,k_•y'lt}S':J l2i:l !If'.ri _'^nlldJ lIIl EiLEl'"lLIUUI Jr'-:.a:iEEl EIIl IRMaREILE OLINsvrEk.i)1 r''1•ISE'•R:L a[i7'•,EEi Eklllr-ElLEEl2 y.^a•r•:-.afk rtl•l llSi1 K'.•i 7ELfa EIt1 Q1J!`->•!}3i]t1L•J ILi31: !II]E.-lE7[J!'11 EIAU ML__WUi:lt i'JliiYlE EEE EILLt r"=E/ll l:i7 1fEaL'S•.jULJfL= .3== Cli,.-IE=SIt:L E2LE L.r7fr:lelr:1Q36_i E:1 ELr'7Ei'.11EilE E!L"•'.F'.7Sitn lk._IIJEEEI EI• ikl'l'•R Ir.Ei]J1l:E1 L <s'-lLi]TIdL'ilCx3:9 f.7J<s'7lcZ>•E.1•J ELZE..•r--cl'11fa3=711:57 f:2J'.r r, TEilE lil fiZ1l->•vr:rt-.r:.l:fL'7 E2Z7! :1•lsl)E l-J EFa Et*7F iILlilIIiIII!•E EtL]t El.vr7Eil7 E MkffA_ __•vLUWUL)k,.ar.n E1! 7 J - Q"LIElF'S1IliJli:iJEEi E me" l7EJI Ee2 41i:IW 00' ©00 0 EF17!*-:.lk'-i..n7[.:LS'hLr `=- 1hr..&MMIAEYZ1::y'r.FSIJm.:mn wMMELLEEl17E`IK1511169Et!•E mWEXMR:uLEELr'7111i3:7I11d9Et!•EEE r--lr:sar mQ mmEiii Ei11•.-r.F'UUI7 J1k:3ri== KMIM=Mnr rzL 71ti1i7E1•EIEI f:i'iJiL.'-1•!i]E1i27 0 •.. IIAU *a Q?] fiJty'-1ErlE E:FI EkiI]"•`'r.'f-,wr-t[i C__ Etii]]'>t''-11ESif EL a_,_AIMMaAR_IA F3iimmmmmELY EILI•-' r *k GSii t liLIiIEEE7E Errr s "' EnaEJra [! L*c',• QlJi®®®®®E El2EEt' - F 'n s"i®EtE EI! EI3lEt.7E fE7lE p . -,. . , •„ • • C7ait7 EriJ E1L.'-7 n-S.:LILS:J lE1 EGAE E1I1r7 ItaREMAE:;u.:,.r-.Lr aE> m mmF EiLJIE' tAUt1JLLt1i1 EEE ETL7Etk ESilMULDmmtmEiLEImo'-1•r•srn _Lc•, Iyr( E'SJiL-^7EitlElEf ELL:3_' :` ' IIFiIIEI EI• E:L>t't'T''ELilEill Q® ELlJ t.v'7[IDIILT[:•JQY.iJ EL"iJ L 7 1 E11f - 83im i m IEaE! Encr.•..T-nE.r<,. Etll t-=! `[.fl.` ''1 u23I1• EGk7!"'>•E/EiiJ RULE T c 1,11L :kus>7 a AMM— Eta F EIiI]!:^lr..:nL:,lII1I1EEf E Qilr9 El 7ElLEE:iI ilj[•)E1Ru.1(FSJ I-.I NLFr,?Q'1 EriIIi t:aT-1•E_SEtit Ei J' L1JIHdJE E3k1:3 [ EI1'lyrll,rnii/1ir.I•i L_nQIL'1 EFYJE -.i7E_31Ei2 - ELYWlr"'-,'rC•t'•1 ['a.}Nkttr!ll9L'J Er7V :yr'-)E aE:1.1 E}1J'•'+.•r-':L'11iG11i11:1:•]Ia:Il:IL'J Q:J.L`IiiPiifi:':l QItL Erllit^"' t'rEEii Lu7Lu.:,s.s'afiv.Nttrt•7DT•J L11i E[rT"'l3J•E11 Efil'•'- ...^:LiIlC 4'AI R•:Nt1 , r E2i: vT—i_'LS1E31 EYl1! u)•F17fileJ lr1:.'L:L`]ElE1 ELLEAR=1•E%i.a:u E LEEL-:lLttc]l:L'IItI:lT YdiY't41 EFiI:'"""ll i p:i.nr:kr:LL.;r,L':E•:]akiS=71L:2J EYL7'•-r-n*.ras i J jEEb"'lL:l:Jf;:L9 [`S'JH11EI11l1J EFYI EI E EriE r -, Q= i2'][ii•Y]rlrifF:l:I EFL)tr-Tlf;rrs:x EFIJ-• 'r' =116.1 2i1C1.1 fFl r`•[S']f R.'IC-2:] EFYIE EsA1 E_•)J E}i7e-'-7r.,:.rvi•gL"i:•]f?i]v iIIJ Eti[lt..•'E12E EilE iFLf:i i+r ivtrn•i:.'J EiLJ :-'a!r, :-E=J!iliEE EF 9E[:.:+7r'r''NniL::L'•l IDf13)`=] fFF3FllEFlELilELi) iF7PJEII'-7 [il7liiinl:1J1r0/=i[LL'J C IIlL.7E E3i7 • •}. . . EFII]: k`r'roirnLL'7LnjIMLSL7 RZAARL LEHEEICEfl'L•7!-:>•L!'L`IYi1Lla':7falli7 'IL'7 ELTI aEIII EI3•l <-+'-)•F-•rn t•1[41Jf Q:'J[iSS•J ML"& - 1Er31E3i)• E:.•—rr.ni_ty, (;b•JiiriJi:IL'i_] E:"17•1-.r_r.EIiJEZII QiLLiE iO t 0 mH3E F:s7FfiiFF 0 0 m®[iao®gym mEia®L®®® Fi3®0 STRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 F Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 1 Model # 1600 Test Pressures: 32.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5; Anyof Slope; Enclosed Building Exp. B 30' MRH Exp. C, 15' MRH I Exp. C, 25' MRH Exp. D,15' MRH E:. D, 25' NM 155 mph 141 mph 1 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 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 Amara Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testine: This test was conducted at Amax Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fast, and then negative pressure was applied. Step l: Preload the door to 50% ofthe Design Pressure and hold for 10 seconds. Step 2: Unload the door for 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for I to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations: No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary A 16-0"xT-O" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 16'-0"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 of25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) bseoena Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" eeoe S%LShort, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 9M; 'All -•° C, EN 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 oe:' '` v' •°'! l glass minimum - meets ASTM E1300-04) may be installed in I section Submitted By: :r Ztd-1, OF STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions ofNorth Carolina, Inc., Finn #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921-G West Friendly Avenue • Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 a NC Firm #C-1096 A Florida Building Code Online Pagel of 4 FL17676.2 7777 Profes-tionallIegulatian F fOJ6DepaMM10f BOS Moore I Log In { User Reglst,all n I Mot -topics I Suborn Surcharge { Slats r. Facis { Pubhratbns I FBC Stall I BOS Site Map I Lorin I Search { Busines Professi I Product Approval USER: PuDik 115lr Regulation Product Aooroval Menu > Product or Aoolicatbn Search > Application USt > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved x MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 9 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/1.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/201S Year 2008 htips:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 U ELEVATION 2' typ. 2' typ TT Max. rm a'*d CLEARANCE ALL FOUR SIDES) HEAD— DETAIL FLASH BY GTHI Anchor See Section Del I2E HEADER AS NEEDED CAULK UNDER NAILING FIN EWTIBE PERIMETER BEFORE FASTENING. r Min Edge 7/16" 1 SHIM ASjREQUIRED 08 X 1-5/8- SCREW (SHOWN WITH }' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD.e SILL DETAIL Notes: 1. Installation depicted based off of structural test report J82133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (Ga0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration Into wood buck 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown Is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND OESDI PRESSURE 0M FA5IENER TYPE AND SPACM SHOWN WILL ALLOW DESIM PRESSURES UP TO +40.10/-50 UNQS UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) RMIn Edge 7/16' SHEATHING sm • our se "M INSTALLATION INSTRUCTIONS M.R. 12-14-09 do FASTENER SCHEDULE ' : - FIN — om am JAMB DETAIL sum 00% 1()r Moors 3540 Single Hung NONE I I TERMWHICHWindows & D m a Gratz, PA — ITH '1/2' FRONT FLANGE) 3540-3240 SH FIN' Velldator / Operations Admintstrator) 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 belowb.hdreby approved tot.listing1h.the next Issue oftheAAMA Certified Products Directory: The approval Is based 4n successful oorripletlon M tests, and the reporting ld the Administrator of the results of tests, aco6mpanied by related dra,nb9% by an AAMA Accredited Laboratory, 1.?he listing below will be added tD the next published AAMA Certified Products Directory. SPECIFICATION. RECORD OF PRODUCT TESTEDAAMAMNwitSA10111.S2JA""9 LC-PG40•-914x2134 (36xt34)-H Negative Design Pressure =-50,psf COMPANY AND CODE CPD NO. SERIES MODEL DESCRIPTION PRODUCT MAXIMUM SIZE TESTED MI tlVtrtdows 8 Doom, LLC 3540 SH (FIN) FRAME SASH 1158• PVC)(O/X)(IG)(INS GL) 914 mm x 2134 mm 867 mm x 892 trim Code: MIL R©fllF)(lll-T)(ASTM) 3'01' x 7'011) 2110" X 2'.11") Z. This-CertificaUon will explre.July 27, 2020 (extended from July27, 2015 per AAMA 103-14a) and requires validation until then by continued listing in the current AAMA Certified Products DiPectory. 3. Product Tested and Reported by. Archftectdral Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h, 4;u- ted Laboratories, Inc. Authorized for Certification T Arreri Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 of I FL # I Model, Number or Name I Description 17676.1 13540 SH 136x74 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 ll Install - 3540 SH 36 x74 Fn.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 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 If Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association - Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4, 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3S40 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 If 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: 17676.6 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3S40 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300.04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date OS/26/2020 Installation Instructions FL17676 R2 Il FL17676 111 11 Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.8 13540 SH 136x74 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +3S/-SO Other: LC-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x74.odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 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 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-SO Installation Instructions Other: LC-PG40 FL17676 R2 11 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.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.od( 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 Il 08-01371B II.od( Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.od( Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH S2x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 If 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Parry: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25• FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.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 Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party. 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone; 850-487.1624 The State of Florida Is an AA/EEO employer Copyright 2007.2013 State of FIWMa.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. 11 you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by tradltional mall. Ifyou have any questions, please contact 850.487.1395. *Pursuant to Section 45S.275(1), Florida Statutes, elfealve October 1, 2012, licensees licensed under Chapter 4S5, F.S. rust provide the Department whh an email address d they have one. The emalls Provided may be used for offkW communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which Can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please dick IlSEt. Product Approval Accepts: RR Credit5c,t-, htips:Hforidabuild ing.org/pr/pr_app_dtl.aspx?para(n=wGE VXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 A Florida Building Code Online Page 1 of 4 FE7; B;usiness Professional Regulation r POWDeparMvMd SOS Home I Lop In I User Registration I Hot TOPICS I submit Surcharge I Slats a Facts I wbleations I FBC Stag I BoS Site Map I Links I Sewn I Busines Professi I P EApproval R: puwbant userUSER: aRegulationprOouttAoorwal Menu > product or Aoolkation Search > Application List > Application Detail FLf1 FL17676- R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365- 3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd. com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 2 Validation Checklist - Hardcopy Received Standard AAMA/ WDMA/ CSA 101/i.S.2/A440 Method 1 Option A 12/03/ 2015 12/04/ 2015 12/06/ 2015 Year 2008 hnps: Hfloridabuilding. org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 2 of 4 V FL Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74 odf Quality Assurance Contract Expiration Date 04/1 Z/2017 Installation Instructions FL17676 R2 II Install - 3S40 SH 36 x74 Fin.odf Verified By: American Architectural-Mbnutatturers 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 If Install - 3540-SH Fin 36x84 odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 lI Install - 3540 SH Fin 40x66 odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 4063 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL37676 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: 117676.5 13S40 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E 1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.[)df Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame 1 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300.04. Certification Agency Certificate FL17676 R2 C CAA"PC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3S40 SH Fin 44x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.od( Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 RI 11 Install - 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 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +3S/-SO Installation Instructions Other: LC-PG35 FL17676 R2 II 08-012S2B 7.od( Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE SII8S4B 1252.od! 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 11 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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 11 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.od( Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.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 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 13540 SH S2x62 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/-3S Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf VPriftPd Fly, I Ids R I nmas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency CertificateApprovedforuseInHVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration DateImpactResistant: No 05/26/2020DesignPressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.12 Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Apprlived for use outside HVHZ: Yes R2 C7326.01 3540.AWSIG FIN 48X72 R35 (0720161 ImpactResistant: No Rev.odf ' Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R- PG35. Units must be glazed in accordance with 07/20/2016 ' ASTM E1300- 04. Installation Instructions FL17676 R2 II Install Instnlcts - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved forusein'HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108 7e ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: + 35/-50 Installation Instructions Other: LC- PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74 ndf ASTM E1300- 04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Fact Nest Contact US :: 1940 North Monroe St. __L Tallahassee FL 32399 Phone: 850-487.1824 The state of Florida IS an ANEW employer. Copyright 2007.2013 State of Florida.:. Privacy Statement :: Accessibility Statement •: Refund Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mailtotheentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address U they have one. The emal6 providedmay be used for official commuroolionwith the kensee. However emall addresses are public record. If you do not wish to supply aPersonaladdress, please provide the Department with an !mall address which can be made available to the public. To determine If you area Ikensee under Chapter 455, F.S., please dick h1[i. Product Approval Accepts: E3® CreditSAFE Card https:Hfloridabuilding. org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vefidator l operations Adriilnlstretor) MI Windows 8 Doors, LLC P.O. Box 370 Gratz; PA 17030-0370 Attn: 'Rick Sawdey AAMA CERTIFICATION: PROGRAM AUTHORIZATION FOR' PRODUCT CERTIFICATION The pricdUct destli6etl• Iielow'is tteteby ppioved rot blfnglri U'ue next Issue bf IN AAMhCBrtl ea pri sduds Dtieiiory: The approval Is based. tin.suai i l oorripl8pon of tests, and (he naportin9, tip the AdnAnitimtor Qfihe ri1sulW oft sLs,•a cg0 --iged 'by re drawbi95, by an AAIuIA:Acgtdlted laboratory. '• 1. The -listing below will tie added to the next publish6d'AAMA Certified Productt'Directory. SPECIFICATION RECORD OF PRODUt: fTESTEDAINAAJWDNIA/CSJ 10111.S:?1A440-08 LC:064l *414xT134 (3OC84)_-H Negative Design Pressure = - 50 psf r COMPANY AND CODE CPD NO. - SERIFS (MODEL-& PRODUCT DESCRIPTION MA)OMUM•61ZE TESTED•- MI Windbvis-8r DOo, LI_CrS 7157 3540 SH (FINLESS) PVC)(O/X)(IG)(INS GL) FRAME 914 mm X 2134 milt SASH 867 nits) x $92 Hutt hAl' Code • AbN#)MLT)(ASTM) 391]" x 710") 2. This.Certif1cation.will 0plie.July 27, 2020 (extended from Juty27, 2015 per AAMA 103-14a) and requires validation.until then by continued listing iit•the:currentAAMA Ce[tified Products Directory: 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B1910.01-109.47 Dale of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification A 4_& ted Laboratories, Inc. Authorized for Certification T Amen Architectural Manufacturers Association LLL...... 36" MAX. ! ' I FRAME WIDTov Mrz. .PoeaFo rt 4" MAX r NOTES: i ANCHORS TO BE EOUALLY SPACED, SEE i 1) THE PRODUCT SHOWN•,HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTSOFTHEFLORIDABUILDINGCODE. ANCHORCHARTSHEET I FOR UNIT 2) WOOD. FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO t SIZE AND ANCHOR OUANTITY i - PROPERLY TRANSFER -'ALL:.LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY Of THE ARCHITECT OR ENGINEER OF RECORD. O84" MAX. FEE 1: v; 3) 1X BUCK OVER MASONRY/CONCRETE IS OPTONA.L. WHERE 1X BUCK IS NOT USED HEIGI{ T DISSIMILAR MATERIALSIMUST BE SEPARATED WITH APPROVED COATING OR MEMSAANE. SELEC110N;OF COATING OR MEMBRANE IS THE RESPONSIBILITY 0-- L. THE ARCHITECT OR EFS014EER OF RECORD. 4) ALLOWMLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PROONCT SHOWN HEREW;WIND LOAD DURATION FACTOR ICd-1.6, WAS USED FOR WOOQiANCHORCALCUZAO' NS. ; J 5) FRAME MATERIAL- EXTRUDED RIGID PVC.t- j 6) SASH'UNrrE' MUST BE+RUNFORCED WITH CVL -451-020 !STEEL REINFORCEMENT. MEETING RAILS MUST, K!pEWFORCEO WITH RF-104S-020' STEEL. REINFORCEMENT. X Cl 7) 8) UNIT- g{-.M I BE GLAZED pER ASTM E1300-04 APPKpVEO' IMPACT PROTECTIVE SYSTEM IS RFOUIRED FOR THIS 'PRODUCT IN WIND LBORNEDEBRISREGIOj<IS.,i• 4? 4L 9) SHIM tAS REOUIRED AT: EACH INSTALLATION ANCHOR WITH'LOAO BEARING SHIM. t SHIM : WHERE SPACE OF t/16" OR GREATER OCCURS. WXIMUM.ALLOIYABLE SHIM STACk: TO BE 1/4'. ! ?' SERIES3540FINLESSPVCSINGLEHUNGWINDOWff 10) FOR ANCHORING INTO,=MASONRY/CONCRETE USE 3/16" TAPCONS ,WITH SUFFICIENT EXTERIORVIEWr• (' LENGTH TO ACHIEVE A•-1' 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 DESIGN PRESSURE RATING IMPACTRA71N0 5/8"'MINIMUM EDGE 'DISTANCE. LOCATE ANCHORS AS SHOWN IN -ELEVATIONS AND INSTALLATION DETAILS.- 40. 0%50.OPSF NONE 11) FOR ANCHORING INTO"WOOD FRAMING OR 2k BUCK USER t 8 WOPD SCREW WITH 1PSUFFICIENT TRALENGTH TO .ACHIEVE A 1 3/16' MINIMUM EMBEDMENT: INTO Numbor of anchorsreoulred at each lamb Haight An) Panelw100t( In)- i4. 0 30A' 34.0 24. 0• 2_ 2_ 2 30. 02 2 2 36A 3 3 3 46. 0 3 3 3 S4A 3 3 4 60. 0 4 4 4 66. 0 4 4' 4 72. 0 4 4 5 79A 4 4 5 64. 0 4 5 6- TE: LOCATE ANCHORS AS SHOWN IN ELEVATI0N91AN0 INSTALLATION OErAIL' S. 42) ALL F'A$rENERS••TO 13 , CpRRO510N RESISTANT. Ng4LATION, ANCNGR :5fiA1L'BEINSTALLEDIN ACCOIO*E WITH ANCHOR NI ACTURERS'I TION'INSTRIlCTION. AND ANCHORS SHALL'NOT BE I USED))N.SUBSTRATES,', . STRENGTHS LESS THAN• THEj1:IINIµUM STRENGTH 1SPECIFIED 'BELOW' i A •WCpD . MINIMUL(.SPFtiCIF.tCGRAVITY OF G-.0:42 EWWNCRETE• - MINA A,COMPRESSIVE STRENGTH OF 3,192 PSI. t;. kASONRY '- STREA6TIa!' CbJfORMANCE TO ASTM • C-90• GRADE N. TYPE I {OR GREATER). L SIGNED:,:10/21l2011 U WINQOW;S.:ANU 000RS ;utulai i, 650: iVEsf` itARKET•-STREET \v 6 R A.p1/, f' kRIES3540 FINLESS PVC SINGLE HUNG WINDOW *• : 0 •• nt STEEL REINFO EOi - NOry MMPACTi'36" X•. 84 TABLEOFCONTENTSjELEVATION, A CFIORIHG LA , UT AND P;OTES • • ` SHEET N0. DESCRIPTION i •' -" oltraw : a aoeo 08wit1? atr iO J ,' 'rz'.•' 1r.` rah aa[1•IUG\``; LAYOUTSANDjtOTfS ;: 2 3 INSTALLATION DETAILSNG sriut NTS ' 1r- t0/17/1t OF' 3 REY SRM REV cewwl*m WE oppmo 2X HUCK/WOOD I"R,LMWC BY OTHERS, 2X BUCK TO BE PROPERLY SECURED FLANGE TO BE SET IN BED OF 1/4 MAX. 1 3/16" MIN. 1/4" MAX. APPROVED SEALANT SHIM EMBEDMENT SHIM HEAD TO BE SET IN A BED OF APPROVED a8.,WOOD SCREW CONSTRUCTION SELANT r i INTERIOR Li 2X BUCK/WOOD FRAMING I• EXTERIOR INTERIOR BY OTHERS. .2X BUCK TO BE PROPERLY. SECURED 1ANGE TO BE — SET IN BCD 0. APPROVED SEALANT SILL TO BE SET IN BED OF APPROVED CONSTRUCTION ADHESIVE 1/4" MAX. j SHIM EXTERIOR FLANGE TO SE SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUCKmA= FRAMING INSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS. J NOT SHOWN FOR CLARITY. MI WINDOWS AND DOORS 2x e;JcK/v;ooD FRAMING --' FY OTHERS, 2( BUCK 10 VERTICAL CROSS SECTION 650 WEST MARKET STREET 0%IIIIIILII/,, J?. 04lqi FfC PROPERLY SECVRFI? 2XBUCKMf000FRAMINGINSTALLATION GgANTZ, PA 17030-0370 v, GENye ,iP SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW oZSTEELREINFORCED - NON -IMPACT 36" X 84 ATINSTALLATIONDETAILSp • OF W i/FSS/(GRI 6\ auww: o.c Mo. 08-01372 A" NTS °'n. 10/17 11 2 OF 3 I0NA E_ .. .QEH 'Of ON • MTC i0 VASCNRY/CONCRETE -. _ .. ...; ... ._ ..... . . BY OTHERS \ •• CPTIONAL 1X BUCK BY OTHERS, IX BUCK TO ec " PROPERLY SECURED. SEC NOTE 3 SHEET I ff{ n.ANCE TO 9E 1/4' MAX J SETIN BED OF SHIM APPROVED SEALANT 1 1/4' MIN. _ 1/4' MAX. HEAD TO BE SET EMBEDMENT SHIM IN A BED OF APPROVED CONSTRUCTION SEALANT 3/16' TAPCGI: MASONRY/CONCRETE ; BY OTHERS INTERIOR EXTERIOR INTERIOR . •,• 1 I 2 5/8• MIN. EDGE GIST. OPTIONAL _1X.SUCK ,,B•Y. F EXTERIOROTHERSix ,BUCK TO B.E . PROPEf i-E FIEO. -SEE:FLANGE TO BE NbTE Y SHEET 1 :•SET'i(N,BEO'OF SILL TO BE SET IN APPROVED SEALANT p BED OF APPROVED CONSTTtUCnON ADHESIVE HORIZONTAL CROSS SECTION M4SONftVXONCRMw5TAL AT1OId . FLANGE TO BE - 1/4' MAX. SETIN BED OF \C= SHIM A:'PROVEO SEALANT a MASONRY/CONCRETE NOTE: INTERIOR AND EXTERIOR FINISHES. BY OTHERS.OPTION L lX BUCK OY - c• BY OTHERS NOT SHOWN FOR CLARITY. OII IERS, IX BUCK TO HE • , .' PROPERLY SECURED. SEE NOTE_ 3 SHEET I "., _ MI WINDOWS AND DOORS ``IuuwTT/ 650 WEST MARKET STREET ``J jt, R••'L. 4f /IVERTICALCROSSSECTIONCRANTZ. PA 17030-0370 ` ,•..pEN6,*.94p MASONRYi1;ONCAETEINS TALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW *• 0 6 STEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS f G9E OF *r Otudu. • ' '• • •• sous. Narc 08fl72 - 75`/ ONA11Ea V T.S L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rilomas@lrlomnspe.com Manufacturer: M1 Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series-3540 Finless PVC Single. Hung Window— Non -Impact Report No.: 511989 Compliance: The: above menddh6d,product has been evaluated for coinpliahce with the it:quinements ofthe Florida Department'of: Community Affairs forStatewide Acceptance per Rule.9N3. The product)isted herein complies.with requirements of the Florida B;uilding.Code. Si pportiog Tecbnfcal bocamentatfoiu 1. Approval:document: drawing number 0"1372. tilled SMes.3540RInless PVC Single Hung Window:— Non- Impad,.signed and sealed by Luis Roberto Lomas P.E. 2; Test report No.: B1910.01-10947, signed and -sealed by Michael D:'•Strernmet.•P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.21A440.05 Design pressure: +40.10/50A3psf Water penetration resistance- 6.06W. I Anchor calculations, report number511969-1, prepared. signed arid'sealetl by Luis Roborto Lomas P.E. Umltatlons and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit siie: 36" x W Units must be glazed per ASTM E 1300=04. Frame and sash material: Extruded Rigid PVC. Sash stile -and rails and fixed meeting rail Mriforoeront: Roil formed steel. This product'is not rated to be used in the HVI44 This produi:t.is not impact riisisiarit'and-requires-imppd pivtection-lh wind boine•debris regions. Installation: Units must be installed in accordance wkh•approval document, 0"1372: C&Wcadon of lndependence. Please note that I don't have nor will acquire -A financial interest ih-any company manufacturing or distributing the Product(s) for which this repoit•Is being -issued; Also. I don't -have nor -will acqulre a financial interest in any otherentifyinvolved in. the approval process bf the listed produd(s). 1of1 wI 111.1///ItSR . L 0//' N `. At r TAT 0 F 1ho A. :Z. oNAiMil1 Luis R. Lomas, P.E. FL No.: 62514 11 /07/2011 w 1 4 Florida Building Code Online Page 1 of 4 FL17676.16 r J_ PaaJO DeprMMd eas home I log In I User Registration = Hot Topics I Submit Sumhotge I Slats S Facts Publications FBC Staff I BCIS Site Map I Links I Search I Busines ( Professi nal r- j®USEEProR Public uct Approvaloser Regulation PtDDutt ADoroval Menu > PtoAutt or ADDlkatbn Sean:h > Annikatbn List > Application Detail 1.4 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 Mt Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Ri 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 IZ103/2015 Date Validated 12104/2015 Date Pending FBC Approval Date Approved 12/06/2015 https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL >r Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 Il Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3S40 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 A Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3S40 Fin S2x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 11 FL17676 111 11 Install - 3S40 SH Fin 52x84.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-012S2B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 5118S4B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 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 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 13S410 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other:LC-PG30 FL17676 R2 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 5204 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No 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 II Install Instructs - 3540 SH FIN 48x72 (As Tested 1. odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Nest Contact US :: 19/0 North Monroe Street. Tallahassee FL 32399 Phone, SSO-487.1824 The State ofFlorida Is an AA/EEOemployer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please Contact 650.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S must provide the Department with an emaill address If they have one. The emits provided may be used for official communication with the licensee. However email addressesare publicrecord. Ifyoudo not wish to supply a personal address, please provide the Department with an emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., pease dick here Product Approval Accepts: Credit arylbAFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I ... 5/26/2016 Validates / Operations Administrator) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below is hereby approved for listing in the next issue of the AAMA Certified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator of the results of tests, accompanied by related drawings. by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDMA/CSA 101/1.S. 2/A440-08 LC-3'G35'-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTEDDESCRIPTION MI Windows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(O/X.O/X.O/X)(IG) 2731 mm x 1867 mm 860 mm x 919 mm Code: MTL INS GL)(REINF)(TILT)(ASTM) 9'0" x 6'2") 2'10" x 3'0") 2. This Certification will expire April A 2017 and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-07 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h' 4 u_ ted Laboratories. Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 108' r2• a 2• typ. f Max. 2typ. TT 2' o.c. Max. L t n j-"* CLEARANCE ALL FOUR SIDES) WHICH 1 2- FRONT HEAD DETAIL n. ASHI By OTHE Anchor See Section Details) Min Edge &' Notes: 1. Installation depicted based off of structural test report C7327. 01-109-47. SIZE HER AS NEEDED 2. Wood screws shall ratify the National Design Specification for Wood Construction for material type and Caulk under ENTIRE dimensional requirements. perimeter of Nailing On before 3. Wood buck installations are assumed 2x fastening. S—P—F (c-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4- penetrotion into wood buck. 5. Maximum shim thickness of 1/4- permitted at each fastener location. Shims shall be load bearing, non — compressible type. S. These drawings depict the details necessary to meet structural load requirements. They do not address the IM AS air infiltration. water penetration. intrusion WIRED or thermal performance requirements of the installation. DRYWALL 1oWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from corners and no more than 12' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CNART FASTENER TYPE AND SPACING WA WILL ALLOW DESIGN PRESSURES UP 10 +35/-50 UNITS UP TO 108' It 74' wc SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) A— Min Edge DistancesTH eso wn «. ore INSTALLATION INSTRUCTIONS V.M.R. 8-20-09 Qc FASTENER SCHEDULE — FIN — JAMB DETAIL 3540 Single Hung NONE 1 1 Windows 8xDoorsContinuousHeadandSilla'°'° Gratz, PA 3540 SH CSH FIN V a NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCIIITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MIST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTIIER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD RUCK THICKNESS li 1-1/2' OR GREATER, RUCK .SHALL RE SFCURF.I.Y FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF Tit[ ARCIIIIECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED 0. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EAC11 ANCIIUK LUCAIION WII11 LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREAILK OCCURS. MAXIMUM ALLOWABLE SHIN SIACK IU HE 1/4-. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 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 DUCK USE S6 WOOD SCREWS WRIT SUFITCIENT LENCTII TO ACIIICVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. F049014S I RLV I DUMPTIM 1 044E I AwRR04D 1 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALI ATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF C=0.47. 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 IARFI.FD UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 3500SOUTES, 3500SP, 3540PX, 35401, 3540SOUTES, 3540SP, 3250PZ, 32501, 3250SDLITES. 3250SP, 3240PW, 3240T, 3240SDILITES. 3240SP. 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES. 3580SP, S-350OPW, S-3500T, S-350OSDILITES. S-3500SP, S-3540PW, S-3540T, S-3540SDLITES. S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW. W-3540T, W-3540SDII.ITFS, W-3540SP, 1255PW, 1255SP, 128OPW. 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. FI•-c.sD Qv,sS O SIGNED., 0211712016 M650WINDOWS DOORS LI EST MARKET ft //zo rGRATZ, PA 17030-0370 GENSF.4 CABLE OF CUNIENIS SERIES 3500 FIXED WINDOW 0y OF*414r 96" X 60" NON-IMPACT IL"LI N0. UESCKIVIIUN NOTES A TTATEEEEy` 1 NOTES 0''F•'O10R10;• trw0 MD. 2 ELEVATIONS N.G. 08-02859 Rtv i/s` •''' • aG\S jONA 10\\\ 3 INSTALLATION DETAILS SME NTS DA'E 02/04/16 SHECT I OF 3 2" L M FR HE E CHART b1 R NUMBER ANCHORS SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: I MAXIMUM 0.L.0.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2- FROM EDGE OF SILL FACE CHART #1 Haight RE14"s I m I R'.srA Tm I aAIF I APWR FO 2 r-r1, T11D 8LA-SS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT ELEVATION OF"m owc - N.G. 08-02859 Xkt NTS arc 02/04/16 1 'IIEE12 OF 3 SIGNED., 0211712016 gal I ILOtf/zJ• v\GENSF9 i 0 pT OFO ORIO" go APPROVED SF.AI ANT REIIIND FIN 06 WOOD SCREW 3/8" MIN EDGE DISIANCE EXTERIOR 3/8- MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4- MAX SHIM SPACE 1/4" MAX SI IIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE. INTERIOR EXTERIOR JAMBINSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RLNSDNS Drstmanon DAit I Avrnwtn NOTES: 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS. NO I' SHOWN FOH CLAHI IY. WOOD 2 PERIMETER AND JOINT SEALANT RY OTHERS TO BE FRAMING DESIGNED INACCORDANCE WITHASTME2112 1lTn ` BYOTHERSM SIGNED: 0211712016 M650IWDOWM KED DOORS 11t 'to /z T STREET GRATZ, PA 17030-0370 J`Sv,•\ GEN3•,J' SERIES 3500 FIXED WINDOW*• 6 - X 60" NON -IMPACT FININ INSTALLATION DETAILS ro yGSTE DATOF D11": Dwc NO, n[v S'O[OR10; 2808-a 59 -//7O'/ONA j1\\ seataitNTS02/04/16 3 OF 3 P 41 Florida Building Code Online 18504.2 Page 1 of 3 r =50Business & Professional Regulation rgm=11111111 9- MUM DOSHome I Log In I User Registration I Hot TOPICS Submit Surcharge I Stats a Facts I Publications I FBCStaff I BCIS Site Map I Links I Search pr product Approval USER: wCBc lker a PrDOuct Aoereval Merhu > Produn orAoogutbn Search > Application List > Application Detail 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 Ext2560 bsiUinger®miwd.com Authorized Signature Brent Sitlinger bsitlingerpmiwd.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 G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62S14 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE C 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:Hfloridabu ilding.orglprlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f%2flCOhpJQgi... 9/6/2016 Florida Building Code Online Page 2 of 3 1 Date Submitted 09/01/2015 Date Validated 09/01/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 FL if Model, Number or Name Description 18504.1 M-1926 Horizontal Mullion M-1926 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Maximum Span - 156-3/8', Impact Resistant up to Wind Zone 3 Installation Instructions FL18MM RO II M-1926 Horizontal 08-01455A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Parry: Yes Evaluation Report FLIS504 RO AE 512079A.odf Created by Independent Third Party: Yes 18504.2 M-1926 Vertical Mullion M-1926 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-1926 Vertical 08-01445A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512069A.odf Zone 3. Created by Independent Third Party: Yes 18504.3 M-2285 Horizontal Mullion M-2285 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS504 RO lI M-2285 Horizontal 08-01834A.odf Approved for use outside HVHZ: Yes Verified By: Luis R. Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum span - 120', Impact resistant up to Wind FL18504 RO AE 512521A.odf Zone 3. Created by Independent Third Party: Yes 18504.4 M-2285 Vertical Mullion M-2285 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2285 Vertical 08-01833A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FLISS04 RO AE 512520A.odf Zone 3. Created by Independent Third Party: Yes 18504.5 M-2302 Horizontal Mullion M-2302 Horizontal Mullion Single, Twin or Triple with Transom Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO 11 M-2302 Horizontal 08-01456A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 156-3/8', Impact Resistant up to FL18504 RO AE 512080A.odf Wind Zone 3. Created by Independent Third Party: Yes 18504.6 M-2302 Vertical Mullion M-2302 Vertical Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL18504 RO II M-2302 Vertical 08-01447A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Maximum Span - 84', Impact resistant up to Wind FL18504 RO AE 512071A.odf Zone 3. Created by Independent Third Party: Yes FEE "® Contact us :: 2601 Blair Stone Road, ToRahossee FL 32399 Pion: $50-487.1824 The State of Florida is an ANEW employer. Ctrovrieht 2007.2013 State of Florida.:: privacy Statement :: Accessibility Statement :: Refund Statement under Florida 4w, email addresses are public records. Ifyou do not want your e-mail address released In response to a public -records request, do not send elecumic mail to this entity. Instead, contact the oflke by phone or by treditlonal mail. It you have any questions, please contact 650.467.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The omits provided may be used for official communication with the kersee. However email addresses we public record. If you do not wish to https://floddabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please Provide till Oepanment with an emad address whkh can be made avaWble to the public. To determine Ifyou are a Ilunsee underChaptere55, i.5., pease dwt per,. Product Approval Accepts: QW1 Call e7O/Q https:Hfloridabuild ing.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING COOS. 2) WOOD FRAMING TO BE OCSIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE. PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WINO ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPUCAIIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP I. TRIBUTARY WIDTH a Wt 2 W2 2 Inv I ocs OAX APP"Ib A I REVISEO INSTALLATION DETAILS 08/07/18 1 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT WITH 2 1 /2' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G-0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE I (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4' SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONFIGURATIONS AND OP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M-1926 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L 1 08-01445 NTS 01/11/12 Is —I OF SIGNED: 08/07/2015 11k! 1L,0%A i 107 J/!. COMBINED WIDTH wl" I 83" FRAME HEIGHT , WINDOW WINDOW MULLION SPAN) L . 107 3/6' COMBINED WIDTH W1Ir W2 eT FRAME FLDO;wHEIGHTWINDOW MULLION SPAN) / t117 3/8' COMBINED WIDTHF_ wl, w2 83" WINDOW J FRAME THEIGHN WINDO WINDOM SPAN) Jf /! Wt --i W2 107 3/8' COMBINED WIDTH Dedgn Piro iatlng fP UnitaancAorod rote wood ftming T putaty W d n 1&f3 aso 00. 42A0 4Rta t<213 130.0 130.0;130,0 30.0 130.0 1 ON80. lW-O 127.2 127. 12M 94 77.9 7&8 72.1 72.0 SZ4 70. 58,0 Bt 6 466_ 47.1601565.6 61.7 47 3 4 43.0 7200 77. 587 1145.0 1.4 30.5 37.0 8400 62t 4a 33.1 29. 3' 24.9 107 3r:f B' COMBINECHwt-1T 0. WINDOW WINDOW HEIGHTMULLION SPN, / 107 3/8' COMBINED WIDTH ' w1-{ w2 83. WWDOW FRAME HEIGHT MULLION SPAN) f w1-- II-- wz 107 3/8' COMBINED WIDTH RFV tI o rz I VIROIEa A I REVISED INSTALLATION DETAILS 08/07/15 R.L. F_ 107 3/8' COMBINED WIDTH wt r-w2 WINDOW FRAME WINDOW HEIGHTfMULLION SPAN) APPROVED CONFIGURATIONS M( 47IPLE UNJTS M4YBEMULLEDTOGUHERAS LONGAS COMBINED WIM DOES NOT EXCEED f07S18' AB SHOWN HEREm. Dudgn• pmt-- ro8ng on Into mamn /eoMWUon span on) TMlbuforyNdtD 13 2&50 313.004200 132a00 130.0 130.0 130. 130.0037.330. 130.0 130.0 1 .0.49. 08 144 04ZO, 130. 0 130.0 1300 130,00.06Z 130.0 116.4 07.8 79.3 5Oa83130.0988729BS.B 27L00• 99.354.0 4&1 O '46 0 8 1 29.1 9' LAROEAND SMALLMISSILEIMPACT, LEVEL D. WINOZ0NE3 DIMENSIONS IN CHART ARE FRAME bamNs"AND DO NOtINCLUDE FLANGEWI --{ F- W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULUON SPAN CONFIGURATIONS AND OP CHARTS mwm CHO N0. V. L. 08-01445 WAM NTS - 01/11/12 s'm2 OF SIGNED: 0810712015 NBF: ip hill 2 1/2- MIN 1' MIN EDGE OISTANCC SEPARATION MASONRY/CONCRETE BY OTHERS a• 1 1/4' a , • MIN. EMBEOMENT 1 /4' TAPCON SECT5796 CLIP SECT M-1926 MULLION SECT5796 CUP 10 WOOD SCREW U.- 1 38 MIN. EMBEDMENT 1/2- MIN WOOD FRAMING/ EDGE DISTANCE 2x BUCK BY VERTICAL CROSS SECTIONVERTICAL. MASONRYAANCRETE AND WOOD FRAMINO INSTALLATION 3 3/4" 1' ::, 3/8" 3/e 2- 2 7/8- L 7/8' SECT5796 CLIP 2x 01 /4" FOR CONCRETE INSTALLATION ALUMINUM 6=45.125'THICK 3 3/4' 2 1/4' 1_ 7/8" 7/8" O11/ 1 RENSIpK otscawnon are I VPAMW REVISED INSTALLATION OCTNLS 08/07/15 1 R.L F 3 1/4' 1 1 3/8" SECT5796 CLIP MT000022 CLIP FOR WOOD FRAMING INSTALLATION 16GA (.007 GALVANIZED STEEL ALUMINUM 6=45.125' THICK 2 3/4" 1 1/8" SECT M-1926 MULLION ALUMINUM 6069•T3.125' THICK SECT5796 OR MT000022 CLIP SECT5796 OR MT000022 4' CLIP 4- CLIP INSTALLATION t MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS oRAW. mo Na V.L I 08-01445 salt NTS "t 01/11/12 s'W3 OF 3 SIGNED: 0810712015 61111111/0 b4KJ` %OEAl sl: 1 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@ldomaspe.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 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and seated 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: 521/8' x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is Impact resistant and does not require Impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certircation of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't Have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 1111111///,/ 0,,6/251 ' yt i • T 10 TAT OF ; 4c,Z0' OR10P• G s 0 AI`ti Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 e Florida Building Code Online so (% + I'S Page I of 2 RegulationBusinessProfessional FlOIId3 DtWId acts Morn. I too In I user RegiStNUon i Ha Togo I smmtt Smchatpe I cuts A Faas I pubautWns I Fat Sun I adS Sus Map I tlnas I Search I Business Public UserUSER: Product Approval Regulation Pteouel Aootwal Mena > BOOurt m AotNlotlon SeaKlt > Aooiinton lit > Applloatlon Detan FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Emall 5140 W CUfton Street Tampa, FL 33634 813)884-0444 lyle.pestDw@acrn-metals.com Authorized Signature Vivian Wright rickw® rwbldgconsultants. com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer W, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan ). King, P.E. VL- Validation Checklist - Hardeopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL•12019 RS COI Certificate Of Indeoendence.Ddf Standard mat ASTM E330 2002 Method 1 Option D https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDquJEQfSP6a6FJ... 7/20/2015 e Florida Building Code Online Page 2 of 2 11111, Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products e 1 FL fi Model, Number or Name Description 12019.1 Triple 4' and "Quad 4" 0.012" Thick Aluminum Soffit - Full Vent and Center Vent Limits of Use Installation Instructions Approved for use in HVHZ: No FL12019 R5 II Inst 12019.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 RS AE Eval 12019.1.odf specific application and for any other additional use Created by Independent Third Party: Yes limitations and installation instructions. Door Heat CglijiliL A :: 194011orth Monroe StreeL Tallahassee FL 32399 Plane: IkW487-1624 The Stale of Florida Isan AA/Memployer. Coovnaht 2007.2011 State at Floods.:: Privacy Statement:: AcceSSIbility statement :: Refund Statement Undo Florida bw, email addresses are publicrecoldS. If you do not want Your e•mall address released In response to a Putilk-MCOM MCIU , do notsend electronic mad to this entity. Instead, contact the office by Phone or by traditional mall. If youhave any Questions, please contact 850.467.1395. *Pursuant to Section 455.275(1), Florlde Statutes, effective October 1, 2012, 1IMS s 11" I 0 under chapter455. F.S. must provide theDepartment with an email addressP thay have one. The emalls provided maybe used for official communication with the Ikensee. However eruct addresses are public record. If youdo not wish to supply a personal address, pease Provide the Department with an email address which can be made available to the public. To determine If you are a kensee under Chapter 45S, F.S., pease dick bt,L. Product Approval Accepts: l^ i17vuril \ m i-r al: https:// www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 s o ACMM AMERICAN CONSTRUCTION METALS 5140 We3t Man Street Tempo, FL 33W TRIPLE 4" & "QUAD 4FF ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 51h Edition (2014) Rorido Building Code excluding the'High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shoo be as fated and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to hrttler engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or7' x T batten strips. 5. Aluminum soffits shall contort to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 FAN& OF COFRFNIS SNIFF 0 1 DESCRIPTION 1 T ' of elevations b generd notes 2 Ponel detah 3 soffit 2M b des n sues 4 Soffit det9i b destgn preswres S Soffit detak. designpressures b bit of materials TRIPLE 4 4 T-40121Ans IXC[J T- 0141.0WrWa) QUAD 4(04) c>44121.011sTWCp 01014 ID13F--KM IyS ci Illl 1111 Sao: M yE$ ES 3po$ou 2Fa3fmade. V li CZ K' ILL V ] dN 3:lI HUR 0 iTT-T-'T--M0, u° DATE: 1 9 9 z vmm N.T.S. 9 5 t,«c, n: JK o we Vr LFS 3 rocs MD.: a FL-12019.1 uw S.W 1 OF 5 n a Ll 47 I— f'.0OR V F F AfuellnYm SOFFIT AIR FLOW TABLE AIR FLOW AIR FLOW SOFFIT TYPE SOFFIT TYPE r.¢rua. wec rus. mat n.ewwur' COIiQ 1T.IrI 3.91 2.71% Isrel 11.74 8.16% 11.74 8.16% TrOlw o„ 3.69 2.66% 3.69 2.86% rlr- A15S' f AMnNum I-w 1.25 I A15S' 4 F ' Aluminum COVMAGE Tit" MAIM LS Al S I.R. T A]II.R. AT t AT 40' 3 1 IUD AND END DETAILS I2'COVEIAGE 11/IC 4'PRCH 25/8' 7*= NAYAIIAIIE fOt LOINO6 T @-RmumffEWCOVERAGE Ar (REF1 4A0'PRCN 2.62 .1mn1.vARAUEfORwuYEas 4Ill 00000all 00000—1 00000 -- 0000:0j n n n n n n LOWERPARERN TRILL SCALD 4 11 OIRECRON ASRIBS] E 2{ o -- NEW'A-A 14 x 3414E) S 6 FULL VENT- INME AMRNleuve•t formed In some ir.elion as fibs) SII quo a a G-j T—a a a aDa oaoa0aoao0 i 0Qaa0 aa0a0J LOUVER PATTERN LOWERS FORMED IN SAME 01REC110N AS 9I1131 VIEW -A-A 14RSCAL 5 6 FULL VENT- NARROW VEW ATTERNlowersformedinseinedirectionasrya) 11,4. ar: JK 1}ef. Ir. LF5 Ft-12019.1 j PAN ' A ' ROOF OVERMMNG SPAN ' A ' + ROOF OVERHANG ROOF ROOF f MING FRAMING ALUMINUM 1,e FASCIA1 A, TRIM SOFFIT--- — CHU OR WOOD SEE DETAIL"A FRAMED SEE DETAIL' B. SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shamw/ eua/(nmingcanMevr) SINGLE SPAN IENGTN A' DESIGN PRESSURE (PM POSITIVE NEGATIVE r 70.0 141.0 IV 60.0 60.0 IT 50.0 50.0 I4- 38.5 38.5 16" 30.0 30.0 NOTE: WOOD FRAMING AND CONNtClIUM IQ9E DESIGNED BY THE ARCHRECT OR ENGINEER OF RECORD DETAIL " B " F-Channel SOFFIT CMU OR WOOD SEE DETAIL' IL' FRAMED SEE OETAR' 0' SIDE VIEW - SINGLE SPAN w/3-CHANNELS TRIM NAIL ATTACHED THROUGH FASCIA 016' O.C. MAX. Shown w/ buwrmnft conolevr) STAPLES WALLED 0 ENDOFPANELAND 8' MA)LO.C. SEE DETAIL'!'. SHEET S) L1/rMAX. MAIL"A" Foscio STAPLES NSIAILED 0 2, O C. ONTO WOOD) ON F-CHANNEL LEG OR T-NAIL 01T O.C. INTOWOODOR MASONRY) STAPLES WALLED 0 17 O.C. ONTO WOOD) IN F-CHANNEL SLOT ORT-NAIL01TO.G. ONTO WOOD OR MASONRY) NOW, FOR SQUARE CUT OVERHANG, TRIMBOTTOM OFFASCIA FLAT AGAINST PANEL STAPLES LOCATED 247O.C. NTO FRAMING ROOF OVERHANG PAN ' A ROOF FRAMING ALUMINUM FASCIA-c - TRIM SOFFIT) EMU OR WOOD SEE DETAIL" A* FRAMED SEE DEIAIL'C' SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ trum(fran*g anbbvr) MAX. 5 I" MAX. STAPLESINSTALLED 0 17 O.C. (NOWOOD) N J-CHANNEL SLOT ORT-NAIL 01T O.C. DETAIL " D " J-Chonnel FosCio STAPLES INSTALLED 0 IT O.C. (INTO WOOD) N J-CHANNEL SLOT OR T-NAIL 0 IT O.C. INTO WOOD OR MASONRY) SFAPIES LOCATED fF J 2C O.C. INTO FRAMING --7 j I'MAX. DETAIL " C " J•Chonnel SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42OR BEITER 2. MASONRYSUBSTRATE:3,000 PSI CONCRETE (ACI301) OR HOLLOW BLOCK (ASTM C90). zgL'r o poll %% o.i z ry V n•• C yZ{ x7 odds V 3 s dz a LEI N.T.S. I en JK or. LFS wm No -- FL- 12019.1 r 3 or 5 SCEOETAIL' SPAN " A ' ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM I ALUM@WM FASCIA FASCIA 9 IRIM TRIM L----- 7- CMU OR l `-------T [HU OR SOFFIT WOOD SOFFIT) FWOODRAMEDFRAMEDfRAMEO E SEE DETAIL' F' SEEDETAIL' G' SEE DETAIL' E' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shawn wJ VusW(raming overhang) (Shown w/ t usH/Naning a-thang) TRIM NAIL ATTACHED THROUGH FASCIA 16' O.C. MAX. STAPL6 WSTALLED 0 END OF PANEL AND LT' MAX. O.C. B' MAX. J L ROOFOVERHANG NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL 11 i Oe f 5 DETAIL " E " fascia CONNECTOR NOTES. "i, I. WOOD FRAMING AND CONNECTIONS TO BE OESIGNED "/l, SY ME ARCHITECT OR ENGINEER OF RECORD 2.120COMMONNAILOR 3/16' ITW IAPCONCONCRETESCREW MIN.1.1/! EMBEDMENt) 0 2a' ON CENTER SINGLE SPAN LENGTH A DESIGN PRESSURE (SF) POSITIVE NEGANVE LY 70.0 141.0 1?' 60.0 60.0 IY 50.0 SO.0 Il- 38.5 38.S u^ 30.0 30.0 STAPLES LOCATED 2,CO.C. INTO FRAMING STAPLES INSTALLED 0 2,r O.C. (INTO WOODI or NONFCHANNELLEGORT-NAIL01TO.C. 11 BONTOWOODORMASONRY) 11 8 b STAPLES INSTALLED 0 ITO.C.pNTOWOOD) eeeee eeeeeeee IN FCHANNELSLOT OR JLIT44ALa12"O.C. I---- ---------- ONTOWOOD OR MASONRYI I T 1 lo , I --- ) %;./ 1 2 1/!t MAx. — SSIT 1'MAX. 4-- I1W MAX. SUBSTRATE MOTES: DETAIL" F " 1. WOOO SUBSIRAM G = 0.42OR BETTER DETAIL" G " f Channel 2 MASONRY SUBSTRATE: 3A00 PSI CONCRETE (ACI 3011 OR HOLLOW BLOCK (STM C901. J-Channel STAPLESINSTALLED 0 ITO.C. pNTO WOOD) IN kCHANNEL SLOT OR I -NAIL 01 TO.C. INTO WOOD ORMASONRY( NeIS- we n is n onezVf'1 Eo g'Sg mno_ 0 E z aEn g SMI: N.T.S. oac. ar• JK • C.K. aY: LFS oru,wc no.: a F'L-12019.1 I a ITEM DESCRIPTION MATERIAL I FASCIA .0215• THK. AL3105- H14 ALUM94UM 2 Jr CHANNEL .0155• THK. AL. 3105 - H24 ALUMINUM 3 P CHANNEL .0155•THK. AL. 3104 - H19 ALUMINUM 5 OUAD 4 PANEL 101)5 OR .0135-THICK AL 3105 ALUMINUM 6 TRIPLE 4 PANEL (.0115 OR .0135-THICK) AL. 3105 ALUMINUM 7 1 R15xI VCTRIM NAIL S.S. 8 IF GA. X 1/4• SS STAPLE twl 7/87 MIN. EMBEDMENT STEEL 9 T X 7 BATTEN STRIP (G=A2 OR BETTER) WOOD 10 APA Br— GROUP 1 EXT. 15/37 PLYWOOD OR BETTER WOOD 1 I 69T DIA. TmNAll jwl 5/8' MIN. EMBEDMENT) SUL 12d X31/4- H D. GALV. STET3 COMMON MAIL024" O.C. w/ 13/e MIN. EMB. DETAIL " H " - IX2 VERTICAL FRAMING (G>-0.42) ATTACH w/ 2.8d COMMONNAILS 0TOP TO ROOFFRAMING STAPLESNSTALLED 0 END OFPANEL AND 6' MAX. O.C. SEE DETAIL •J I C. MAX. DETAIL " 1 DETAIL "I" 111 m7i rr 7 re 0oo 0> SPAN' A '• '4 ....... ROOF CVERHANG rrrrrr!# 1 on zVn•: ROOF SEE DETAIL • B' FRAMING )SHEET 3) 1•iIIf^ 18Z U e9po07 e I ' MD. GALV. STEEL --------- EMU OR COMMON NAIL 0 24" 0 C. ' A' WOOD W/1-3/4•MIN .EMS . SEE DETAI(SHL3) ` FRAMED CONTINUOUS SEE DETAIL • H • BATTBd 0 CLSPAN STAPLES INSTALLED SIDE VIEW - DOUBLE SPAN w/BATTEN END OF PANEL AND (Shown w/ IrusWraming cantilever) 6' MAX. O.C. SEE DETAIL "J ITWIN SPAN LENGTH w/ CONTINUOUS BATTEN A• DESIGN PRESSURE (PM POSITIVE NEGATIVE 16" 70.0 70.0 1B" 66.5 66.5 2o" 60.0 60.0 22* S4.S 54.5 2' r SO.0 50.0 SPAN - A ' ROOF OVERHANG SEE DEVIL"G - SMEET 41 ROOF FRAMING SEE NOTE 2 1 I I Ili 9 EMU OR WOOD SffDEIAIL• I• 8 11 FRAMED SEE DETAIL . A • ISHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN CONNECTOR NOTES: (Shown w/ truss/framing overhang) 1. WOOD FRAMINGANDCONNECTIONS 10BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD SUBSTRATE NOTES: BETTR 2.12dCOMMON NAIL OR3/16IIW1APCONCONCRETE SCREW I•WOODSUBSTRATE:G:.00 ORCONC IMIN. 1.114• EMBEDMENT) 0 24.ON CENTER2 MASONRY SUBSTRATE 3JXK1 PSI CONCRETE (ACI301) OR HOLLOW BLOCK ( ASTM C90). M N.T. S. ' 5 w JK L Or. LFS vwc .0; a F1,-12019. 1 ° o w LT 5or 5 n R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Vetrico, FL 33595 Phone 813.659.9197 Florida Board offtlicul" Engineer Cenificate ofAuhorintion No. 9313 Product Sub Category Manufacturer Product Name Category American Construction Metals Panel Walls Soffits 5140 West Clifton Street Triple 4" & "Quad 4" Aluminum Soffit Tampa, FL 33634 Phone 813.880.4444 Scope: This Is a Product Evaluation report issued by R W Building Consultants, Inc. and Lyndon F. Schmidt, P.E. for American Construction Metals based on Rule Chapter No. 61G20.3, Method I of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Lknitaflons: 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone°. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loads from the soffit and/or 2' X 2• batten strips. 5. Aluminum soffits shag conform to the rewuirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. 6. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents. 1. Test Report No. Test Standard TEL 01190073 ASTM E330-02 2. Orawina No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CAf19813) 3. Calculations Prepared by Anchoring RW Building Consultants, Ina (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Signed by Testing Evaluation Lab., Inc. Lyndon F. Schmidt. P.E Signed & Sealed by Lyndon F. Schmidt, P.E. Signed & Sealed by Lyndon F. Schmidt, P.E. etuuaap o see SCHA41, Wo 43,109 Y iNz E ()F : fu Zlyndon F. SchmidL P.E. FL PE No. 43409 sF C7e i,SS QN A-•ti`e a++ateaete d A Florida Building Code Online 1 Page 1 of 2 Business & Or Professional Regulation u r a f ai n10 acts Home I Lot) In I User Reawalion Mot -Top" Submit Surcharge Slats a Facts { Pubtkalbns FaC Start SCIS Sit* Pip Links Search BusinesQWal Irofessil Product Approval USER: Public User Regulation Pmouct ArrorevatMenu > ProeuctorAoellcNbn Search > Aaoticathn LW > AppllcaUon Detail FL A F1.16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 Rlverfdge Parkway Suite 800 Atlanta, GA 30328 770)946-4571 mcolIIns@atlasroofing. com Authorized Signature Meldrin Collins mcollins@aUasroofing. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer t 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 C - Validation Checklist - Hardcopy Received Certificate of Independence FL1630S R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles. odf Referenced Standard and Year (of Standard) Standard ASTM D 3161 ASTM D 3462 ASTM D 7158 TAS 100 TAS 107 Equivalence of Product Standards Certified By Sections from the Code Year 2009 2009 2008 1995 1995 https:// www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products r FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 11 ATL13002.4 2014 FBC Product Evaluatlon Shinales.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Pnest 74021 Design Pressure: N/A Created by independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shlnoles.odf Created by Independent Third Party: Yes sad Naat Contact Us •: 19e0 North Memee Street, Tanahnssee FL 32M!Ranee 850-487.162a The State of Florida IS an WEE0 employer. Coovrloht 2007-2013 State of Florlda.:: Privacy Statemeri :: Accesslbaity &tement :. ReNnd,jV(effomt Under Florida law, email addresses are publk records. If you do Pot want your e-madaddressreleased In response to a oublK•recordsrequest. do not send electronic mad to this empty. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.467.1395. *Pursuant to Section 455.275(1). Florida Statutes, effective October 1, 2012, licensees lkensed under Chapter 4S5, F.S. must provide theOlowtmentwith an email address It they have one. The emads provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 45S, FS., please click here . Product Approval Accepts: IN ®RIM https://www.(loridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU I j3N... 7/20/2015 CREEK Certificate ofAuthorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5"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 o. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-1119.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138.02.01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATI-444-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA86-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA87-02-01 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 0 3462. Prol-AM"" Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerrield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V,AI). Tough -Master® 20 Basic Wind Speed (V,so): Deck (HVHZ). Deck (Non-HVHZ): Underlaymenl: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. Nails 12" ' J 5r8 Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" n? 12"12"---12"— Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (V„n): Basic Wind Speed (Vaw): Deck (HVHZ): r t 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. mvr x Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) jMr Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305•R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake t— Basic Wind Speed (Vuj): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 2112. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or '6 Nail Pattern' detailed below. W a•ywm.. nagro. rm OOCrCI OCnCC0vGU,=OCIOG r_: — N• O O O C O l_. i 7 In I- ` G L C-? COO s ter i Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (Vw): Basic Wind Speed (V.,d): 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 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern' detailed below. 1' 9" 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, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vw,): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 1! µ1 i/YdywN sY LI o e dJ Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (V,At): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vesd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 12' t 12 ga. 1-1/2' ring shank nail 6" L( 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 It in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 50' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ttutrr PaY R. p 2 No 74021 yt - STATE OF 'QJZ ONAi SJ,% CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, not will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranly, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate ofAuthorization No. 29824 17520 Edinburgh Or Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" 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 Enti Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02.01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5876) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM 0 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) ATLA37-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-0t 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) ATLA62-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATLA68-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02.01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20.3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Conslrudion 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-lab 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. Prol-AMTM 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 8 ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterOD 30 & Basic Wind Speed (Vdj: Tough -Master® 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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 manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or "6 Nail Pattern* detailed below. 36" Nails f• • 1' IT IT IT 1r 4 Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" ' ? i SJ8" 12"-- 12" --+-12' — Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vul): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment, Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction, Min. 15/32 in. plywood existing construction. In accordance with FBC requirements: Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. px Figure 3. ProLAMT"' Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT"' Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vvn): StonnMaster@ Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ), a.rtap..m.dnA m a.K 7T 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.. 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 a yrrn C=7C=10(E(OOEl 9OOClC7i_-?GL.?S(:S F, LE i7T i' U Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) a axerarn 0i'r..a r• / r yr —} 00000000 00 000 0000 . O O O O [7 O O O C 1 O O O O O O O O O sI• irr L Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vw): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ), Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ). ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction, Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern* or *6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern T Y 1 Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation repon is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (VA,): Basic Wind Speed (Vesa): Deck (HVHZ): 1•vr. r Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 3• tr u .. t• Ur Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 'I Florida Building Code Online Uncker 0ul MeWr)_+_-5 Page I o na an rrD5zKo- Rhslin ess 8 Professional Reaulation`' fI011dD DepMWld eCIS Moore I Log In I user Registration ! Hot Topics I Submit surcharge ! Scats S Facts I Publications I FBC Staff I SCIS site rap I Links I search I Busines J`! Product ApprovalProfessibbyn.;'a) ®USER: PublicUser Regulation Predue Aomwal Menu > Piodun ofAndlkatlon Search > Application Ust Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL care" nnssriz w nror.v..e jjj I Tvoe Manufacturer Validated By Status FL15216-112 Revision InterWrap, Inc. John W. Knezevlch, PE Approved Histor Category: Roofing 954) 772-6224 Subcategory: Underlayments WPo.w w• v ... ion.,. .r ..... ....... ........ .... ..___ .. _... . ..._ Comae u5 :: 1910 Mirth Mentei SIMON- IiIIIAasiee FL 32399 prune: BSO 1.7.1821 The state of Florida Is an AMEEO employer. r_•,o,..i ht 2002.2013 Slate at nod".:: privacy statement :: acresslNatiStatement :: Reh:.d statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request, do not send electronicmalltothisenllty. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 950.487.1395 -pursuant to Section 4SS.27S(I), Florida Satutes, effective October 1. 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address It they have One. The emanb Provided may be used for official communication with the licensee However email addresses am public record. If you do not wish to supplyapersonaladdress, please provide the Department with an ema• address which can be made availableto the public. To determine If you are a licensee under Chapter45S, F.S., please Cock here Product Approval Accepts: du IrrlBl [a 'tB Crc ar E https:// www.floridabijilding.org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online Page I of 2 V Business& Professional ram®r l F1MIW De prMd OCIS Home I Wo In I User aegaration I Mot TOPICS I Submt surcharge I Stats 6 Fads I PublICaUons I FaC SUIT I SCls site NJO I uNtS I saro I Busines (..J.iQ Professi Qial GfllA)iU ER: ftb Approval iV'"//7usea: weuc user Regulation rPrOOu([ Aeoreyal Nano > pMud Or AOMkatbn Search > Aoubcation Ust > Appllouon Oetnp FL q FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer lnterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrao.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I ; I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE 45 Validation Checklist - Hardcopy Received Certificate of Independence ELLS216 R2 COI 201S 01 Coj Nleminen.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 15079.5 T1507.8 https://ww,%v.floridabui lding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgv3y VV KJZ 1 Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Summary of Products FL Model, Number or Name Description 1S216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FI t S216 R2 It 201S 04 FINAL ER INTERWRAP RHINOROOF FLi5216- R2.odf Impact Resistant: N/A Verified By: Robert Nieminen PE-S9166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluation Reports FI IS216 R2 AE 201S 04 FINAL ER INTERWR.AP RHINOROOF FL1S216- R2.odf Created by Independent Third Party: Yes Contact Us :: IMO Noah Monroe Street_ Taliaaassee F1 22799 Phone, 8S0-487.182e The State of Florida Is an AAIEEO employer. taovrloht 2007.2013 State Of Florida.:: PrivacyPitvary5r—'ti-:et :: AcermflAlly Statement :: Refund Statement Under Florida low, email addresses are public records. It you do not want your e-mail address released in response to a public -records repuesL do not send electronic man to this entity. Instead, coma the office by phone or by traditional mail. It you have any puesuoM please contact 050.487.3395. 'Pursuant toSection4SS.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455. F.S. must provide the Department with an C 40 ad tr= It they have one. The emark provided may be valid for official cpmwNcalbn wl h the licensee. However email addresses are public record. It you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine it you are a licensee under Chapter 4SS. F.S., please click be=. Product Approval Accepts: a®OR® m-uritvxio cute: 17_7/1 hnps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 51I' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. 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: 11- 00, Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The lacsimie seal appearing was authorized brRobert Niaminen, Pl.on Oa/27/2015. This does not serve as an okcttookalry signed document. Signed, sealed hardcoples lave been eta smttted to the Product Approval Admedslratot and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3. 1S07.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1S09) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395000-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert 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 Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On TileI Foam -On TileI MetalI Wood ShakesI6Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No IYes IYes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate o/Authorizotion #9503 FLIS226-RZ Revision 2: 04/27/201S Page 2 of 3 rTRINITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof U20: 6.4.1 Fasteners: For exposure 124 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Inter -wrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. S. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140S10.02.12•R2 Certi/icote oJAuthorirotion #9503 FLIS216-RZ Revision 2: 04/27/201S Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 ITY I ERD 353 CHRISTIAN STREET, UNIT #13 TOR INOXFORD, 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 51A Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 nnrm,, L i l S' :. .a,: • J/J S/ O The facsim& seal sppestbq was authorized by llobenNkminen, t • % at:B ' SlhnrnurtMon 0a/27/2015. This does not serve as sn electronically sflned document. Slfned, sealed hardcoples Mve been trsnsmined to the Produce App/oval Admndsiratol and to the named clientCERTIFICATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QOTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: 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 Prooertles Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3, 1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COG-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ•006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type 1 or Type II felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER CIMONS Underlayment Asphalt Nall -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM 0226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 Certi/icote o/Authorizotion p9503 FLIS216-R2 Revision 2: 04/27/201S Page 2 of 3 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. any dust and debris prior to application. 6.4 Rhlnoltoof U20: 6.4.1 Fasteners: QOTRINIWIERD Sweep the substrate thoroughly to remove For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Slone > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140510.02.12-R2 CertiJlcote o/Authorizotion #9503 FL1S216-R2 Revision 2: 04/27/201S Page 3 of 3 V. 0211112015 13:41 MO p.00210U MIAMI-DADS COUNTYMi0PRODUCTCONTROLSECTION 11905 SW 26 Street, loom 208 DEPARTMENT OF REGULATORY AND BCONOMIC RB•SOURCES (RSR) Miami, Florida 33175.2474BOARDANDCODEADMINISTRATIONDIVISIONT (714013-2590 F (786) 313-2599 NOTICE OF ACCEPTANCE (NOA) www.ndami0admgovJreenomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32219 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date sated below. The Miami -Dade County Product Control Section in Miami Dada County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assumnee purposes. If this product or material falls to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke. modify, orsuspendtheuseofsuchproductormaterialwithintheirjurisdiction. RER-reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the HIgh Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and followingstatement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance ofthis product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materiels, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shalt be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews and revises NOA No. 08-0423.01 consists of pages 1 through 3. The submitted documentation was reviewed by Juan E. Collao, R.A. NOA No.: 13-0814.02 Expiration Date: 04/15/19 Approval Data: 01/13/14 Page i of 3 0211112015 13.42 M P.0031004 ROOFING ASSEMBLY APPROVAL Category: Rooting Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAmw OF PRODQCTS MANuFACTUR$D OR Y,,ABELED BY APPLICANT: Manufactured by Test Product Applicant Dimensions Specifications DewAntion Weather Vent Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck flange: 24" x 52" 4'hiciniess: O4217 itch. _._. MANUPACI'URING LOCATION 1. Jaaksonvilla, FL LViDENCE SUBMITT3ID Test Aeeaev Test Idautifier Test NametReyort Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002-02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: Wood Deck DesertpUm. 11/j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3K" x 46" opening centered between layout lima and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening Brush away sawdust and debris. Installation: Vents should be evenly spaced on the roar slope ofthe roof. Center vent in opening and set it in a 1/9" thick of an approved ASTM D 4596 asphalt roofing cement. Secure vent to the roof deck with 1-%" galvanized ring shank roofing nails spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nails per vent. Seal all nails and vent flange with an approved ASTM D 4586 roofing cement. (See drawings herein). Nat Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Oats 04115/19 Approval Date: 0143/t4 Pago 2 of3 02111/2015 13:43 M P.004MU LIMITAnow. 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. Ibis acceptance Is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roofmean 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 ofthe Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo. city, state, and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Qxplration Date: 04AS/19 Approval Date: Oln3/14 Page 3 of3 Florida Building Code Online UsS P I eS Page 1 of 3 ftW D`p,?Moldr DOS Mome I toy In user RegMtradon . riot rop"I SLO"'nt rge to Busines (L Product ApprovalProfessinal ®USER: Puolic user Regulation ffll Prddutl Aeon" Menu > Pvodust a Aooilrnien Sinrtn > Aeoliratbn List > Application Detail VJ i:17C IId-J: oQnya n:a- c onia(Dcs cwnr.c.Fu FL # FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314)851-7480 Ext7480 dwert@mil.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 1451S North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mli.com Quality Assurance Representative David Wert Address/Phone/Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 8S1-7480 dwert@mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence FL2197 R5 COI Certillcate of Independence for Evaluatlon.odf Referenced Standard and Year (of Standard) Standard YCiI ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvrTExp/o2bbkf... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 06/11/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL ff Model, Number or Name Description 2197.1 MISSHS 18 ga. super high strength truss Connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS ll InstallationESR-1988 Aoril20t1.12df Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.2 MII 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes F12197 RS it lnstallatlonESR-1311 Nov2011,ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by independent Third Party: Design Pressure: N/A Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental Evaluation Reports ELj}97 R5 AE ESR-1311,0df for the Florida Building Code 2197.3 MTI8HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS If InstallationESR-i988 Aoril2011.odf' Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: WA Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.90 for the Florida Building Code 2197.4 MT20 20 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 R5 it InstailationESR-1988 Aori12011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 RS AE ESR-1988.odf for the Florida Building Code 2197.5 MT20HS 20 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 InstallationESR-1311 NQv2011.11df Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental FLZ197 RS AE ESR-1311.odf for the Florida Building Code. S&eti4: - w4O Nadh r.ar- Ta ah M99 Phom:-a50•ia7.1a2a3lsSt The State of Florida isan AAA*O employer. rabvdsht 2007.2013 State of flerida: •: Pmraty Statement : •'slat Refund Statement under Florida taw, email addresses are public records. It you do not want your e-mall address released in response to a public -records request, do not send electronic To to thisentity. Instead, contact the office by phom orby traditional mail. Ifyou have any questions, please Contact $50.467.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective OQober 1, 2012, IYoensees licensed under chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may be used forofficial communkationwith the Ikensee. however email addresses are publk record. If you do not wish to supply a personal address, please provide the Oeparbnemwithan email address which onbe made availableto the pubis To determine ifyouare a licensee wrier Chapter 455. F.S.. please click b=. Product Approval Accepts: RI ME https://www. floridabui lding.org/prlpr_app_dd.aspx?param=wG EV XQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Credi'tW E https://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from /CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for -the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEKO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS AND MT20HSTM ICC :ICC ICC c PMG• LISTED; Look for the trusted marks of Conformityl i", Lei 2014 Recipient of Prestigious Western States Seismic Policy Council 1- WSSPQ Award in Excellence' A Subsidiary of Mmuck CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not iOCCs specifically addressed, nor are they to be construed as an endorsement ofthe subject of the report or a ' im lie \ recommendation for its use. There is no warrantywarrantyby /CC Evaluation Service, L/.C, express or p d as to any finding or other matter in this report, or as to any product covered by the report. •»•• Copyright O 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS*'- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009. 2006 International Building Code* (IBC) 2012, 2009. 2006 International Residential Code* (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 t7he ADIBC is based on the 2009 IBC. 2009 IBC code sections reterenoed in this report are the same sections inthe ADIBC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and M1116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1 t/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, MII 20 HS, and MT20HSIO: Models M-20 HS, Mil 20 HS, and MT20HSTMr metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-ES Croluathw Reports are not to be construed as representing aesthetics or any other attribute, not sprc#lcally addressed, nor are they to be construed as on endorsement ofthe subject ofthe report or a recommendation jar Its use. Mare is no warranty by ICC Evaluation service, r.I.C. express or implied, as toanyfinding or other matter in this report, or as to any pradnci covered bythe report. Via. Copyright O 2015 CZ Page 1 of5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek° metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable aftematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSIfrPI 1. 6.8 MiTek° metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed °M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'IPLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: tlbfn' = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to toad, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Poundstinch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPIA (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1605 Tension ® 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension ® 0' 0.68 1945 1 0.62 1091 1 0.67 1716 Tension Q 900 0.30 849 0.48 841 0.52 1321 Shear values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 301 0.61 1173 0.63 738 0.61 1085 Shear ® 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 90' 0.55 1055 0.55 645 0.45 792 Shear @ 120° 0.48 914 0.42 490 0.34 608 Shear ® IW 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 Warm, 1inch = 25.4 mm. NOTES: Minimum Net Section - A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a fine of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a speed orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of S 03W 0IS& 0112r a 4 mm 4 IOU" 10 8 mm H I1 H 00000 ooaa 0000a 0 0 0 0 lEo o o o o 0000 o00000000 0 0 0_0_0 iwm M-16, M1116 012Y 0 25V 0125• 0 wr 3 2 min 9 4 mm 1}2}mm 0i3—mm 00000400000 000090000000 000000000000 Oo0o000oa00 Ia 0000aoaoo I a000a000000 M- 201 M1120FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page S of 5 0.12V 0.2W 0 9W 0 sw 32mm 64mm 127mm 83mm t ODD A 000 gDO ODO ODD ODO 000 ODD ODD ODD J ODD e 000 ODD ODD 000 000 000 1MDTM M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16. Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, whendesignandinstallationareinaccordancewiththeInternationalBuildingCodeeprovisionsdescribedinthemasterevaluation report and with Chapters 16, 16A, 17. 17A, and 23 ofthe CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-ES Evaluation Reports are not to be construed as cpreseming aurbeues or any asher ouribarunai specifically addressed. nor are they to be co mtied asan endorsement ofthe subject ofthe report or a recommendation for Its vie. There Is no warranty by ICC Evaluation Service. ld.C. erpris or in+phei[ as HHiLI to anyfinding or other matter its this report, or as to any product covered by the report.---- Copydgild 0 2015 Pape 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwAcc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSIM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS"' has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•ES Evoluouun Reports are not to be construed as representing aesthetics or any other attributes not specykWly addressed, not are they to be construed as on endorsement ofthesubject ofthe reportor o recon nendationjar its use. 7bere isno umarranly by ICCEvohnatton Servree. JJ.0 express or lotpJkd, as Oil toanyfinding or other nmtter in tho report, or as to anyproduct covered by the report Copyright 0 2015 Page 1 of1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, M1120 HS AND MT20HSIFM ilcc _- ICC ICC c PMG-L1STE0 Look for the trusted marks of Conformityl 02014 Recipient of Prestigious Western States Seismic Policy Council ! ' iuitaxiuurut WSSPQ Award in Excellence" A Subsidiary of.000taouNar ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or aG§. recommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any findingor other matter in this report, or as to any productcovered by the report. Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This repot is subject to renewal June 2017. wwwJcc-es.om 1 (800) 423-6687 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: Is 2012, 2009, 2006 International Building Code° (IBC) of 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)l The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADISC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the fiat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4Anch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek* M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage (0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, Mil 20 HS, and MT20HS"': Models M-20 HS, Mil 20 HS. and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 Inch total thickness (0.9 mm)), ASTM A653 Grade 60. high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC-FS Fvalaotion Reports are not tobe construed as representing oestht icr or any other attributes notspecifically addressed, norare they tobe construed MIITI as on endorsement of the subject ojthe report or a recommendation%rits use. There Is no warranty kv lCC 1.1aluation Seri"lce, IdC. express or Implied, as to anyfindmg or other matter in this report, or as toany product covered by the report. m" Copyright 0 2015 4 Page 1 of 5 ESR-1311 1 Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Ouality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek' Industries metal truss connector plates described in this report comply with, or are suitable allematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 5.6 5.7 6.8 6.0 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek' Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative4reated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek' metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek' connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek' Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in=!PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir-4arch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.65 174 126 147 122 M-20 and MII 20 Douglas fir --larch 05 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: llbfinz = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses -and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency PoundslincNPalr of Connector pies Efficiency, I PoFT of Connector Plates Efficiency Pounds/Inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 01 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPIA with a Deviation [see Section 6.4.9 (e)) Maximum Net Section Occurs over the Join? Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 90° 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 30P 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 lynch = 0.175 Nhnm, 1inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth patlem with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 03w 0lov a 4 mtn a I trtm M-16, M1116 01251 0 25M 0.125, 3.2 onto 0 a emu 3 imn Nliiiiiiiij 00000000000 r- 00000000000 0009000000D 00000000600 I OVr 108mm H 0 mr 93 nwi I M- 20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) ESR-1311 I Most Widely Accepted and Trosted Page 6 of 6 0.10- 0 2W 0.5W 0 3W 32mm 64mtm 933mmm12.7nun UDO bOG ODD ODD DDD ODD 000 D00000D0 t lr-oOo A ODD J. 000 000 000 000 O00 DDO M-20 HS1 Mil 20 HS1 MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST", described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC•FS Evaluation Reports are not to be consimed as representing aesthetics or any other attributes not spec ficully addressed, nor are they to be construed ai an a danement ofthe subject ofthereport ora recommendanonfor ttt use. There is no warranty by ICC Evaluation Service. U.C. express or implied as to anyfinding or other matter in this report. or as toany product coveredby the report Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report.is subject to renewal June 2017. www.icc-es.org I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTek°TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeko Truss Connector Plates M-16, MII 16. M-20, MII20, M-20 HS, Mil 20 HS, and MT20HST14, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSnA, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTekoTruss Connector Plates M-16, MII 16, M-20, Mil 20, W20 HS, Mil 20 HS, and MT20HST"4 has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES £rohration Reports arc not to be construed as representing aesthetics or any other attributes nor specif)cally addressed, norare they to be construed as anendorsement ofthesubject other reportor a recommendationforits use. Mrr h no warranty byICCllmluattonService. LLC. express or implied as to anyfndusg or other matter in this report. or as toany product covered by the report m _ Copyright O 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 27 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HS'rm ICC : ' ICC ICC PM G LISTED. Look for the trusted marks of Conformityl ! Nr 2014 Recipient ofPrestigious'Western States Seismic Policy Council emu WSSPQ Award in Excellence" A Subsidiary of uoou p ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a Gerecommendationjoritsuse. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to anyfinding or other mailer in this report, or as to anyproduct covered by the report. Now cuu 'a= • Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS1h1 1.0 EVALUATION SCOPE Compliance with the following codes: 2012. 2009. 2006 Intemational Building Code* (IBC) 2012, 2009. 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC) tThe ADIBC Is based on the 2009113C. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, Mil 20 HS, and MT20HS*": Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC-FS rvoluarion Reportsare not to be conrrnred as representing aesthetics oranyother attributes note/xnjrcolly addressed norare drcy to be construed as an endorsement ojthe subject ojthe report or a recomatendauon jot its use. 77tere is no warranty by XC Fvoluadon Service. LLC, express or implied, as im toarryfiedtng or othermatter inthis report, or as toartyproduct covered by the report U".r. Copyright 0 2015 Page ;,of5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSIJTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this inforation. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturers published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSIrTPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSIITPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 ofANSI/TPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri. Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSUTPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example. the M-16 plate is embossed 'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: I lb/in? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load, wood grain perpendicular to load All truss plates are pressed into the•wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mill 16 M-20 AND MII 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundsfinch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 l013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Join? Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 906 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For $I: 1 lb/inch = 0.175 N/mm, 1inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount ofsteel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted Page 4 of 5 0 330' 0 isr e4mm 41mo M-169 M1116 0125' 0 250' 0.125' 12mm 9tmie 32me 000000a0006 00000000000 100000000000 10000000000 00000000000 00000000000 I WDTH I 0 42r 10 9 nun H 0 36 93mm w I M-20, M 1120 FIGURE /—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 6 0126' 0.2W 0.8W 0 30' 32m}m 6 1-mm 93m}m1277mm ODD DDO DOD 000 ODO ODD D D 0OOOOOD 1:000 000 ODD WJ ODD y DDO ODD ODO ODO ODO YMDTH M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwkc-es.orn 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary ofthe International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section, 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mll.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTO 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT201-1911', described in master report ESR-131l, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are In accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC•ESEvaluation Reports arc not to be construed as representing aesthetic or any other attributes not specifically addressed, nor are dtey to be conurtrodasanendorsementofthesubjectofthereportorarecommendationjaritsuse. 77tere is no evarrunry by IrC Evaluation Seriice. I.I.C. express or implied as to any finding or other matter in this report. or as to any product covered by the report, mt ,Copyright 0 2015 Page ;of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS*" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeke Truss Connector Plates M-16. MII 16, M-20, Mil20, M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESRA311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16. Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSTM, described in Sections 2.0 through 7.0 of the.master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code --Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Codee (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS1" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC.ESEvaluation Reports are not to be comtrued as represmang outhedes or any other attributes not specifically addressed, weare they tobe construedasonendorsementofthesubjectofthereportorarecommendationforitsuse, Yhtre is no warranty by ICC Eioluation Service. LLC, express or Imptie4 as to anyfinding or ether matter in this report, oras toany product covered by the report. Copyright 0 2015 Page 1 of 1 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS AND MT20HSTm ICC ICC ICC c. PMG USP Look for the trusted marks of Conformity 02014 Recipient of Prestigious Western States Seismic Policy Council L=1 WSSPQ Award in Excellence" A Subsidiary of eCNECOUNp CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not `00064" specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a Glirecommendationforitsuse. There is no warranty by ICC Evaluation Service, l.LC, express or im ped as to any findingor other matter in this report, or as to any productcovered by the report. O1'^•« Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.[cc-es.oE9 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codee (IBC) a 2012, 2009. 2006 International Residential Codee (IRC) a 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections reverenced inthis report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MlTeko M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered OA5 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HS?m metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICGFS Evaluation Reports arenot to be construed as representing oesthetics or any other attributes not specifically addressed norare they to beconstrued as anendorsement ofthe subject ojthe report or o recommendationjor in use. Thee h no aarrony by ICC EvaluationService, U.C, express or implied as to anyfinding or other matter in this report or as to artyproduct covered by she report Copyright 0 2015 Z a.i S Pagel of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI(TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to theevaluationofconnectioncapacityoftheMTekmmetaltruss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current IMES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturers published installation instructions and this document, the instructions in this document govern. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTee Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire-relardant- treated lumber or preservative4reated lumber. 6.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 5.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. 6.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona, Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI1TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek® connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTek® Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/ln2/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mill 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: 1lb/in? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to load. wood grain perpendicular to load All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2--EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/InchlPelr of Connector Plates Efficiency I Pounds/lnch/Palr of Connector Plates Efficiency Poundslinch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 ofTPIA (Minimum Net Section over the Joint)' Tension @ 0" 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)j Maximum Net Section Occurs over the Joint Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 90° 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.46 914 0.42 490 0.34 608 Shear @ 150° 0.35 672 0.46 644 0.3 537 For Sk 1 lb/inch = 0.175 N/mm, 1inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 6 0 33V 0 low o 42r a 4 mm a Imm to o mm H H H 000000000 0 0 a 0 E 000aa ooaoa M-16, M1116 0125' 0 25W 0125, 0 36V I nr 6 4 r rn 2 2 mm AlIjft 00000000000 0090000000 U0000000000 00000000000 000000000°° 00000000000 NIDiM M-20, M1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of S 012S' 0.2SW 0.5W 0 saw 32mm 64mm 127mm 93mm it fi-f-fi 1.1 000 000 000 00o D00 000 J 000 Doo Doo 000 J f V goo Ono 00o 000 D00 000 M-20 HSI MII 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.on4 ( (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 4314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek® truss connector plates M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS^", described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. Ire-F.0 Froluation Repom are not to be construed as representing aesthetics or any other attributes not apeelykaRy addressed. nor are they to be construed as an erdonetnent ofthe subject ofthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service. U.C. express or implied, as 40 to anyf1nding or other marter in that report. oras toany product covered by the report. avatar ems,..= Copyright ®2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.om 1 (800) 423-6687 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTekeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Fonda Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (IBC) provisions noted in the master report. Use of the MiTekeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSm has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports art not to be construed as representing aesthetics or any other attributes notspecifically addressed, nor are they to be construed as an endorsement ofthe subject ofthe report or a recommendationfor its use. There is no umrronly by ICC Evaluation Service, I.I.C. express or implied of ' to any finding or other matter in thb report arm to any product covered by the report Copygight 0 2015 Page 1 of 7 If Florida Building Code Online ` f bc-L&—) Page 1 of 2 V Nr OF Professional Regulation I Business Pak d Bps Mohr I too In I User Registration i Not Topics SubrNt Surcharge I suits & Fogs ( Publications FaC Staff I BGS Ske MP Unks Search Bu' nes l/n.? Prolessltl lal product Approval USER: Public User Regulation py > pn&yj or Amikatkin SeUlb> Raoliralion List > Application Detail FL 0 FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archlved Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8®Yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer N Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Lei Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect FLI4239 R3 Eauiv Eaulv.odf hops://www. floridabuilding. org/prlpr_app_dti.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL t Model, Number or Name Description 14239.2 Slotted Steel Tie -Down Clips, 1" Steel Tic -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in NVMZ: Yes FL14239 R3 11 Owo.odf Approved for useoutside NVMZ: Yes VeriFled By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Fu4239 R3 AE Evai.odr system. The required site -specific design pressure (demand) Created by Independent third Party: Yes shall be calculated by others for use with this design. 1 QOVdUz :: 1940 North Hpfl aStreet. Tanattasa•e Phone, 850,487,1824 The State of Florida Is an "/EEO employer. Goorridlit 21107.261a State ofFlerlda.:: WZK1 511121be0t :: Atcessibility statement :: $gyp) Under Florida lino, email addresses are public records. M you do not want your a -mall address released In response to a Pudic -records reavtSt. do not sende%CUW* map M this entity. instead. CDNO t the d0ce try phone or bytraditional OWL It You have any euesborts, please contact'tS0.407.1395. •Purstiant toSetlbn455.27SI1). FlordaStatuMs. eNd4Ne OSo0e11. 2012, Ikerma IkerK.S. medunderCrapter45S, Fust proAde the Depitdnolnem twithanailaddress It oft. - The havee.-The emeas proMded may be tsed ter official oanankatian with the Iicenwm Itawaver pnab addresses are pubtk reeerd. U Youdo net wish to supplyapersonaladdress. okra Pro de the'Oepartm "t with an ema0 address rMid1 can be made available to the pubir- To determins It You are a kensee under Chapter4s5,FS., please dick baL• Product Approval Accepts: a®®® aLR' Yrtl ' V 11. MIr:+ https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDE.TErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVTIY ASSUMED TO ACT AT THE I GEOMETRIC CENTER OF THE MECHANICAL UNIT. W MECHANICAL UNIT "UST 6E w SQUARE OR RECTANGULAR. z >• NO IRREGULAR SHAPES. I MOST STRUCTURE DESIG. BY OTHERS, SEE DES'C.- SCHEDULES FOR ALLOWABLE SUBSTRATE MECHANICAL UNIT 75tH MIN. WEIGMI, MECHANICAL UNIT PER SEPARATECERTIFICATION, TYP, CENTER OF: G0.AVT' SEE DESIGN I SCHEDULE FORMAX'MUMSURFACE AREA ANDDESIGN PRESSURE, TYP. STEEL Tit -DOWN CLIPS. SEE DETAIL t(3 d 213 2 FOR CLIP INFORMATION, 3 TYP. 3- MAX : r MAXTYP. Tp1tA `7- Od1BOA TYo. 1 TIE -DOWN ISOMETRIC a TYPE OF CLIP AND NUMBER OF CUPS ISOMETRIC PER CORNER WILL VARYPER CONNECTION TYPES CI {A ON SHUT Z TIE -DOWN CLIP DIRECTIVE EXAMPLETHEFOLLOWINGEXAMPLEILLUSTRATETHEPROCEDUREUSEDTOOETERMINE TH! MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT. It FOR ANY GIVENMECHANICALUNITTHATco"WRMS TO THE OIMENSIOV RESTRICTIONS AND DESIGN CATTERUA USTCDHEREIN. SEE SHEETS h5 FOR DESIGN SCHEDULE.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MEC ANICAL UNIT W TM THE FOLLOWING CRREIOA. VWI.170 MPH, EXPOSURE T 46• TALL N AB' DEEP Y 4S' WIDE. lW LD (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO "" PSI MR CONCRETE WTTM (1)• 2- CLIP AT EACH ODRNEA OF UNIT (TOTALOF (P) CUPS) PROCEDURE STEP RESULT I ImTexmime TME CONNECTION TYK MOON THE cuouvisom SHEET 2 IcONNECTIONlyptl THISINSTALLATIONIS INTENOEO FOR A VVR-170 MPH, EVMUAt'B'. THIS OEIGN2DETERMDIEWHICHDESIGNSCHEDULETAKETOUSETHISCOAAESPOMDSTOTABLES7 IDMRRINE LARGEST FACE AREA Or MECHANICAL UNIT TO B! [N57Al1ED PSYAB'• IBFf' THIS UNITHEIGHT OF AB' IS EQUALTO THE MAXIMUM ALLOWABLEHEIGHTOFAS'. NOV Y5 7NIRODUCTAIJYIOYAL ALLOWS THE U111ff TO BE INSTALLED ON TOP A CNlCK MAXIMUM UNIT HEIGHT RESTRICTION OF ANA/C STAND TWAT OF A MAXIMUM "' TALL IFAN A/CSTANO IS UrnUM, CHECK TO SEE TWAT THE STAND ODES NOT EXCEED 20- IRA HEMMT SCMECK MINI IT WHOM .emur1CT 11 IN IN TEN THAN MIRIMWI ALLOW WIDTH r THIS UNIT FAY BE INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO 15 R- AODMONAILY, THIS UNIT MAY 6C INSTALLED ON ROOFTOPHEIGHTS GREATER S DEItRMOETHEALLOWABLEROOF -TOP IIE1GItT OF THE INSTALLATION THAN WR AND LESS THAN 100 FT. SEE (•) ON TABLE S FOR THE NUMERICALVALUE OF THIS DESIGN EXAMFIE DESIGN NOTES: THIS PRODUCT HAS BEEN OEIGW IN ACCORDANCE WITH ASa 7• t0 AND TME R - BUILDING CODE FORUSEWITHINANO OUTSIDE THE HIGH VELOCITY HURRICANEL001RL y7INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED T6 CALCULATE TWOALLOWABLEROOF•TO HEIGHTS ODNSIDEILS ASC 7.10 SECTION 29.5.1 oy FOR ROOF TOP NEIGHS (H) 560 FT ARD SECTION 29.S FORROOFTOP HEIGHTS 00O 60 FT S SECTION 29.4.1 FOR INSTALLATIONS AT GRADE. (GC.X_.-).t0WITHIN THE MVHZ, GC t; gI.90 OMIDEL THEMVHZ. (G4_ l;y- LS FQR ALLLOCATIONS (CONCURIUum, ALL OTHEROt$tWt VARIABLES ARE IN AOUDwAMWITHASCE7.10 CHAPTERS 26B 29. THEHEIGHTSLISTEDCITHEDESIGNSCHEDULESREPRESENTTHEALLOWABLEHEIGHTOrTHEBUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TD BE INSTALLED ON A MAXIMUMIO' TALL A(C STAND (CERTIFICATIONBY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULE. ' GENERAL NOTES: THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OFTHE FLORIDA SURD3O CODE R ASCE 7.10. THIS PRODUCT MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 12-V3% INCREASE IN ALLOWABLE STRESS HASBEEN USED IN THE DESIGNOF THIS 3. DEIGNSYSTEM. IS BASED ON CLIENT PROVIDED PRODUCT AND OIESHEETS FROMTEST REPORTS j= 197'0757A- rBY TESTING EVALUATION LABORATORIES, INC. NO SUBSTIMOAY CORM TIT YRRTEN APPROVAL BY THIS ENGINEERSMALL Be PERMITTED, A. MAXIMUM B MINIMUM DIMENSIONSAND MINIMUM WEIGAT OF MEUTANICAL UNIT SMALL CONFORM TOSPECIFICATIONSSTATEDHCRCIN. ALL PM04A WCALSPCCIFTCATIONS ICLEAR SPACE. TONNAGE, ETCH SMALL BE ASPER MANUFACTVRCR RECOMMENDATIONS ANDARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR S. FASTENERS TOM Al2 X i:• ORGREATER SAEGRADESUNLESS NOTED OTI•CRILUE TAPCONS REFERREDTOHOOKSMALLBEITWBLDLDEXBRAND, CARBON STEEL ONLY. INSTALLED TO 30M PSI HIM CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIPEMENIS. ALL FASTCHCRS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT E F LYSIS. B. ALL STEEL CLIPS S-IALL BE AST" A233 STEEL (GRADEO) WTH FY-11 NSI OR BETTEA. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION LVITH AN AgROVFO COAT OF PADTT, ENANEL OR OTHER APPROVED PROTECTION. r9D•RATED COATING REQUIRED PDA ALL COASTAL INSiALLA7TOMI 7. ALL CDNCRETE SPECIFIED HEREIN IS NOT ART OF THIS CERTWICATION, AS A MINIMUM. ALL CONCRETE SMALL BE STRUCTURAL CONCRETE 4' MIN THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI, UNLESS NOTED OTHERWISE- S. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OISSMIWI MATERIALS TO PREVENT EUCTROLYStS. 9. CLECRRICALGROUND. WHEN REQUIRED, TO BE O-SLWHEO SINSTALLEDBY OTHERS. 10. THE ADEQUACY D<ARV EXISTING STRUCTURE TO WITHSTAND SUPERIMPOSED LOADS SMALL OSVERIFIEDBYIREOIIS)TE OEStrN PROFESSIONAL AND IS NOT UNaUGEO IN THIS CERTIFICATION,EXCEDT AS CX RESSLY PROVIDED HEREIN, NO ADDITIONAL CERTUICATIONS OR AFFIRMATIONS ARE INTENDED. t I, THE SYSTEM DETAILED HEREIN IS GENERIC AMU DOE NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT FROM TTHE CONDITIONS DETAILED HEWN, A LICEI.SEO ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE M CONJUNCTION WITH THIS DOCUMENT. 12. WATER -TIGHTNESS OF EXISTING NOSYSUBSTRATE SMALLBETHEFULL RESPONSIBILITYOFTHETVSTALUNGCONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED OR At-. e -0 WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATIOV AHO LNSTAUATIOU OFSTRUCTUREPROPOSEDHEREIN. THIS ENGINEER SMALL NOT BeRESPONSIBLE FORANYWATERROOFIhrCRLEAKAGEISSUEWHICHMAYOCCURASWATERTIGHTNESS SHALL BE THt FULLRESPONSIBILITY OF THE INSTALLING CONTRACTOR. 13. FORANEXPLANATIONOFEXPOSURE CATEGORIES THATACCOMPANY THEV1At WINDSPEEDS USEDINTHISAPPROVAL. SEE SECTION 26.7.E OF ASCE 7.10. CJ Z 1H Jz Q n ZOA^y Ott" K ZE°c= W e Zf V F..IaL to 15- 2378 N E W :Yj( v . 7y-j0 Z3 y v T MAX 1' CUPS y TTP. . , ' (• C<3ps I. MAX ANCHOR SCHEDULE: ' 1" CLIPS 2" CLIPS BUBSTUR OlSCU TION 1)-S/16.0 CARRON STEEL ITW SUILOOK TAPI CONCRETE. V. FULL EMKO TO A• THICK NIN' COMCRETE, 3I6• NIN. 0003PSI MIN.) EDGE DISTANCE. S)." MIN. SPACING TO ANY ADJACENT ANCROR SAE GII ALUMINUM!(LI•PN SNFPT HEIR. SCREW TO 0.I2S' NIM. ALUMINUM PROVIDE is) TRACK. 60f1•T6 PITCHES KIN. PAST MIN. ALUMINUM) THREAD MANE STEEL: 1)•/14 SAGGRADES0. 129MIN. SHEET METAL SCREW TO THICK, 33 K9 STEEL, PROVIDE (5) NIN. smi PITCHES NIM. PAST THREAD MANE suesTRATe aeswmoM= * J Z si L)•S/t6'OCAIRBON ITw RUN OEKTAFCC i CONCRETE: 1• THICK HIM, ZY•• FULLHIED TOOONCRBTE. 3)E'.14I11. 7 p1 3000 PSI 194.) EDGE DISTANCES 31' NIM, SPACING TO AIR 1 ADJACENT ANCHORrnaa fi ALUMINUM: ALUMS' MIN. Z"14 SAE GRADE S SHEET NErAL SCwws TO ALU141PROY[OE ( fl Z X M O W wlid2L rITCHasIPLANE i. SCICI MIN. ALUN1ATJM) THREAD aW'^ a tldOF E s STEEL: 2)•8 L6 SAE GLADES 0.12S' MIN. SHEET METAL SCREWS TO oI THICK, 33 KSI STEEL. PROMO! (Ol NIN. STEW PITCHES M( M. PAST u THREAD MANE Z ja P. I 1. EMBEDMENTMA Cto D ISTANC EKCU106 I NAISCH II CHEO , J = 2, ENSURE MLs Doi EDC2 DISTANCE AS NOTED O ATM3OOR SCHEOICO CONNECTION TYPE C L 3. sEe DErAl15 OM sHEEf 3roR ANCHORS AITACIING ro M[QIAMCALulGr. Z S CONNECTIONTYPE C2 pka= M YY Ci 1• CUP • UTILIZE ( 1) AT EACH CORNER FOR A TOTAL OF (A) PERUNITL- CUP • UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PEN( UM(T r ui dQg3; Z_ cc UNIT LYIOTH AX WHIM p t Vy^T( 1 r• CUPMOFFS!(i PPAIR SPAQNG j CUP OFFSET H pE Wa1 , • JON ' I I a W 3' TT? MECHANICAL m 4=V u N V Jir-UP-CUPUNSEPARATE SPRUNGCING CERTIFICATIONT CATION3• MATI . cupsf. .• Tip. ' Y CUPS y F(A,)( UTILIZE (4) CUPS EA SIDE isi d g TYPL OF UNIT FOR A TOTAL OF 8) PER UNIT Y NAxt VLL . . T TYp, tr• / TYPeltt 3' MA.; WNR07nWRtOIWF00rE 15-2378CONNECTIONTYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL T rain . vnuZE c1) A„T EACH CORNEA FORA TOTALOFL1 PER _ _ 2• CUPS - UMIZE (2) AT EACH CORNER FOR A TOTAL OF (6PE) a uNn 3N.T.S. PLANvlEw PAee BesouPTmN' THIS DETAIL MAY BE USCO AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTIONTYPES THAT VrIUZE ( 2) S CUPS AT EACI CORNER FOR A TOTAL OF (8) CUPS PER UNR, v,GJJ FOR ANY CUP LONGER THAN IQ* OAT UTILIZE (5)-632 SAE Y TYP. GRADE 5 SHEET METALSCREWS, TYO. J o.o6e• TM1oc AM A283 10 ;. r STEEL. TYP. 00 laAoeu 3)•0I2 SAE GRADE 5 5 0 SHEET METAL SCREWS t, FOR CUPS UP TO A LONG. VRLIZE ($)-J12 SHEET METAL SCREWS 111 IYI71ma o00 0® FOR CUPS LONGER I THANS. TYP. I 44.0 HOLE. Y'.TfH 0 IOANCHORFROM1• CUP ANCHOR t• D. 75• SCHCOULE, TYP OTHER DIMENSIONS SIMRAR) lc • 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC r o 0. 072. OR O 0.1Ir THICK III ASTM A263 II UISTEEL. TYP. u 141 FACTORY - MILLED Y.'O HOLES, UTILIZE ( 1) OR (2) ANCHORS FROM 2• CLIP ANCHOR SCHEDULE. TYP be 3)-J 12SAEGRADE 5 SHEET METAL SCREWS FOR CUPS 4• LONG. unuze ( 4)- 12 SHEET METAL SCREWS FOR CUPS LANCER THAN A•. TYP. Wo HOLES, NOT TO BE USED FOR ANCHORS. TYP. MECHANICAL UN17 OY OTHERS. ALUMINUM HOUSING UNTS SHALL BE 6W-T6 MIN. ALUMINUM SHEET WITH Fty.30 K51. 0.125• MIN. THICKNESS, STEEL HOUSING UNITS SHALL BEASTM A653 Fy-33KSI MIN. STEEL, GRADE 33. 22GA MIN. (t-0.OZ09•). 0. 068- THICK ArTH 4283 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLUSH WITH BASE OFCUP, NO SPACE PERMITTED. TYP. 3). 812 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS UP TO S• LONG. UTILIZE (5)-J 12 SHEET METAL SCREWS FOR CUPSLONGER THAN S. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER SUBSTRATE PER ROD SCHEDULE VARIeS) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 . 1•.0• DETAIL CLIP IS OCSIGNEO FOR FULL CONTACT WITH THE BASE OF EACH 146CHANICAL UNIT, TYP. KFOIANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 6063-T6 MIN. ALUMINUM SHEET WITH FtY-30 IM. 0.125• MIN, THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy.33K51 MIN. STEEL, GRADE 33, 22GA MIN. 4-0.02"l. 0. 072, OR 0.113• THICK ASTM A283 STEEL CLIP, TYP. BASE OF UNIT SMALL BEFLUSHWITHBASEOF CUP, NO SPACE PERMITTED. TYP. 3)- 0 12SAE GRADE 5 SHEETMETAL SCREWS FOR CUPS A• LONG. VT(UZE (4)-112 SHEET METAL SCREWS FOR CUPS LONGER THAN J'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS. TYP. L) OR (2)ANCHORS PER ANCHOR wr SCHEDULE SUBSTRATE PER ANCHOR r , SCHEDULE 2" TIE -DOWN CLIP I ANCHOR DETAIL 3 p . 1•-0' DETUL CLIP 15 DESIGNED FOR FULL CONTACT WITH THE BASE OF EACHMECHANICAL UNIT, TYP. z12" CLIP ISOMETRIC DETAIL I 3jN.T.S. ISOMETRIC u z 1•' A a J zo, Od_ F OW_ a zs= wg fSz m F TABLE 1: Vult=175 MPH, EXPOSURE C FORUSE VAIN ARISKCATEGORY II STRUCTUREINTHE HIGHVELOCITY HURRICANEZONE-) ALLOWABLE ROOF -TOP HEIGHT (HI TIE4)OWN CONFIGURATION TYPE 1MAXIN.UM SURFACEAREA OF UNIT UNIT Cl C2 C3 CIUNIT'SLARGEST , HEIGHT WIDTH FACE 1 6fA _ 2A'MAK 112'MIN 15! I WA AT GRADE ATGRAOE 1152001r' t9FT _ 32'" . AR' 1 MIN IT MIA ATG ^IIS200FT ATGRAOE_ ATGKAOE H560F1 HS30FT H5200FT r 6R' AT GRADE NSAO R_ AT GRADE i C MAX 21•N.IN N/A ATGRADE Mf20DR AT GRADE Mt1mFT A MIA I ATGRAOf _MIA _ ' ATGMOE j 20 FT' _ - N/A M ATGMOE N/A AF onl 25 FT. N/A AT GMOE _ ff/A ATGRAM iT' • 60' MAX /B' MIN 01/4 NIA N/A Y At RACE NIA' -L II/A _ _RA AT GRADE THIS TABLE ISKIlMiSSIBLE TO atUSED WIIHIN THE HVH2 WHICH CONTAINS BROWARO ANDMLAMFOADECOUNTIESCHECKWITHLOCALAUTHORITYHAVINGJURISDICTIONFORTHEAPPLICABILITY OF THIS TABLE WITHIN CFATAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C IFOR USE WITH A RISK CATEGORY 11 STRUCTURE•I MAX MUM SURFACEAREAOF UNIT UNIT UVIr'SLARGESr NEWNT WIOIH FACE ALLOWABLE ROOFTOP HEIGHT IH II1.0 WI1 CONFIGURATION TYPE Cl I C2 C3 CA 6FP 24- MAX 12'MIN N/A I H5200R 60FT <H 316pR nsFwn 9FT' 32-MAXI IS'WIN N/A I NSISR ATGRADE H1200FT60R4HS200R H520OFTI MS200FI NS700R , AFT' , G I T60R <Hf700 FI 20AFGRAOE HS200FT HSAOFT I6p R<Hs200PT HS200FT 6FhNIA HS200FT AT GR6pRc flnR N52LD FT 9FT' /S'MAX i 2A'MIN t2 R' N/4 AT GRADE 60R< Hs200FT MIA 1150DR 2' 16 IT 1 I NIA AT GRACEMIA H S 200 R I 20 F" f1/A AT GRACEMIA H S 200 FT 1S FT' y NIA N/A NIA H530R R GC<M5300fT J WORM, AB'MIK AT GRADE. 30 IT< MIA MIA N/A T6oFT 4"S IBD R 36 FT' NIA N/A N/A AT GRADE AS AM CWAPIE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALMBEACHCOUNTY. CHECKWITH LOCAL AUTHORITY HAVING IVAISDICTION FOR THE APPIICABIUTV OF IHIS TABLE WITHINCERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE HIGH VELOCITY HURRICANE WIFE') ALLOWABLE ROOFTOP MIGHT IH) — TAT TIE -DOWN CONFIGURATION TYK s p h Z MAXIMUM SURFACEAREA OF UNIT UNIT Cl C2 C3 CI U,NITSLARG[STHEIGHT i LVIOtH l y' 4 Qpt FACE gyp6FT' 2/'MAxI2'ALUNJA T ATGRADEAT GRADE , Mf200R 9FT' lTMAX 1 1S•_MIN M/A ATGRADE N/AA HflOR W g =R' AT GRACE H1200FT AT GRADE ! NSMDFT gIT I N/A i Hf15R !TGRl10E ' M52000F 9FT Air MAX 21'MIN ILIA ( ATGRADF ATGRADE I HSBCFT 12fT' N/ A 1 AT GRACE N AT GIIaDEo16W N/AN/1 ATGMOEyOF ATGRADE2020FT' N/A' AiGRAVE _ N/A AT GRADE c25 A' N%A N1; FAT GRACE 6W MAX ' IB' MLIM • - -- -_N/A 3GFT< 1 N/4 N/A_ AT GRADE WAWA NIA ATGRADE THIS TABLE IS PERMISSIBLE TO BE USED WITHIN THE MVN2WHICH CONTAINSBROWARD AND V w MIAM,4WDE000NTIES.CHECKWITH LOCAL AUTHORITY HAVINGIURISOICf1ON FOR THEAPRICABIUTY Z a OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. J zPM O TABLE 4 : Vult=170 MPH, EXPOSURE D 1—(FOR USEWITHARISKCATEGORYUSTRLICIUREI2I CALLOWABLERCK3F-TOP HEIGHT MI S TIEAIOWN CONFIGURATION TYPE I W I UNIT C3 SURFS CIC2CA1-4 WIDTH UNITSLARGESTHEIGHTWIDTHLARGESTFACEd z FF AT GRACE6FT' 21' MAX 12'MIN N/A 1 H5200F1 60R <MSBOR H3200 ii G 9 FT' 32, MAX 15'MIN NJA AT GRADE N/A HS200R 60R<H1200FTATGRADEHS 200 FT H1200FT IR' 60FT<H S 100FT H52CO FT 1a ••!! 25 FT 6IT, N/ A H52p0R .60FT<H6200R HS200R HfISR 9FT' / 6'MAX N'MIN N/A 6CFT<II5200R, AT GRADE AtGRAOE 12 IT, NIA N/A AD FT < Hf l_20 FT, NS200FT NS 200RI g P I faKa{I 16 FT* M/A MIA N/A H S 10 FT6oR<HS700FT. II S AO FT1 ,d iI¢) IOFI' MIAiL: GRADE N/A 60 FT 5200 FT I AT GRADE Oda10ePaFLlft7IRIKeL 15-2378 IS MIAN/A f1/A 60fT<H1200FT s • 6W MAX 111' MIN . - '- • _ • M/A M/A N!A AT GRADE fu1XI H ra tiler cesogmob 30FT' 60FT<Hf 100 FT' 36 FT' N/A N/A NIA AT GRADE 6AS AN EXAMPLETHISTABLE IS PERMISSIBLE TO BE USED WITHINPALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY' HAVINGJURISDICTIONFDATHEAPPLICABILITYOFTHISTABLEWITHINCERTAINFLCKIIOACOUNIfES, Q E TABLE 5 : Vult=140 MPH, EXPOSURE 8 FOR USEWITH A RUSK CATEGORY IISTRUCTURE') T ALLOWAR ROOFTOPNEtwm TIE.00WN ca%7 6URATION TYPE MAXIMUM SURFACEAREAOF UNIT VNIT CE C2' O CA' UNITSIARGEST HVGH WIDTH FACE 6Fr j WMAX 12-MIN 160F. <'sFT Fr HS2WFT H32WFT H52WFT 9W I3r MAXr, IS-Mill ATGWE i Nf2WR HS:WR I_ H1200FT Fr NSzoo RHSzoo R HSzooR Hf2W FT6FV 160R< H52W FT; M5ZWFT NS200FTH5ZWR HS2WFT 9FT' a6- MAX2411MIN' AT GRADE 2 HS2WR HSIWR WFT<H 360FT12FT' I T AT GRADE HSZOO FT HSaOR TAFT. H 9ZOO FT H52WFT MS2WFT 16 FT' ' WA I HSMFT WH%1SFr S1WR 20FT'_ WA MS10QFT NS15R 4S1WFT 25R WA H 540 FT ATGRADE Hf2WFT 60-MAIL at -MIST .-.... - - _FT<HSZODFT, 60FT<HSeOR 30Fr' , N/ A MSISR AT GRADE NS2WFT 160 Fr 36 Fr' I ATGRADE M/A ATGKADE 160R<NfWFT-...- H52ODFTTABLE6 : Vult= 140 MPH, EXPOSURE C FOR USE WITM A RISK CATEGORY R STRUCTURE') ALLOWASLE ROOFTOP HEIGHT(M) n nww TYPF MAXM1uM SURFACE AREA OF UNIT UNIT CI C2 0I Ga*Ti UNR•S1.ARGEST HEIGHT WIDTH I FACE 6 FT' 12a-MAX 12- MIN IATGRADE HS2WFT I H32WR I HS200 FGiry 9 9Fr , 3r MAX 15-MiffI N/AI Hf2WFT 60 FH5JSFTO FT Mf2WR 4Fr f I14S200R H52WR Nf 200FT H5200FT i 6 F-' I ATGRADE SOFT<N 5130FT H52WFT NSZOO FT I HS200FT H32WFT 6OFf<NSMDFTHf2WFT9R' :ar MAX 24-MINA ATGRADE 12FrN/A 143200 FT I AT GRADE 60FT<Ns L40FT If 3200FT 16 FT' WA HS1SR AT6.RAOE FIS 2W FT SOFT<HS2WR 20 FT' MIA M 130FT60FT< Hf 2010FT AT GRADEFI f ZooFT 25 FT' WA AT GRADE ATGMOE H32WFT f 60-MAX Ar MW F 6OFT< Hf 140FT 30 F1N/A AT GRADE WA H S ZW FT I — 36 FT' - 1 I WA ATGRADE WA - 60FT<Hf 200 Fr TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE-) _-- -- _ - SURFACE AREA OFUNIT UNIT CE C2 O CA UNN•FAWGEST HEIGHT WIDTH CE t i - 6FT' 24'MAX 12- MIN WA N920Ofi 30 FT T<H NSZOO FT ' 60 F52W FT FT' MAX1!2- is,MINI WAFT60R<MRSI401N52WR 4FT' N340FT60FT<NS ZODFT Nf2WFT HS2WR NS1WR I ATGRADE 6FT' MS100R H52WFT HSZWFT 9 FT' lar MMAXla• MIN ' WN52WFT Hf1SFTA GOfT<HS1WFT Hf200FT12 FT' WA H940R HSZWFT I ATGRADE61,FT<N3ZWFT SAT WFT<NSSIOF- 16Fr WA WIDE6_ 0R<Nf2WR N/ A HSZWFT OFT' NIA ATGRADE SOFT < NS2WRAT GRADE H1200FT• 2SF1' WA 60 AT GRADE WA H5200FT 60-MAX 4- MIN 30 FT' N/A WA N/ A• NiaOR 60FT< H S 2W R V AS AN EXAMPLE, THESE TA5LES ARE RRMWI LE TO GE USEDWMINN/A N/A AT GAADE • 6REVARDCOUNTY. CHECK WITH LOCAL AUTHORITY HAVING 1uMSDICnON 36 FT'' WAFORTHEAPPLICABILITYOFTHISTAKEWITNINCERTAOfFLORIDACOUNTIES. 60FT < H S 2W FT, P C.J ? dH J z n Z 0el V ` a e. IS ZzI del 5 Woo ri Z 3 0. f m 15-23780 P • E • R •T/ ENGINEERING EXPRESS® OWA` PRODUCT EVALUATION REPORT ENGINEERING EXPRESSO EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1' and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications', sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with Aksw qD1.7.61-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387E by Test, ratorle Inc. .` ' • p STRUCTURAL ENGINEERING CALCULATIONS Raised gnu?eer's Seal Valid for Structural engineering calculations have been prepared which *ages ! W' t® 2 jevaluate the product based on comparative and/or rational ' analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight # Frank ank1% 88 5 4. Maximum Allowable Unit Surface Area lllllll 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW. ENGEXP.CON MO ENGINEERING F=xPR SS11 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e, engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE *106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM We mil t:'VI CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 9 or Documented Construction Value: $ -FW,00 W11X,-,AVV96-,S Job Address: Lq je0 7 G&yE Historic District: Yes No Parcel 1D1fi4?/ 64V9F Residential Et Commercial Type of Work: New E9 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name 14-iILDK ROA&C/SOAl Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name: Street: Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Information Phou Fax: City, St, Zip: E-ma Bonding Company: Address: Mortgage L Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING '11VICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE, RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date or application Doti the code in effect as of that dale: 5i° Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application 4% 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 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 he done in compliance with all applicable laws regulating construct iof,,and zonin . a Signature or Owner/Agent Date Signature ofCont for/Agent to StANrj' y"j`i< Print Owner/Agent's Name Print Contractor/Agen t's Nome oZ / EXPIRES Signature of Notary State of Florida Date SrZgnature of Flo da Date = GEORGIA JUNE 8.2020 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 vlechanical 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: CONIKENTS: FIRE: BUILDING: Revised- June 30, 2013 Permit Application DESCRIP?10N AS FURNISHED: Lot 91, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71; .Public Records of Seminole County, Florida. BOUNDAf,Y FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 90 5.00, 5.00' 5.00' THORNBROOKE PHASE I PLAT BOOK 79, PAGES 3-7) S 00° 10' 44" E 50.00' I LOT 91 1 26.80' 26.80' 5.00' 40.0' o c o c 40.0' 1 5.00, 8' RECESS FOR POCKET SLIDER FlDRMBOARD FOUNDATION a OTOPOFFORMS - 24.35' ' t0l'> O O O 0 Cq 0 CO 18.0' 5.00' 25.20' 25.20, T 1-1-0, UnL. ESMT. APO B.B.) S 00° 10' 44" E 50.00' ROCKY GROVE LANE 50' • R/W) TRACT I LOT 92 r- 143,15' ON LOTU NS L 6,000 SO.FT. LIVING 1,453 SO -FT. 0 GARAGE ENTRY 477 744 SO.FT. SOFT. l7 LANAI 400 SOFT. 4 BREEZEWAY N/A SOFT. DRIVEWAY 403 SOFT. A/C PAD 25 SOFT. WALKWAY 71 SO.FT. IMPERVIOUS 49.5 A UTILITY & ACCESS R/W Z973 SOFT. 1000' LOT AI& SOFT R/W 550 SOFT. PROPOSED — FINISHED SPOT GRADE ELEVATION APRON — 110 SOFT, PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK 250 SO.FT. r-- PROPOSED DRAINAGE FLOW FRONT — 25' SOD 790 SOFT. LOT GRADING TYPE A REAR 15' PROPOSED INFORMATION SHOWN AREA - 6,550 SOFT.SIDE BASED ON SUPPLIED PLAN5.0'PROPOSED F.F. PER PLANS - 24.3' / 4y DRIVEWAY — 513 SOFT. SIDE CORNER - 10' AND/OR INSTRUCTIONS PER SIDEWALK — 321 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN CUENT NOT FIELD VERIFIED SOD , S .FT. CRUSE/NME/YETR-SHCOTT & AASISOC,, INC. - LAND SURVEYORS UtaID _ LEGE,m - 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436P • PLAT Pai. • POBrt ON UK r - rmD TV. • T»1IAL NOT` I.F. • DI01 FAME PRL • POINT Or RMIMr CIRVATU[ 1, THE UNDUMMO DOES HERWr COMrr IWT "05 SURVEY AB'STS APRA RSFANOARO6OFCIICE SET MIN BY THE FLOMA BOND OF 1R • ow RDD PCL • POD" or core" CURVATURE PROF SSION& SURVOORS AND MAPPERS Of CNAPIER 5I-17 FIOSMA AaWBSTRAIIIT OOOL WRSWNT TO S[CWN 47E.027. FIDIBOA STATUES IOADEM RAM • RADAL Z UNLESS DMOSS[D WIN SRVEM" SOIMTVHVE AND ONGMU. RALSLD SEAL THIS SURVEY LIMP OR COMES ARE NOT VNUO VrC04MUESETY. . VY IR. •/SU ASNL NR. - NDN-RADIAL SERMPCONT3 THIS SURVEY INS PREPARED Mw M E ONORISAMN FVRPWHW TO THE SURK"N TNOK EMr BE OTHen RcFnw 1 m PLR. : jO1N KGD04M CAM - CALCULAATEED PCINT w CDMOC[1ENT FAA. FESIAIOIT RVR OTDICE IOMRODREASEMENTS TTMr A"TVT 00 /RDMM, NO UNDEROROUNDNMIOVNONSHAVESEENIOTATEDUNLESSOTHERWISE SHOWN. I • CDIIDILDC rr. . rDIlS1 .9 Ilmt O,EVATXH 0. TMSURVEY 6 PROVUW FOR INS SOIL BENEFIT OF THOSE COT/B TO AND SHOULD NOT W RU= UPON BY ANY OMOI GIRT. N D . HAM L DISK DSL • RIRDUHO 20PACK LUtt 0. DRjVM0NS SHOWN MR THE LOCATION or WPROVQ/OM AORDN SW" NOT BE USED 70 AMOONSPDX7 BOUNDARY LAMM R VAT . 1 ASE WARM7• BEARIMM ARE BASED ASSVWD MATW AND ON THE LINE K SHOWNAS BBUMMO MAL) OIAIH . DRADIAGE S. gEVRnON% A' SHOW ARE BASED ON NATIONAL OEOOLM MATUN Or IBM UNLESS OTHERNIS[ NOTED. UTIL. • unury D. CORRFRNTE Or AVDIOBLATION Nw .BBB. flit • CHADI LTMC TOG[ VDFC • VODD F[ NM c/o • COMMIS K= SCALE V-- 1' - 20'-4 1 M*W Or: ••• PG - PODS WCURVATUREI.T. • MNT Or TANGLNCY asc. • O[SCRfPTMN GATE OROM ND. CERTIFIED BY R - RADIUS L . An LENGTH PLOT PLAN 02-27-17 794-17 C • M HM1. P 01DREVISED PLOTPUN 05-31-t7 ca • CILAnND FOREISOARD FOUNDMTIONIaEVS. 08-01-17 3064-17 NORTH I aR • THIS BUrIDINC/ PROPERTYDOES. NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' X. GRUSE EVER. R. S. / 4714 ZONE 'X• AMP / I2117C 0055 F. JURIES W. SC , R.LS 1 4801 UNIVERSAL ENGINEERING SCIENCES cmndum CeciWxg sc - C=nstarrroimmMale"- 7gsWhq - Vwe*cW mmgie WKn B diaeg l WKvon-Pbnsee -& Code Ado 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project Noe 0110.1401008.0000 Worl`ader Noe 9315878-1 Report Date: W112017 In -Place Density Test Report 2f30O Lake Laicien Ekire Suft 360 11; Mind, FL 32751 Project TIMMidn e- 40s & 50s, SF Hose Lots Area Tested: Lot 91 (419 Rocky Grove Ln.) Material: Fill Reference Datum: 0 = Top of Fill UES Tedhniciiaw Todd Ek d Dube Tested 0SIO12O17 Tyne of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests baton meet the mi*mxn 95% retaftire sod r r g w f r requrenwd of Laborakwy Prodor maximum dry density. Test Dwaft iftbam Fkb N7 all A) Field son CM rtion M Dep1h Pass Ism Location el Terst Range W11) P1f:1 UN41 roistae M p a M fmd* or Fas 1 Southwest caner of pad 1-2 ft 105.4 11.8 104.6 10.9 99 WA Pans: 2 Northeast caner of pad 1 2-3 ft 1 105.4 11.8 103.9 1 8.8 1 99 WA pas R . - 1- (aattger lrst prdi=rnedj T nw{nAl:w1. n ....4-1 —0—Hnn {n I W.—I" n/:nn{w {hn O..hl:n —.4 n...en6.nn n11 — n..A.. W-4 nn nnnFdnn{in/ n...nn.1., ni n.— w1:nnln nn4 nn{hnni.e{:nn DESCRIPTION AS FURNISHED: Lot 91, THORNBROOKE , PHASE .4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County,. Florida. BOUNDARY FOR/CERTIFIED TO: .Taylor Morrison of Florida, Inc. THORNBROOKE PHASE I PLAT BOOK 79, PAGES 3-7) S 00010' 44" E REC. I.R. 50. 00' REC.4598 I.R. 4596 ryN'tih tom. LOT 91 26.80' 26.80' M 3.5'T77.0' AC PAD 5.00' 5.00' 40.0' c COV'O. LANAI c 5.00' 14.0' it.0' S.00' 40.0' 8' RECESS FOR POCKET SLIDER O TWO STORY RESIDENCE O O F.F.=24.31' h O LOT 90 O LOT 92 0 o n2 CO 00 18.0' 5.00, COV'D. cBRICKDlj 18.0' 11 a N A ' V L•'' WALK V,C V t 5.00' 22.0' BRICK P520- j DR. 25.20 1.8' 10UTIL. ESMT. OFF OFF 1 1L' 143.15' SET SET — 4-- O (PC) I. R. 5' CONC. WALK I.R. ON LOT AREA CALCULATIONS. B• B•) S OOD 1 0' 44" E 000 SO -FT LIVING - 61,453 SOFT. qb 50.00' 1 0 a L p GARAGE = 144 SO. FT. ENTRY = 144 SOFT. LANAI = 400 SOFT GGBREEZEWAY- N/A SOFT. ROCKY CR0VE LANE DRIVEWAY - 403 SOFT. 50' R/W) TRACT I A/ C PAD = 25 SOFT. WALKWAY - 71 SOFT. G IMPERVIOUS= 49.5 x c74pUTILITYdoACCESSRIW2,973 SO.FT. y1QSOD - 3 027 SO. FT e p O AR CA ULA IONS: PROPOSED - FINISHED SPOT GRADE ELEVATION R/W = 550 SOFT. APRON PER DRAINAGE PLANS BUILDING SETBACKS: 110 SO.FT. SIDEWALK - 250 SO.FT. If\-= PROPOSED DRAINAGE FLOW FRONT - 25' SOD - 190 SOFT. LOT GRADING TYPE A REAR = 15' 1-TAL AREAS: PROPOSED SIDE 5.0' PROPOSED INFORMATION SHOWN AREA - 6.550 SOFT. F.F. PER PLANS 24.3' ' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 321 SOFT. CLIENT NOT FIELD VERIFIED SOD - 3.2t7 SO.FT. C. RUSE, NNEEMT - SCOTT A AS'SOC. , INC. - IAND SUR VE'YORS. LEGEND - LEGEND - P . PLAT POE- POINT 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 ONLINEF • HELD 7YP. TYPICAL NOTES IP. • IRON PIPE PFNt. • PONT Or REVERSE CURVATURE IR. • IRON ROD PC.G POINT OF COMPOUND CURVATURE 1. THE UNDERMHED DOES HEREBY CERTIFY OIU no SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM L7Y 71,E FLORIDA BOARD OF' CIE • CONCRETE M04 M WT PAD. • RADIAL pROIESSjG M SURVEYORS AND AiLWPERS W CHAPICR W-17 FLORAW AVVINMRATIVE CODE PURSUANT TO SCOW 47Z.027, FLOR/OASTATUES 2. UNLESS EUOQSSED WITH SURVEYOR'SSIGNATURE AND ORAODW. RAISED SCi1L THIS SURVEY ANP OR COPIES ARE NOT VAUD. SETI.P. . RECOVERED E •/OLD 4596 NR. NW-RAS P V.P. • CALCULI POTFUL J. INS SURVEY WAS PREPARED FROM TITLE WFORMATION FURNISHED 70 THE SURVEYOR THERE MAY BE OTHER%vST1ICTIONS P. O.1 P.OA. • POINT OM' DEGDWIHG CALG • CALCULATED POINTrOR fiISWEIFTS THAT AFFECT THIS PROPERTY. P. O.C. • POINT Or COMMENCEMENT PRA • PCRMAN CUT REFERCNCE MONUMENT 4. NO UHDERGHOWD IUPROVEVENTS HAVE BEER LOCATED UNLESS OTHERWISE SHOWN. C CENTERLINE FF. • FINISHED FLOOR ELEVATION B. THIS SURVEY 6 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED M AND SHOULD NOT BE RCUED UPON BY ANY OTHER ENTITY. NED • MAIL L DISK DA • BENDING SETBACK LINO R/ 1I . OT-VAY D1L • BENCHMARK D. OWENSOVS SHOWN FOR THE LOCATION OF WPAOVEAIENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT IODUNAW AWES. DEAKESNY. • EASEMENT D.R • IAiC !FARING EASEMMIGHTENT7, SEARMCS, ARE BASSO ASSUMED DATUM AND ON THE LINE SHOWN AS BASE WARM (B.B.) DRAIN. 0. C[EVATq/Y5, ? SHOWN. MC lilSED ON 14:IO/UL OEODLTC DANM OF 1929, UNLESS OTHERWISE NOTED. UTIL. • r UTILITYD. CERTIFICATE OF AUOIO1T12A7KRI IJO. ASDU. CHAINCHAINLINKFENCEVDIF vOrGv00D FGNCC C/ D CONCRETE BLOCK P. C. 'DINT Or CURVATURE SCALE M- I' 20'- DRAWN BY: •• P. l, • pOINT or TANGCISY OESC. DESCIIAmON CERTIFIED BY. DATE ORDER No. RS ARCLCNGYNPLOT PLAN 02-27-17 794-17 D DELTA REVISED PLOT PLAN 05-31-17 r- L • CHORD DEAROw FORMBWRD FOUNDAAON/ELEVS. 08-01-17 3064 -17 NORTH •R•. FINAL/ELELS. 01-02-18 5965-17 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN ~' \/ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM• M X. GRUSEN R.LS. / 4714 ZONE X• MAP / 12117E 0055 F. S W. SCO , R.LS 1 480E CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 6yao Job Address: Historic District: Yes Nox Parcel ID: Residential,® Commercial Type of Work: New R Addition Alteration Repair Demo Change of Use [I Move D. Description of Work: fL.L-",Ieie_ 4 " 12L Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information lame_Fo-A 1c&-f-tx-rinzm -Nornas Phone: 4(r-t c_gA9 - O -I 'I Street: a(c?00 Lcat1.t 6 @_n C r SL _?;5Q Resident of property?: XO City, State Zip: fn _4.1Qao 1 Fl 32351 Contractor Information; Name LA Z:C Phone: +4cn %lat-l%a-& - Street: a I C5*1> ;Zr- Fax: 'iM City; State Zip:- ' A o+z d i, $ State License No.:. F C-CC, Shy .. Architect/ Engineer Infortratidn Name: Phone. Street: Fax: City., St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING — TO —OWNER —YOUR FAILURE.T.O. RECORD A NOTICIF OF COMMENCEMEN MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST RT;' r RECORDED AMb P69TE(1 ON 'Till 70'BSITE7BEFORE 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 oT installation has commenced priortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthis 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 thatdate: S' Edition (2014) Florida Building Code NOTICE: In addition to the, requirements of this permit, there may be additional restrictions applicable to this propedy that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or fedora[ agencies. erty of the requirements ofFloridaLien Law, FS 713. Acceptance of permit is verification that I will notify the owner of the prop ed contractftheexecut The City of Sanford requires payment of a plan relic` consceat onsidered he estimated contime of Permit struction aittal. Alueoofthejobathelimoofrsubmitta . in order to calculate a plan review charge and will b permit is issued, in Theactualconstructionvaluewillbe: figured based -on the current ICC Valuation Table in effect at the time the P action value, accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual con*. creditwillbeappliedtoyourpermitfeeswhenthepermitisissued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will bedoneincompliancewithallapplicablelawsregulating -construction and zoning. Signature of Owner/Agedt Date Signarorc of ContractodAgcnt Datc i Pant tract0dA9ent'3 Me Print OwnedAgod's Namo Date Si two tt o on NAAENHl1teES Signature of Nota. tatc'of Florida tdotary Publlt - State of rbrldaCommlWon i GG 059= My Comm E tplres M2021amdrdrhMU9h NAtio.WAtri • Cwnerl ` lit is Personally Known toMe or Contractor/Agent'isersonaUy Known to Me or g Produced ID Type of ID Produced 1D 'type of ID' BELOW IS FOR OFFICE USE ONLY t Permits Required: Building Q Electrical Mechanicaj Pltunbing0 Gas[] Roof El q ne• Construction Type: Occupancy Use: Flood Zo Mn. Occupancy Load:. # of. Stories: Total Sq Ft of Bldg: - L- P--A- .q NewConstruction: Eieetric - # of Amps 9911 1 Plumbing - # of Futures of - Heads Fire Alarm Permit: Yes Q No Fire Sprinkler Permit:.'Ycs No E] -- APPROVALS: ZONIlIG: '-_.IJTILTFIBS: - -- WASTE WATER: ENGINEERING: F1RE: BUILDING: ` COMMENTS:. CITY OF SANFORD BUILDING &. FIRE PREVENTION P.ERMIT•APPLICATION Application No: - 1 QQT Documented Construction Value: $. - Job Address: ! i0y L-L - L7i `'6 1 Historic District: Yes No Parcel ID: ResidentiaQ Commercial L Type of Work: NewL0 Addition(( Alteration Repair Demo Change of Use Move Description of Work:RS g Plan Review Contact Person: ,.,1 I ,t/S I- Title: Phone: Lk-1j$5,3o0a Fax:4-1--333-325.3 Email: I UGC ,7v, Ccrr bc Property Owner Information Name t t "`fT Phone: i- Street: .e'!Y-t_ Resident of property?: City, State Zip: Cori i Information Name l- Phone: 6 - 300 Street: 31 Cod tsco Fax: L/0-7- a M - 3353 City, State Zip: S.(,'` State License No.: Ckp3 p O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 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" befoundinthepublicrecords'of this county, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements ofFlorida 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 ofthe 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, inaccordancewithlocalordinance. 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 accuratep work will be done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Date ofContractor/Agent to Print Owner/Agent's Name t cursir t rw: '1-1 R.7J t Contractor/A ent's Name 104.1VSignature.of Notary -State of Florida Date Signature of No ry-State ofFlorida a CHERYL D AKERS MY COMMISSION # FF998962 pi EXPIRES June 05, 2020 Owner/Agent is Personally Known to Me or 407)199-0153 FWW&NolarySomx.wm Contractor/Agent is _Personally Known to!Me orProducedIDTypeofIDProducedIDTypeofID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Ye, -;El No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 PermitApplication Olm YILI,,64.3m W nul V•LeY N•me .Y If I I N 1,11I!D• f11MMe D.I. f/1!/2016 nw 1A1i1 vc+WrSgruwrc pl; gyt fni/>a,aoi FALL) IMISC D•It j Qy QC! L'ql•TM Vr,•I! TMPuululiqAS-, fglulxr DN\ J,L Ib 0 LWWI/ 1r••D•Alrr e a. —Da. IYYrwI•H, sCWtA iI•peHPawrN l®rr• 4w •IrIr1 iu.,r,r.». nitlW r..rMlfloNY. maAw• 4r urr -- -_ __ ._-". -.. _ _ . SIrMY)N lYC1A WerrWRl rrY•N• COA4w 4r •burl --• •_-_• - - _ Irw..r •r ltaltW rrwn Platy altwrr. ir.r •u.i mr,rr••M 1t rr.^rl!IO.w CNNII.Yf OAV.rwry •ruOrW ,rN:luwn•M - _ _ 1\r•Irr1•M I I1fC rMrrn l•Iwlx LMWY•ml OaV•Wry w•NWJCrPlwn.w•NY —_-- Iwwhr•M YIAn N..n l\Idrt alms rNK •vNuur.w•/wy rtw, IlwnYrrM H[ wlgWlnlDrx lCOf\rr WLllr,rl _-•_ Irrhrr4M Or\p pree NVr fll Yeas r•V•r _•. I.rrLrW.M rlmc nJ!orPl drx _ _ trwnl m mlr.p..ry N..a.Y`ow.rfr _ - - . Yrraa.M tl,Wfl[ D._rY rrPlcsl. HLVVI IpV•U.•ryYe•MYJDI•PIyAMWIre - IrlrKrrb<p Wr0[ lHAAC 0 1—lrl[Lru.._ LW,ICtI mK.vmMu. n•lls.wOmr -- _ "•—— ItiMrr•Ib Wx III(Wx l(mbn rrr wrl ----- Irvin l.. HIAWc r••tYL_Ind rY _ IIN\CSSi v INriLrrr•la Y1fOW[ r.r.Y.1.Pidl,e Lylent iauHt 4.,,I.ws y„- ' - _ _ __ ._ Ir•mY••N.a 1\f rvWu.rlgd.r IWLDIH 0.+3nwl ner•Yrll•M um ru.WWr3q_ONI _ trN'r,® mfv.Gwy u•.PW Y[.NIVur•Ilr[ -- _ Ir•Yrl•M rr^1K N.rYWr PIdW Lvmrlml DnV•Crry M,yWJ WI>Ye4.nNY[ _. _. •-._ - -- nlr nrw.rtil lilSClm un/n u•hYn.. )1 fOr.Y LM)IICII wK.V•.IV.r•.w./xrY WyY -- 1.•rl••rl M Ir<Yu.rPlo•IY Pvll\A INK•,tr+bmr•rfN•h 1•YrYrarM+iNfAW rrrw Plr rr ova". 4r .YI _. _ - 1•rrrOn•r•M IrwYrr I,M!( w.erAldrY _ IIoICW rlrrw•• M• I,IICWC IrPld____ IlatlnN 1..,.m r.... ... rwrWhr•.r-,+uWltl•-.r.rY,.hl.rnit4rx tCCtlrrr 4r rye Tw ilyd•M NWW WruyNur111CI,.W_ WNI lYarl _ N.un..rM __lIS1o w.r,...nid,x_ flvwyr••M Iltlt c IH701_W rwwur Mlrr•rWrfll(sr _ _ llldrlY w_r p oav_(wry_OW WIM L M1JlG1 I_/[..r.r n._ m1Y CwNyh•yWJO•rr nr/p w.IL[ __ •. •_ _ . _ .- wK•Yrnuur.Yr /rIMrP•WYnV•r•••lI rr•hYr,•Wr Y)OrIC h••Irnldrx mW4r IW rWI M•u.s10.u.rlL rr.h[•rrrlta 11 r•s41t. low fuh[npnldlN _ - tuWr1001 CCly.awmrl•n.Lra l..1/..r N••._Y _ _ _ - IIwrY•N•tA IWICW[ Illil C N+•••4!Ydru LMMSNlA Opr•Wryer. NNN O.•Dr V/auM>,4 _____ ___.. 1 Irrr•fq tur_IvnldlY _ LWS.ICI IEIK r•uer-V..n/11••rtuW _- - _ I•rm•IYSh A)IY(_ W)1W\r DNYsrlgdrrt Crll[ICidut CII Idrx WW4Y WWII[® 1Nrlm 4rYyN - C4V.Owry NnONp urYl/A.nr•DY _- - ._ "_ CoIV•Wry Ah, MYJMPLI•n<rhNrr -•"--" -- IwNrw,r ltr 1rYIWirStr Wtow D,rr_r l dl - tltOmlt wK Ym rerww/Mw•nOUIy ---- IIY•rr*w _ IYr•rsl.lb Il4YCc Y•ulgd.y W)A•w Yr •I.rl rrrl.—fw uTec Ir.nNwL_ IM Wdwt ncWOD LNMII® hr.•A.r)rr lr.r.wN. - -. - — - - - oar. Wry uN Dlm l,..yYl rrrr•Id - _ IIVrILrrr•Yr,ItW1R IlrrrLrrr•M __ ACrtl IY OPldtx LYr•Mm/ o0.Y•4rryru./rwlWplrN•RrN s _-- Rrl+••4 ll\tl4 W P)O d 1 r"K•Wlu •Yfwwr/rr•npr[rll• IWltsl t1.rWN...fr 1pW c rrrr nldlx am.. \.r •YYI 1 Ulel. D )CM[ rwwrlu(lu Ww11Af tpV. Wry N.,tlmrlwv/Suwv.l r r _.- IMW Nru a31rq M•NCt1 D\It f 1 wK _ IIFYIY IIC.II••r CLL •n N•1W0, Yr cD1ro11EVW6t al•nrf•IIVgWmrAt Nr0\YY Af)TS> MIIrNr WII))S) mlln)) WU)I!) mllNn WMI, us".")_ mINfS) bu YIYI r Yyrl _ Nu •II•N - -"--" 4N YrM Nu NNq -- ••--1 Nr VM.I - br.•••rI Cpv Wrr, 4••W0.1•tKrl•rrrV•1 c r Y Lm S'. ICO _ f' Lm SI I p y 1W SI fyp 31 ftp 1 wK 1 w•c IlCrO•Y DY.YI IItAnV4 NIfDNbltlrro\ ISM,•M OLL 4 r1Y1ny0, uL [ONplWenllnt _ IIWYrY Luu1N•nYc,•n mrmnloNwt IWM,rY MJY N.iWc, uC [Wlpnpinlni 11AYVY OQ •NMfK, AP torDl,gYpo L IWYSCR .n rIMIN6,iC111P1DIl t t0.M CD•N•ICIC,MmKPmWW\ 1 wK INK _ wK 1 INK wK WK ItGWIr oDY•q•nhL •n Co dID\96/ mlNff> CCIv.Cwrrw 4.. W'JMP_WfJrM(f IA IAwKt'•-" OR NuI•Ip4N•mLpm rCt PINS.! M'K•WN_Wrwwllay NOUYN INK wK Ilolrb Nir YY a1.11N•mlqulmlQOSIDNICi tV1.Y•N•TLo, •nI VIIOIIWtA3t WIMP) ter lr/rl Y tl1Y 7 Y•Ilrrl WlNfli- _lsI Ir Im N IW H INK INK —__- fY•er^ql 110U,M Nt Yl•IVrL I[DlbfbtCt CII u1N•1\qu•mrpl IrLi\ li IqWIfNf1 CWfIN7_ Y Wf Ylt) Cpv _Wry 4r•OM lwr rrfN1•IL[-bl. opv.(w...u..wJo.al.ryrrwol_Y.r_ wK.yeN NLr wLIby NCUW. wK II •nN•IIK,••tGLrtpVpCL ImIWrrr. IN•C iWrIrYY CII •'1n4t1Y6 •'1[exCnOMMGt Itl WK NVK 1I0.1r•Y 1[CI CII YIIN•Ix4u•[CVm110,414\ KP AAII.IYA,.WmYpT.D.Wa\ alum Y mMI3_ WINr) SIaimu Y bWlrrrle Yr Nr[ Mrwf -" —_-_ Mws4ll wlrb/rar np1'•Yw yurr GNblmtil[xrnr tea 4w IW H IW p wK tOYrY Gl utul•Tw u\Cmlp)O & Il.y LMp w c _ wlC •--Ita1•YI m INlr AL u1 W.,InIt. ulcCVO[IICN - w4r N Cro, ul C"Tv.rat ttlr4YY g1.1•M•1'W,•tl mVplDNulCI Im INKwK Lpb•Y ItCAUY R. vI N.T WmNJ1110MYCt 111 U.WASM,•CCrDI,-0NYrO t TASWf) YWUW) Yam.- WIY 1r Y miNfll Opv. W Ur .A1•s)CUP IM/M K. V.0 NLw•/nr.rOusY _ wK• SfY. hrmrh Nrrm IW wK Irk fm w. 0 HaWM Olt YI N..TltC.W CPYCL>OMrCt to 31. wK wK 1WIlrr)• IWIrY 011.. 1. NAIIMRWLowp19NY0t AINI NAnfq •Il CowrllpNS\ Y W1NHl WtriS) sa alwf) 4r— Yrllrrrl Lr• tm Sfi Im ft+ to IlncY t10. rY CD.,1 w,tMQ u•mVPICr[wCL INK IOMY CR.II N.SiPy4•mVCInCY •Cl Y lGNY) Y" AIMHt fyr. a.. lrrl• rw.af rar•rn __ Aw Itl f mr• C t0.wYGI u•N•10.i, ur mvpneIYct Im wK IWr YN Gl•w 141lIqu1 [OVPIICLYO\ Y AINSt) 0.. CNIr1 _..mow DMV• r ry 4rMPlryr.rwy M=•ru Iq S wK IKMrn• al •N\Ipd u•mVC111DLtLCt WINNI CDIy wWy •n•.MJowp11.1tnNR1 Irr IW f INK IILrYnm_ CR •nIW11FQ ULCPYJIn01.91G• WINSS.I IN.[V.nrrYhv.w/Iry NAYNr _Y r Y Allll:) 4r Wwrl Y mll•S1l lrr l•yrl Y WIW1t _ my CW_N_OUP1 rYJr n__hs •[Y_ Y W0f12 frV rw•rwlNr vf.JCNPI.P rr. Y WINN) IN.[ frrr.11•r/,W rl'xW mINr7• Yrr llrr164 _—_"lure mlw» wurNu(1 _ Y AI W)L _ OAv f`nrr N•.dpyw./[.In..IY. m1W1 aay.r...r.. •hr.M,•txP 1.lrrtw mlw. N•K.v[N,.<rr,,.../N.urr_ww. -r'-_ WIIY. Y Yralyrl Y rRWH 4r srl _ Y AIN.tn Wlr y... •h. WP1 N1rn Ner•lM Y OC1N11, OCI<1W,IIVPIr n1 Y CY.WM_-_INK. Y[rww./I y NCu,w Y tl11Y1\ 4u YYIN1 tll W/i NrLyNI Sm 3 Im S) 1W SI. to ! f hlK wK t10. 4•Y CC NIIIIA,WC An mrp,Wr a f1Y• Y a1.u1 N..1Vq, YI(Orpf-sh wK wK -- 1mr• r oD+I1 NAnu0. UI(ohPtpgYGl 1tCrrM M.n N•TLq N\CENYlOVWOI w• f IlPll.•,r oR ur NAIVY •Ir(mrpl vYWil A Im 3 wK INr rlw CHu\N•nrq•I•m141Cr Wl Ib S IW is, whr Im SL Ind _ IO S Im__ - s Ylr IA is, vr _ Im Sl: W _ Mr f, wK wK _ _ " _ _ h/ K`_- Il0. YMWen NAlpo, Ylmlmn L\• I er. n. to •n a•,pq u.mramle,ca ILW, M Cn•YL N•nM6 uL CCMIV1g11rctoN. I•wun fi ul cmrplterpcL_L. oLL ULlw.,wc. u.(oWolloWr-fia Il0• Lrl.r aI•W N•IUG WCCMC11pVWct._._Y III. A•yNpm An CCVHTCYyretwK _ _ iL0.1 M IIK INK I,oAer MiK IC0.1NY CN uIIM•IIW., UII LCVpINxYCiMVK i6cW GI u. NAIaL111Wrlpl rrlol wK 1tPuwY• GI u•N•RVC,NrAVMOVlA• yI. Im l: M• r IA• j9} 1W S4 wK wK iWYY DII NIVNIYrl MC• I,gMACIIWNrM GI •II N.nvq •mI101i e Cl wK wK Isr••• pl.l\N•IIVC UC mvpLCl,t4t wm _ WINI! y AIYIr• ML ON I Or l u[indry _'N._ mV• CwweM•ONCr ILRJm rrr•Il wImr Wr•h. rlK llrplM•wy w• c r•rl •ear•..../Iwr0.uu L. M7 _- tm __: il Ito I, 11\ Si Io it ItlNrY tll A I•11 q Y\CCVPItnrYCt •fl INK wK IWMrrY mau•N.,WC,.n(CMpIr dm IW, wr AL yr N•IWC,.W WVD,IICwf twK ACImMYY IALWY MR I[An .uf ml n,Cr\ICl Al • I•N.1Wfl •Y tDVmWVA4tW1wN WW1A alum Yr WII 4r Yyw to f•{ Itl K wK r41 el ) It41rY Al •N•1,y u\mrplput.ot Y WNWI CavCrwy MrO.tlrl•h tllurl•rl t Sf0 31 N1NmIL 11,YAM Revision Respensd to Comments rr7i- G1 OCT Permit # qog Submittal Date Project Address: H I Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: 3 Building Plumbing Electrical i .! Mechanical Life Safety Waste Water t Fax: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov General description of revision: ivlaoki., r- /&I r &yrzcf. U= dAK aw" - ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building R; TAYLOR MORRISON HOUSE TYPE: DAPHENE III THORNBROOKE S.F. LOT 91 T- 1ST FLOOR w/ optional laundry tub w/optional water softener I TAYLOR MORRISON HOUSE TYPE.- DAPHENE III THORNBROOKE S.F. LOT 91 2ND FLOOR w/ optional laundry tub mr/optional water softener Ir I I I ii I I Y 4' ;-*- I At s I I I I J-1 I r j - 3 WASTE STACjC FROM &A'I H TERMINATING To 1ST FLOOR 3 WMTE S TERMINATI! I Now M r a am a B F: MEMO 2a M EMEM ON FROM FLOOR.rr r- ISO low r MOOM ttW>• W C) TAYLOR MORRISON HOUSE TYPE: DAPHENE III THORNBROOKE S.F. LOT 91 1ST FLOOR wl optional laundry tub w/optional water softener 10, m i No M Cr ii MEMEM M a ME M 0INNow ME T rii MEN ON 0 RE 0MIME11M MONEY i 1 . • : oi i'i LM FINE 00 MEMO so ON MEN 00 311 WASTE STA4 FROM TERMINATING To IST 183A*rH 2 FLOOR IN 10 ERM;w Ugm0kz;: MEN I J,