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456 Rocky Grove Ln 17-1863; PLUMBINGSUBDIVISION: --FH0W5RQQK.E 1 • CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ ('at9q•O wl 1-71=1xTVt S Job Address: Li SG Rocyol GZOVE A)t Historic District: Yes No Parcel ID: R 6KC CKE -* a56 ResidentialEg Commercial Type of Work: New g Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name TIk`/ L0 M.OggyR O N Phone: Street: City, State Zip: Title: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (7701941-5421 x 2045 Street: 6310 MABLETON PARKWAY, SUITE 1000_ City, State Zip: MABLETON, GA 30126 Name: Street: City, St, Zip: Bonding Company: Address: Fax: (770) 941-9522 State License No.: CFC1426562 Architect/Engineer Informal Ph Fa E- Mortgage 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 or application and the code in erreci as or that date: 5i° Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application N NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the pert -nit 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 dome in compliance with all applicable laws regulating construe -and zomnz. Signature of Owner/Agent Date Signature of Cont for/Agent to Print Ou-ner/Agent's Name Signature JNotary-Slate of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Tony 1-010 Y Print Contractor/Agent's Name Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Fire Alarm Permit: Ycs No WASTE WATER: BUILDING: Revised: June 30, 2013 Permit Application Parcel ID Number: 28-19-30- 510-0000-91JO Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT GRANT MALOYP SEMINOLE COUNTY CLERK OF CIRCUIT COURT h COMPTROLLER BK 8944 P9 143 (iPss) CLERK'S T 2017066291 RECORDED Ci6/29/2C i17 02:12:17 PM RECORDING FEES $10.00 RECORDED BY deckenro State of Florida. aeCountyofSeminole. J The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. I . Description of property : LOT ZIA Legal Description : Thornbroo e Phase according to the plat thereof, as recorded in Plat Book$ Page of the public records of Seminole County,".. Florida. N Addresses : `T Sanford FL f 2. General description of improvements : Single Family Home C ,es 4, u+ 3. Owner information : Name Taylor Morrison of Florida Inc. 0 Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 o 0 cc zkJ o U- 4. Fee Simple Title Holder: N.A. cc W a v o 5. Contractor name and address : Name Taylor Morrison of Florida Inc. o i o Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 U, Y V z ccc— Uj Uj 6. Surety: N.A. qj m 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(I)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : Signature of Owner's Agent: hAsa Wrig t orrison of Florida Iap a Sworn to and subscribed before me this by John Asa W ' t ersonally known to me. Notary Public DA Clark My commission expires: 6/27/19 Serial No. FF 209108 Notary Signature: Notary seal: COUNTY OF SEMINOLE IMPACT FEE STATEMENT 2 glo,ly STATEMENT NUMBER: 17100003 BUILDING APPLICATION #: 17-10000399 BUILDING PERMIT NUMBER: 17-10000399 DATE: June 29, 2017 Oq-1q I UNIT ADDRESS: ROCKY GROVE LN 456 21-19-30-510-0000-2840 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 456 ROCKY GROVE LN / LOT 284 SFR PH 4THORNBROOK FEE BENEFIT• RATE UNIT CALC UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 1.000 dwl unit 705.00 Single Family FIRE RESCUE Hou 1 9 N A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Single Family PARKS CO -WIDE ORD Hou iAng 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A' 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT... ` RECEIVEDh SIGNATURE:!/ PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RJESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT TTIJ IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRWRESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERRhMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIR T STREET, SANFORD _FL,_32.7.7.1.;_ 407 665 _7356.-- - --- — — -- ----- ----_ _ -- -- _-_ _-- PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE i'OP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAII. OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 9 9 1 d ,IC Documented Construction Value: $ , Z(G'TJ Job Address: q,6-1.o oc, 'j I reyu L aL Historic District: Yes No Parcel ID: 27-19-30- -0000- 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use ll Move Description of Work: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@Perm*tsPermOtsPerm'ts.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 Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30, 2015 W!0, - 13 43- '0 LPermit Application Si - 302-S 7 0.00 * 25.00 + 661.00 + 2PO49.00 + 2P935.00 * 2Y935.00 x 1.5 % 44.02 * 0.00 * NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. M?// -7 Signature of er/Agent Dad Signat of Contractor/Agent Da TAYLOR MORRISON OF FLORIDAJNC Print Owner/Agent's Name Signature of Notary -State of Florida Date kl ?cent D. A. CLARK MY COMMISSION Il FF 209108 EXPIRES: June 27.2019 Bonded Thru6*91NOVYServk" Owner/Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/Agent's Signature otary-Stateoft W@, so :...,_ . D. P%RK MY COMMISSION 0 FF 209108 EXPIRES: June 27, 2019 EOF Fvo"O Bonded TAru Budget Notary Smite: Contractor/Agent is YES Personally Known to Me or Produced ID -NIA— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building [ff Electrical® Mechanical [K Plumbing ?C Gas Roof Construction Type: \IFS Occupancy Use: R31 Flood Zone: x - gE) Total Sq Ft of Bldg: 71 9 1 Min. Occupancy Load: 1 !4 # of Stories: 2 New Construction: Electric - # of Amps ) <p Plumbing - # of Fixtures-2-7- Fire Sprinkler Permit: Yes No Rr # of Heads Fire Alarm Permit: Yes No Ef APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: J`fiC Q-11-\-1 FIRE: Ok to construct Single Family home with setbacks and impervious area shown on plan. BUILDING: 5F & 2.9.1 7 Revised: June 30, 2015 Permit Application IV CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No • Documented Construction Value: $ d ,,3 0 Job Address: `o 07 I L a Historic District: Yes No X Parcel ID: 27-19-30- -0000- 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use 0 Move Description of Work: NEW SING] Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: daphne@PermotsPerm*tsPerm'ts.com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Phone: 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: 407-257-6940 State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IIVIPROVEMENTS 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: Sib Edition (2014) Florida Building Code Revised: June 30, 2015 permit Application of NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws_regulating_construction_and_zoning.__ Signature of er/Agent mtl Signatu of Contractor/Agent Da TAYLOR MORRISON OF FLORIDAJNC Print Owner/Agent's Name Signature of Notary -State of Florida Date s,.s r ?ea4 D. A. OAK My COMMISSION t FF 209108 EXPIRES: June 27, 2019 Bon9edTAru budget Noyr/ Serirces Print Contractor/Agent's Signature oPNotary-State of R& ; ...,. ,, D. ft.1° RiC r * MY COMMISSION I FF 209SOa EXPIRES: June 27, 2019 f'+. E„«,oaO BondeOiAruBudonNotaryS:crr3 Owner/Agent is YFS Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: 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: 41 Z WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 17-1863 Address: 456 Rocky Grove Lane BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing - Walls 30 Sheathing - Roof ' 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family -Residence r ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final 1 Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Descri tion 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 City of Sanford Building and Fire Prevention Division D 300 N. Park Ave Sanford, FL 32772 2017 Residential Permit Fee Calculation Form Effective February 2017 - August 2017 BP# 17-1863 456 Rocky Grove Lane Type of Construction: VB SQUARE FOOTAGE OF RESIDENCE LESS GARAGE: I 23401square feet SQUARE FOOTAGE OF GARAGE ONLY: 1 451 Isquare feet SQUARE FOOTAGE OF GARAGE AND RESIDENCE: 1 2791 square feet Dollar Valuation of Work: $286,744.50 State Fee: $87.97 Permit Fee $2,047.22 Application Fee: $25.00 Plan Review Fee: $860.24 Total Building Permit Fees: $3,020.42 o 187` 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: 456 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2840 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) OF 'IC AL 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 0 The parcel is not in the: M 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# 17-1863 Reviewed by: Michael Cash, CFM Date: June 27, 2017 0 Application for Right -of -Way Use V/ PO,_for Driveway, Walkway & Landscape Department of Planning & Development Services1877 300 North Park Avenue, Sanford. Florida 32771www.samrordn.yov Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and use shall be rovided or application could be delayed. ro"MIXF Or Cellwforeroedl4 1. Project LocaliordAddress: 2. Proposed Activity: VoIrc , Driveway Walkway Other: 3. Schedule of Work: Start Date C ,1cC oompletion Date Emergency Repairs 4. Brief Description of Work: ` I WAY AM' SFANAV This application is submitted by. Signature: ner v lam/ Print Name: // Y14 . r!/ UNK hMASSignature: Address: 121 zMaMM& 44NE / Ahb R, 2XICI Phone:% q4 Q Fax- olunhne6 Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to Its previous condition. In the event that any future construction of roadways, utilities, stommvater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public rightof-way. If the Requestor does not continuously maintain the Improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its muncitpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct. Indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorneys fees up to and including an appears, resulting in any fashion from or arising directly or indirectly out of or connected with the use of the Citys rlghtof-way. I have read and understand the above statement and by signing this application 1 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: lam--;t—t 7 This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 640124 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: beptemoer Zulu ROW Use Oft way pol RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 7 Lo 84T rnbrookeManchesterAGLE4S9! Builder Name: TAYLOR RRI N sajn= City, CStreet: y Permit Office: State, Zip: , F,Permit Number:} 50 7 - 1 g 6 3NF0RDOwner: SA Jurisdiction:j1 0DesignLocation: FL,Orlando County:: Seminole (Florida Climate ZoneARTN 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4. Number of Bedrooms 5 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1304.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1277.00 It' 6. Conditioned floor area above grade (ft') 2138 b. Knee Wall (Vented) R=30.0 27.00 ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(344.2 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 427.6 a. U-Factor: Dbl, U=0.34 272.23 ft' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 43.5 SEER:15.50 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heal Pump 43.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.673 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. FloorTypes q ) ypes (1277.0 s ft. Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft' b. Conservation features b. Raised Floor R=19.0 78.00 ft' None c. other (see details) R= 42.00 fl' 15. Credits Pstat Glass/ Floor Area: 0.161 Total Proposed Modified Loads: 68.25 PASS TotalBaselineLoads: 70.80 1 hereby certify that the plans and specifications covered by Review of the plans and tH6 STgT this calculation are in compliance with the Florida Energy specifications covered by this O Code. S444m calculation indicates compliance i„'' O withtheFloridaEnergyCode. nrrr,°••. PREPARED BY: Before construction is completed DATE: 2/21/-1.7 this building will be inspected for V a compliance with Section 553.908 1 hereby certify that this buildin as designed, is in compliance Florida Statutes. C0 O with the Florida Energy Code. OWNER/ AGENT: _ / DATE: f0' _/_ BUILDING OFFICIAL: - le- Z.$ -17 DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 2/ 21/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title. Lot284ThornbrookeManchesl Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook. Builder Name: TAYLOR MORRISON Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction. 691500 Whole House Fan- No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Healed 1 Main 2138 19669.6 Yes 6 5 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main 78 ft° 19 0 0 1 2 Floor over Garage Main ___ 42 ft° 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 ft' 0.18 0 0.82 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1428 W 320 ft° Medium 0.85 N 0.85 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1277 W N N 2/21/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) Main 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1277 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype R_Value-Et-In-EI-In Area-R_Value_Eraction-Absor._Grade%_ 1 N Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul Main 4A 5 8 9 4 52.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft' 0 0 0.6 0 6 S Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 ft' 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 ft' 0 0 0.6 0 10 Garage Frame - Wood Main 13 24 9 9 4 231.0 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Stones U-Value Width Height Area Ft In Ft In 1 NE Wood Main None 25 3 1 8 24.7 ft' 2 Wood Main None 25 2 10 8 22.7 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 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft 0 in None None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 ft 0 in None None 3 n 2 Vinyl low-E Double Yes 0.34 0.31 9.1 W 1 ft 0 in 11 ft 8 in None None 4 e 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in None None 5 s 6 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 1 ft 0 in None None 6 s 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft' 1 ft 0 in 11 ft 8 in None None 7 W 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft' 1 ft 0 in 1 ft 0 in None None 8 w 8 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 ft 0 in None None 9 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft' 1 ft 0 in 11 ft 8 in None None 10 W 9 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft' 9 ft 0 in 0 ft 0 in None None 2/21/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 fl= 451 fl' 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000292 1639.1 89.99 169.23 .2627 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 43.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15.543.5 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cart # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS J # Supply --- Location R-Value Area Return-- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 427.6 ft Main 106.9 ft Default Leakage Main (Default) (Default) 1 1 2/21/2017 2:08 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling]] Jan HeatinjX] Jan Feb jX] Feb jj ]] Mar X] Mar r) Apr j ] pr j j Ma [ X] May [ Jun Jun X] Jul 4 ] Jul rX] Au j Au[ X] Se Sep Oct Oct Nov X] Nov j ] Dec X] Dec Vent in [ ]Jan Feb X] Mar X) Apr May [)Jun Jul Aug J Se X] Oct X) 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/ 21/2017 2:08 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft') 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft° 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 5 d. N/A R= ft° 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1277.00 ft' 2138 b. Knee Wall (Vented) R=30.0 27.00 ft' Area c. N/A R= ft° 272.23 ft' 11. Ducts R ft2 a. Sup: Attic, Ret: Main, AH: Main 6 427.6 72.00 ft' 12. Cooling systems kBtu/hr Efficiency ft° a. Central Unit 43.5 SEER:15.50 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Raised Floor R=19.0 c. other (see details) R= ft= 13. Heating systems a. Electric Heat Pump 2.673 ft. 0.312 Area 14. Hot water systems 1157.00 ft° a. Electric 78.00 ft° b. Conservation features 42.00 ft° 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 complli t features. Builder Signature: //v Date: Address of New Home: 'Noo 6?" 6 rvye- L4,.", City/FL Zip: Sti kBtu/hr Efficiency 43.5 HSPF.9.00 Cap: 50 gallons EF: 0.95 Pstat Oq -tiff STq F fa7 - v M1 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. 2/21/2017 2:08 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 w DELAIR Manual S Compliance Report Job: LWNThombrookeMan... NUMB EAM Ixttm Date: 6/4/2014 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3653 Web: WWW.DEL-AIR.COM For: TAYLOR MORRISON 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: 33055 Btuh Latent gain: 5114 Btuh Total gain: 38169 Btuh Estimated airflow: 1450 cfm Entering coil DB: 76.7°F Entering coil WB: 63.3°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 33473 Btuh 101 % of load Latent capacity: 6073 Btuh 1190/o of load Total capacity: 39546 Btuh 104% of load SHR: 85% Design Conditions Outdoor design DB: 41.7°F Heat loss: 27131 Btuh Entering coil DB: 69.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-042-230-19+CBX27UH-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39236 Btuh 1450/6 of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 101 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017•Feb-21 14:09:46 wrightsoft• Righl-Suile® Universal 2017 17 0 16 RSU24011 Page 1 I.CP. e chesterAGLE\Lot2847hornbrookeManchesterAGLE.rup Calc = MJ8 House faces: E RDEL-AIR Component Constructions per 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 For: TAYLOR MORRISON Job: Lot284ThombrookeMan... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (OF) 70 Elevation: 95 It Design TD (°F) 28 Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Firm wall, stucco exi, r-13 cav ins, 1/2' gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int trash Or Area U-value Insul R Ir BWhm=•'F IF-•F/BWh n 398 0.091 13.0 e 240 0.091 13.0 s 374 0.091 13.0 w 200 0.091 13.0 all 1211 0.091 13.0 n 341 0.201 0 ne 28 0,201 0 e 47 0.201 0 s 330 0,201 0 w 150 0.201 0 all 895 0.201 0 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 25 0.032 30.0 gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk, NFRC rated (SHGC=0.31); 1 It overhang (3 it window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 it overhang (5 ft window ht, 1 ft e sep.); 6.67 it head ht s w w all 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl trm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 1 it overhang (4.2 ft window ht, 11.67 it sep.); 6.67 it head ht 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, s 118" thk; NFRC rated (SHGC=0.31); 1 it overhang (6.3 ft window ht, W 11.67 it sep.); 6.67 it head ht all 208 0.091 13.0 Cooling 75 18 50 46.4 Htg HTM Loss Clg HTM Gain BWh/IP BWh 130lh/I11 eWh 2.58 1024 2.34 931 2.58 618 2.34 562 2.58 962 2.34 875 2.58 515 2.34 469 2.58 3119 2.34 2838 5.69 1938 4.35 1483 5.69 160 4.35 122 5.69 265 4.35 203 5.69 1875 4.35 1435 5.69 851 4.35 651 5.69 5090 4.35 3894 0.91 23 2.38 59 2.58 536 1.44 300 6 0.340 0 9.62 58 12.4 75 15 0.340 0 9.62 144 12.4 187 30 0.340 0 9.62 289 35.7 1072 45 0.340 0 9.62 433 12.6 568 30 0.340 0 9.62 289 35.7 1072 40 0.340 0 9.62 385 35.7 1429 160 0.340 0 9.62 1540 27.0 4327 9 0.340 0 9.62 88 12.4 113 39 0.340 0 9.62 374 13.9 541 58 0.340 0 9.62 561 35.7 2082 97 0.340 0 9.62 935 27.0 2623 wri htsofC 2017-Feb-21 14:09 46 9 Right.Suite® Universal 2017 17.0.16 RSU24011 Page 1 ZbA...cheslerAGLE\Lot284ThornbrookeMarlchesterAGLE rup Cale - MJ8 House faces: E 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" w 72 0.580 0 16.4 1182 18.4 1328 gap, 1/8" thk; NFRC rated (SHGC=0.32), 9 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type ne 25 0.390 0 11.0 272 12.0 296 n 23 0.390 0 11.0 250 12.0 272 all 47 0.390 0 11.0 522 12.0 568 Ceilings 16CR-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1277 0.032 30.0 0.91 1156 1.42 1808 gypsum board int fnsh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, amb ovr 78 0.050 19.0 1.41 110 0.71 55 2OP-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 42 0.050 19.0 1.41 59 0.71 30 22A-ipl: Bg floor, light dry soil, on grade depth 118 0.989 0 28.0 3291 0 0 C W 1'1 htsoft` 2017-Feb-21 14 09 46 A 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 2 chesterAGLE\Lot264ThornbrookeMancheslerAGLE.rup Calc - MJB House laces: E Project Summary Job: Lot284ThombrookeMan... DEL -AIR y Date: 6/4/2014 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 Notes: RVSD 6/6/16 JA LS 2121/17 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 22432 Btuh Ducts 4698 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 27131 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Area (ft Hea2t1n_g Cooling z) 38 8 Volume(ft3) 22293 22293 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 152 78 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-042-230-19 AHRI ref 7045034 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 9 HSPF 43500 Btuh @ 470F 27 0 1450 cfm 0.053 cfm/Btuh 0.40 in H2O Input = 8 kW, Output = 27292 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 26011 Btuh Ducts 7044 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 33055 Btuh Latent Cooling Equipment Load Sizing Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 5114 Btuh Equipment total load 38169 Btuh Req. total capacity at 0.75 SHR 3.7 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-042-230-19 Coil CBX27UH-042-230•++TDR AH R I ref 7045034 Efficiency 13.0 EER, 15.5 SEER Sensible cooling 32625 Btuh Latent cooling 10875 Btuh Total cooling 43500 Btuh Actual air flow 1450 cfm Air flow factor 0.044 cfm/Btuh Static pressure 0.40 in H2O Load sensible heat ratio 0.87 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rl hitSOfl C' 2017-Feb-21 14.09.46 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 104CA>' ...chesterAGLE\Lot284ThombrookeManchesterAGLE.rup Calc = MJ8 House faces: E 1 DEL -AIR mum • u lxmrrar o Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 9 NDITIQ%NINq531CODISCOWAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name Entire House family nn 2 Exposedwall 270.61t 32.0It 3 Room height 9.2 It 9.3 if heal/cool 4 5 Room dimensions Room area 2434.5 f12 150 x 17.0 it 255.0 112 Ty Construction U•value Or HTM Area (lt2) Load Area (112) Load number Bluhlli2-*F) Bt ft2) or penmeler (f1) Bluh) I or perimeter (It) Bluh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cod 6 Vl/ 12C-Osw 0.091 n 2.58 2.34 419 398 1024 931 0 0 0 0 2A•2ov 0.340 n 9.62 12.44 6 0 58 75 0 0 0 0 2A-2Dv 0.340 n 9.62 12.44 15 0 144 187 0 0 0 0 11 13A-2ocs 2A-2ov 0201 0.340 n n 5.69 9.62 4.35 12.44 350 9 341 0 1938 88 1483 113 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 25 25 23 59 0 0 0 0 Vy 0 13A-2ocs 11D0 0.201 0.390 ne no 5.69 11.04 4.35 11.99 53 25 28 25 160 272 122 296 0 0 0 0 0 0 0 0 V1/ 12C-Osw 0.091 a 2.58 2.34 270 240 618 562 0 0 0 0 2A-2Dv 0.340 a 9.62 35.73 30 0 289 1072 0 0 0 0G W Vy 13A-2ocs 12C-Osw 2A-2DV 0.201 0.091 0.340 a s s 5.69 2.58 9.62 4.35 2.34 12.61 47 419 45 47 374 79 265 962 433 203 875 568 0 0 0 0 0 0 0 0 0 0 0 0G Y-a2A-2ov 13A-2ocs 0.201 s 5.69 4.35 369 330 1875 1435 159 159 902 690 0.340 s 9.62 13.92 39 0 374 541 0 0 0 0 Vj/ 12C-Osw 2A•2Dv 2B-21v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 35.73 3573 270 30 40 200 0 0 515 289 385 469 1072 1429 0 0 0 0 0 0 0 0 0 0 0 0II----(fai Vjl 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 35.73 18.44 280 58 72 150 0 134 851 561 1182 651 2082 1328 140 0 72 68 0 67 387 0 1182 296 0 1328 q 12C-Osw 0.091 2.58 1.44 231 208 536 300 0 0 0 0 D 11D0 0.390 n 11.04 11.99 23 23 250 272 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 1277 1277 1156 1808 0 0 0 0 F 20P-191 0.050 1,41 0.71 78 78 110 55 0 0 0 0 F 2OP-191 0.050 1.41 0.71 42 42 59 30 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 1158 tt8 3291 0 255 32 896 0 61 c) AED excursion 127071 11369 Envelopeloss/garn 17706 20724 3366 3682 12 a) Infiltration 4726 1497 564 179 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 4 920 Appliances/other 2410 0 Subtotal (lines 610 13) 1 22432 26011 3931 4781 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstnbulion 0 0 0 0 14 Subtotal 22432 26011 3931 4781 15 Duct loads 121% 271k 4698 7044 101Y, 10'h 393 478 Total room load 27131 33055 4324 5259 Air required (cam) 1450 1450 1 1231 231 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rk wrighttsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Feb-21 14,9, 6 chesterAGLElLot264ThombrookeManchesterAGLE.rup Calc - MJ8 House laces: E Page I 1' DEL -AIR NEO®• u aororo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 7Cg9NDITIq INC531CODISCOWAY, SANFORD, FL 327hone:407.3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name msir nn mstr bth 2 Exposed wall 29.0 It 11.5 It 3 Room height 9.3 It heallcool 9.3 It heat/cool 4 5 Room dimensions Room area 15. 0 x 14.0 It 210. 0 112 1. 0 x 91.0 It 91. 0 112 Ty Construction number U- value Btuh/ ItZeF) Or HTM Btuh/ lf Area ( I12) or perimeter (It) Load Btuh) Area ( lt2) or perimeter (It) Load Bluh) Heal Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 VY _ 12C-0sw 2A• 2ov 2A• 2ov 0. 091 0. 340 0. 340 n n n 2. 58 9. 62 9. 62 2. 34 12. 44 12. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-fCa 11 yI L G 13A• 2ocs 2A- 20v 0. 201 0. 340 n n 5. 69 9, 62 4. 35 12. 44 131 0 131 0 743 0 568 0 107 0 107 0 610 0 467 0 W Vy I- D 16A- 30ad 13A- 2ocs 11 DO 0. 032 0. 201 0. 390 n ne ne 0, 91 5. 69 11. 04 2. 38 4. 35 11. 99 25 0 0 25 0 0 23 0 0 59 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VY I-- G 12C- Osw 2A• 2ov 0. 091 0. 340 a a 2. 58 9. 62 2. 34 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy G 13A- 2ocs 12C- 0sw 2A- 2ov 0. 201 0. 091 0. 340 a s s 5. 69 2. 58 9. 62 4. 35 2. 34 12. 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 13A-2ocs 2A• 2ov 0. 201 0. 340 s 5 5. 69 9. 62 4. 35 13. 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 612C- Osw 2A- 2ov 2B- 21v 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 34 35. 73 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I- C' 13A- 2ocs 2A- 2ov 2A- 2ovd 12C- Osw 0. 201 0. 340 0. 580 0. 091 w w w 5. 69 9. 62 16. 41 2. 58 4. 35 35. 73 18. 44 1. 44 140 58 0 0 82 0 0 0 465 561 0 0 355 2082 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 qI-. D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 210 29 812 0 91 12 322 0 61 c) AED excursion 782 1 1 -24 Envelope loss/gain 2603 3848 932 443 12 a) Infiltration 559 177 203 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 1 3161 4855 1135 507 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3161 4855 1135 507 15 Duct bads 1 10/0 100/0 316 485 10% 100/0 114 51 Total room bad 3478 5340 1249 558 Air required (clm) 186 234 67 24 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoft' 2017-Feb-21 14:09:46 Right- Suile® Universal 2017 17.0.16 RSU24011 Page 2 rill-...cheslerAGLE\ Lo1284ThombrookeManchesterAGLE.rup Cale - MJ8 House laces. E DEL -AIR r mro • M w1m1t1mo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR PNDITIQNII Ck531CODISCOWAY, SANFORD, FL 32771 hone: 407-3 26 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot284ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name utility pwdr 2 Exposed wall 6.0 It 10.5 It 3 Room height 9.3 It heal/cool 9.3 It heat/cool 4 5 Room dimensions Room area 6.0 x 6.0 It 36.0 It= 0 x 5.5 It 33.0 It= Ty Construction U-value Or HTM Area (Ilx) Load Area (I11) Load number Stuh/IIZ'F) Bluldit2) or perimeter (It) Btuh) or perimeter (11) Bluh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 yl 12C-Osw 0.091 n 2.58 Z34 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 011----GG 2A-2ov 0.340 n 962 12.44 0 0 0 0 0 0 0 0 Vy 13A-2ocs 0.201 n 5.69 4.35 56 56 318 244 51 42 240 184 11 G 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 9 0 88 113 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 Y__.D 13A-2ocs 0.201 no 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0G W V I 13A-2ocs 12C-Osw 2A•2ov 0.201 0.091 0.340 a S s 5.69 2.58 9.62 4.35 2.34 12.61 0 0 0 0 0 0 0 0 0 0 0 0 47 0 0 47 0 0 265 0 0 203 0 06 VY 13A-tors 0.201 S 5.69 4.35 0 0 0 0 0 0 0 0 6 2A-2Dv 0.340 s 962 13.92 0 0 0 0 0 0 0 0 Vjl H--( C 12C-Osw 2A-2Dv 21v 0.091 0,340 0.340 w w w 258 9.62 9.62 2.34 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V/ 13A-2ors 2A•2ov 2A-2ovd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 35.73 18.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R L 12C-OS 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0,390 n 11.04 11.99 0 0 0 0 0 0 0 0D C 16CR-3Dad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 36 6 168 0 33 11 294 0 61 c) AED excursion 1.39 25 Envelope loss/gain 486 204 887 475 12 a) Intimation 106 34 185 59 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Appliances/other 600 0 Subtotal (lines 6 to 13) 1 592 awl 1 1072 533 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redstribution 0 0 0 0 14 Subtotal 592 838 1072 533 15 Duel loads 1 10% 10'/e 59 84 10%- 10"/- 107 53 Total room IDW 651 SIM 1179 587 Air required (clm) 35 40 1 1 63 26 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Feb-21 14 09 46 P. Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 chesterAGLE\LO1284ThombrookeManchesterAGLE rup Calc - MJ8 House faces: E DEL -AIR ttt o • w txnsrtoxoto Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LOt284ThombrookeNlanche... Date: 6/4/2014 By: FJF 1 Room name mslr we mstr wic 2 Exposed wall 0 It 0 it 3 Room height 9.3 It heal/cool 9.3 It heal/cool 4 5 Room dimensions Room area 3.5 x 6.5 1t 22.8 f12 5.5 x 10.0 It 55.0 f12 Ty Construction U•value Or HTM Area (Il2) Load Area (It2) Load number Btuhlltz°F) BlulVft2) or perimeter (fl) Btuh) or perimeter (11) Bluh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cool 6 Vjl 12C-0sw 0.091 n 2.58 2.34 0 0 0 0 0 0 0 0 I C 2A-2ov 0.340 n 962 12,44 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 yl 13A•2ocs 0201. ne 5.69 4.35 0 0 0 0 0 0 0 0 D 11 D0 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0LG W 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 Vy 12C-0sw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 06 y/ 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 YLC 2A-2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 Vjl II---GG 12C-0sw 2A-2ov 28-21v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VN I-1C 13A•2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 35.73 18.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-0sw 0.091, 2.58 1.44 0 0 0 0 0 0 0 0 D 11 D0 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P•19t 0.050 1,41 0.71 0 0 0 0 0 0 0 0 F 22A-tpi 0.989 27.99 0.00 23 0 0 0 55 0 0 0 61 c) AED excursion 101 1 0 Envelope losstgain 0 0 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliancestother 5 5 Subtotal (lines 6 to 13) 1 0 51 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 0 5 Duct bads I 10% 101/6 0 0 101/0 10 0 0 0 r Total room bad 0 5 0 5 Air required (cfm) 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wright soft' 2017-Feb 21 1 Right,Sude® Universal 2017 17.0.16 RSU24011 Page 4 chesterAGLE\Lo1284ThornbrookeMancheslerAGLE.rup Calf: = MJ8 House laces- E DEL -AIR r, • u amrrororo Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32 C NDoo 33N266N5 Fax: 407.333-3853 Web: WWW.DEL•AIR COM Job: Lot284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name dining rm kitchen 2 Exposed wall 100 It 18.6 It 3 Room height 9.3 It heal/cool 9.3 It heaUcool 4 5 Room dimensions Room area 15.0 x 10.0 It 150.0 fl2 1.0 x 305.0 If 305.0 f12 Ty Constriction U-value Or HTM Area (112) Load Area (f12) Load number Btuf1/It2-*F) BIu11/112) or perimeter (ft) Btuh) or perimeter (fl) Btuh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heal Cod 6 Vjl _ Imo-{! 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 12.44 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 yI I-- l 13A-2ocs 2A•2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 W Vy Y-D 16A-30ad 13A-2ocs 11 D0 0.032 0.201 0.390 n ne no 0.91 5.69 11.04 2.38 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 53 25 0 28 25 0 160 272 0 122 296 12C-Osw 2A-2ov 0.091 0.340 a a 2.58 9.62 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 12C-Osw 2A-2ov 0.201 0.091 0.340 a s s 5.69 2.58 9.62 4.35 2.34 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ Y-6 13A-2ocs 2A-2ov 0.201 0.340 s s 5.69 9.62 4.35 13.92 93 39 54 0 310 374 237 541 117 0 117 0 663 0 508 0 Vy 12C-Osw 2A•2ov 28-21v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-{ V(' Vj/ II----GG 13A-2ocs 2A-2ov 2A-2ovd 12C-Osw 0.201 0.340 0.580 0.091 w w w 5.69 9.62 16.41 2.58 4.35 35.73 18.44 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 231 0 0 0 208 0 0 0 536 0 0 0 300q D 11D0 0.390 n 11.04 11.99 0 0 0 0 23 23 250 272 C 16CR-30ad 0.032 0.91 1.42 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1,41 0.71 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 150 10 280 0 305 19 520 0 61 c) AED excursion 138 1.127 Envebpe loss/gain 963 816 2428 1391 12 a) Inlillration 176 56 329 104 b) Room ventilation 0 0 0 0 13 Internal gains: Occuparas @ 230 1 230 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 1140 1101 2757 2695 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1140 1101 2757 2695 Duct bads 101yo 10% 114 110 10'/6 1O'/6 276 270 r Total room load 1254 1212 3033 2965 Air required (cfm) 67 53 162 130 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t -Pk wrlghtsoft' 2017•Feb•21 14 09:46 c Right•SuiteO Universal 2017 17.0.16 RSU24011 Page 5 chesterAGLE\Lol284ThombrookeManchesterAGLE rup Cale = MJ8 House laces, E DEL -AIR tenwo- a rxlrarowrs Right-J® Worksheet Entire House DEL -AIR HEATING & AIR C9NDITIQ NINC 531 CODISCO WAY. SANFORD, FL 32771 hone: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot284ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name open to below rm 2 2 Exposed wall 32.0 It 26.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 15.0 x 17.0 11 255.0 f12 15.0 x 11.0 It 165.0 112 Ty Construction U•value Or HTM Area (fl2) Load Area (I12) Load number BluNIt;OF) BtuNft2) I or perimeter (II) Bluh) or perimeter (It) Bluh) Heat Cod Grass N/P/S Heal Cool Gross N/P/S Heat Cod 6 vrl 12C-Osw 0.091 n 2.58 2.34 0 0 0 0 99 99 255 232 F-( C 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 13A•2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A•2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 13A•2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 11 DO 0.390 ne 11.04 11.99 0 0 0 0 0 0 0 0 t-G 12C-Osw 0.091 a 2.58 2.34 0 0 0 0 0 0 0 0 2A•2ov 0.340 a 9.62 35.73 0 0 0 0 0 0 0 0 W 13A•2ocs 0.201 a 5.69 4.35 0 0 0 0 0 0 0 0 y/ L---G 12C-Osw 0.091 s 2.58 2.34 153 153 394 359 0 0 0 0 2A•2ov 0.340 s 9.62 12.61 0 0 0 0 0 0 0 0 Vy 1-0 13A-2ocs 0201. s 5.69 4.35 0 0 0 0 0 0 0 0 2A•2ov 0.340 s 9.62 13.92 0 0 0 0 0 0 0 0 VN 12C-Osw 0.091 w 2.58 2.34 135 95 245 223 135 105 270 246 L-CCi 2A-2ov 28•21v 0.340 0.340 w w 9.62 9.62 35.73 35.73 0 40 0 0 0 385 0 1429 30 0 0 0 289 0 1072 0 Vy 13A-2ocs 2A•2ov 2A•2ovd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 35.73 18.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 255 255 231 361 165 165 149 234 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 15481 1 411 Envelope loss/gain 1254 2920 963 2194 12 a) Infiltration 544 172 442 140 b) Room ventilation 0 0 0 0 13 Interred gains: Occupants @ 230 0 0 0 0 Appliances/olher 0 0 Subtotal (Imes 6 to 13) 11799 30921 14061 2334 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbulion 0 0 0 0 14 Subtotal 1799 3092 1406 2334 15 Duct bads 1 381/6 529/6 691 1594 38"/e 1 52% 540 1204 Total room load 2490 4687 1946 3538 Air required (clm) 133 206 104 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A,= -rk wHghtsoft' 2017-Feb-21 14:09:46 r Right -Suite® Universal 2017 17.0.16 RSU24011 Pape 6 chesterAGLE\Lot284ThornbrookeManchesterAGLE.rup Cale - MillHouse laces. E JDEL-AIR r • ai cm nmoo Right- J® Worksheet Entire House DEL - AIR HEATING & AIR t99NDITI% IN9 531CODISCOWAY, SANFORD, FL 3277 hone: 407.3 -2665 ax 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lo1284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name bih 2 bih 3 2 Exposed wall 8.0 It 12.0 It 3 Room height 9.0 It heaYcoDI 9.0 It heal/cool 4 5 Room dimensions m Rooarea6.0 x 8.0 It 48.0 112 6.0 x 12.0 II 72.0 I12 Ty Construction U-value Or HTM Area (It2) Load Area (It2) Load number BtufYltZoF) BlulUlt2) or perimeter (It) Bluh) or perimeter (It) Btuh) Heat I Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 Vj/ I--(i 1210-0sw 2A-2Dv 2A•2Dv 0.091 0.340 0.340 n n n 2. 58 9.62 9.62 2.34 12.44 12.44 72 6 0 66 0 0 170 58 0 155 75 0 108 0 0 108 0 0 278 0 0 253 0 0 I -- fa11yI L- G 13A-2ocs 2A-2Dv 0.201 0.340 n n 5. 69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vj1 D 16A- Mad 13A-2ocs 11 DO 0.032 0.201 0.390 n ne re 0. 91 5.69 11.04 2.38 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 12C- 0sw 2A-2Dv 0.091 0.340 a a 2. 58 9.62 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy C 13A- 2ocs 12C-Osw 2A-2ov 0.201 0.091 0.340 e s s 569 2. 58 9.62 4.35 2.34 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy C 13A- 2ocs 2A-2ov 0.201 0.340 s s 569 9. 62 4.35 1392 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1210- 0sw 2A-2Dv 2B-21v 0.091 0.340 0.340 w w w 2. 58 9.62 9.62 2.34 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ IL-- 13A. 2ocs 2A•2ov 2A-2ovd 0.201 0.340 0.580 w w w 569 9. 62 16.41 4.35 35.73 18.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Fj 12C- Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR- 30ad 0.032 0.91 1.42 48 48 43 68 72 72 65 102 F 20P- 191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P. 191 0.050 1.41 0,71 0 0 0 0 0 0 0 0 F 22A. Ipl 0.9m 27.99 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1 15 1 1 •19 Envelope loss/ gain 271 282 343 336 12 a) Infiltration 136 43 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1407 325 5481 401 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 407 325 548 401 15 Duct loads 1 389/6 52"/e 156 168 38% 52% 210 207 Total room load I 564 493 758 608 Air required ( cim) 1 1 30 22 1 1 40 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- Wrightsa t- 2017-Feb-21 14:09:46 Right•Suite® Universal 2017 17 0 16 RSU24011 Page 7 chesterAGLE\Lot284ThornbrookeManchesterAGLE rup Calc - MJB House laces: E 1 DEL -AIR rmio • = C0N nomro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR P07ION531CODISCOWAY, SANFORD, FL 327hono. 4p7665 ax: 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name rm 4 nn 3 wic 2 Exposed wall 33.0 It 4.0 11 3 Room height 9.0 It heat/cool 9.0 11 heal/cool 4 5 Room dimensions mRooarea 1. 0 x 161.8 It 161. 8 I12 4. 0 x 5.0 It 20. 0 I12 Ty Construction number BluNl ue F) Or HTM Bluhllt2 I Area ( w) or perimeter (It) Load Btuh) Area ( 1I2) or perimeter (11) Load Stuh) Heat Cod Gross N/P/S Heal cod Gross N/P/S Heat Cod 6 Vj _ IL-- 1 12C- Osw 2A- 2ov 2A- 20v 0. 091 0. 340 0. 340 n n n 2. 58 9. 62 9. 62 2. 34 12. 44 12. 44 108 0 15 93 0 0 240 0 144 218 0 187 0 0 0 0 0 0 0 0 0 0 0 0 yI 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 G 2A•2ov 0.340 n 9.62 12.44 0 0 0 0 0 0 0 0 W Vy I- D 16A• 30ad 13A- 2ocs 11 DO 0. 032 0. 201 0. 390 n ne ne 0. 91 5. 69 11. 04 2. 38 4. 35 11. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y- G 12C• Osw 0.091 a 2.58 2.34 126 111 286 260 36 36 93 84 2A- 2ov 0.340 a 9.62 35.73 15 0 144 536 0 0 0 0 W Vy C 13A- 2ocs 12C- Osw 2A• 2ov 0. 201 0. 091 0. 340 a s s 5. 69 2. 58 9. 62 4. 35 234 12. 61 0 63 0 0 63 0 0 162 0 0 148 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy Y- C 13A- 2ocs 2A- 2ov 0201. 0. 340 s s 5. 69 9. 62 4. 35 13. 92 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C-Osw 2A• 2Dv 2B- 21v 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 34 35. 73 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- S Vj! II--- GG 13A• 2ocs 2A• 2ov 2A• 2ovd 0. 201 0. 340 0. 580 w w w 5. 69 9. 62 16. 41 4. 35 35. 73 18. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 162 162 146 229 20 20 18 28 F 2OP-191 0,050 1.41 0.71 78 78 110 55 0 0 0 0 F 2OP•191 0.050 1.41 0.71 29 29 41 21 9 9 13 7 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-82 1 1-6 Envelope loss/gan 1274 1571 124 113 12 a) Infiltration 561 178 68 22 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1835 1749 192 134 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1835 1749 192 134 Duct loads 138% 52"/e 705 902 389/6 520/0 74 69 r Total room load 2540 2651 265 204 Air required (cfm) 136 116 14 9 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C wrlghtscWV 2017-Feb-21 14:09:46 AM Right-Suile® Universal 2017 17.0.16 RSU24011 Page 8 cheslerAGLE\ Lol284ThornbrookeManchesterAGLE.rup Calc - MJ8 House laces E DEL -AIR Right-J® Worksheet D.C•YIC1 11di0 Entire House DEL -AIR HEATING & AIR hone, 531 CODISCO WAY, SANFORD, FL 32771 hone, 407-3 -2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot284ThombrookeManche... Date: 6/4/2014 By: FJF 1 Room name rm 3 bdrm 5 2 Exposed wall 24.0 It 10.5 It 3 Room height 9.0 it heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 12.0 x 12.0 It 144.0 112 15.0 x 10.5 fl 157.5 ft° Ty Construction U-value Or HTM Area (It2) Load Area (fll Load Btuh/ft2-*F) BtutVlIq or perimeter (11) Bluh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 Vj/ 12C-Osw 2A-2Dv 2A•2Dv 0.091 0.340 0.340 n n n 2.58 9.62 9.62 2.34 12.44 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 01-fC 11 Vy L-C 13A-2ocs 2A-2ov 0.201 0.340 n n 5.69 9.62 4.35 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 yI D 13A-2ocs 11 DO 0.201 0.390 ne ne 5.69 11.04 4.35 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 a 2.58 2.34 108 93 240 218 0 0 0 0 2A•2ov 0.340 a 9.62 35.73 15 0 144 536 0 0 0 0G W Vjl G 13A-2ocs 12C-Osw 2A-2ov 0.201 0.091 0.340 a s s 5.69 2.58 9.62 4.35 2.34 12.61 0 108 15 0 93 13 0 240 144 0 218 189 0 95 30 0 65 26 0 166 289 0 151 378 TVy G 13A-2ocs 2A-2ov 0.201 0.340 s s 569 9.62 4,35 1392 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L- 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.34 35.73 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy IL-3G 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 w w w 5.69 9.62 16.41 4.35 35.73 18.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L -D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR-30ad 0.032 0.91 1.42 144 144 130 204 158 158 143 223 F 20P-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 20P-191 0.050 1.41 0.71 3 3 4 2 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-67 1-15 Envelope loss/gain 902 1300 597 737 12 a) Infiltration 408 129 179 57 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 11311 1429 776 794 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Sublolal 1311 1429 776 794 15 Duct loads 1 381/9 529/9 503 737 W/o 52% 298 409 Total room bad 1814 2166 1 1074 1203 Air required (clm) 97 95 1 57 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 46 cr_ wrightsoft' Righl-Suile® Universal 2017 17 0.16 RSU24011 2017-Feb-21 1 . 0e 9 chesterAGLE\Lot284ThornbrookeManchesterAGLE.rup Calc . MJ8 House faces: E 1 DEL -AIR nlrmm • w cnmooe Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277(i Phone:: 407IOn266655 Fax: 407-333.3853 Web: WWW.DEL•AIR COM Job: Lot284ThornbrookeManche... Date: 6/4/2014 By: FJF 1 Room name stairs 2 Exposed wall 35 It 3 Room height 90 It heat/cool 4 5 Room dimensions Room area 1.0 x 253.5 It 253.5 ft2 Ty Construction number U•value StuWllzOF) Or HTM Btuh/W) Area (119 or perimeter (ft) Load Btuh) Area or perimeter Load Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 2.58 2.34 32 32 81 74 2A-2ov 0.340 n 9.62 1244 0 0 0 0 2A-2Dv 0.340 n 9.62 12.44 0 0 0 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 t 1 2A-2Dv 0.340 n 9.62 12.44 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 VLO 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 11 D0 0.390 ne 11.04 11.99 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.34 0 0 0 0 2A-2Dv 0.340 a 9.62 35.73 0 0 0 0LG W Vy C 13A-2ors 12C-0sw 0.201 0.091 a s 5.69 2.58 4.35 2.34 0 0 0 0 0 0 0 0 2A•2Dv 0.340 s 9.62 12.61 0 0 0 0 yl LG 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A•2ov 0.340 s 9.62 13.92 0 0 0 0 Vj/ 12C-0sw 0.091 w 2.58 2.34 0 0 0 0 2A•2ov 2B-21v 0.340 0.340 w w 9.62 9.62 35.73 35.73 0 0 0 0 0 0 0 0CC y/ 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 L-GG 2A-2ov 2A-2ovd 0.340 0.580 w w 9.62 16.41 35.73 18.44 0 0 0 0 0 0 0 0 q 12C-0sw 0.091 2.58 1.44 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 0 0 0 0 C 16CR-3Dad 0.032 0.91 1.42 254 254 230 359 F 2OP-191 0.050 1.41 0.71 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 F 22A-Ipl 0.989 27.99 0.00 0 0 0 0 61 c) AED excursion 1.20 Envelope loss/gain 311 413 12 a) Iniillration 60 19 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Sublolal (lines 6 to 13) 370 431 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 370 431 15 Duct loads 38% 529/e 142 222 Total room load 512 654 Air required (elm) 27 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrightsoft- Right -Suite® Universal 2017 17.0.16 RSU24011 2017 Feb-21 Page 10 chesierAGLE\Lot284ThornbrookeManchesterAGLE.rup Calc = MJ8 House laces: E Job: Lo1284ThombrookeMan... DELAIR Duct System Summary Date: 6/4/2014 tEA1D10-AIR CONDMOMM 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 Project• • For: TAYLOR MORRISON External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.205 in/100ft 1450 cfm Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.205 in/100ft 1450 cfm 166 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bdrrn 5 h 1074 57 53 0.338 6.0 Ox 0 VIFx 15.5 85.0 SO b1h 2 h 564 30 22 0.436 4.0 Ox 0 VIFx 8.0 70.0 bah 3 h 758 40 27 0.415 4.0 Ox 0 VIFx 12.0 70.0 dining rm h 1254 67 53 0.250 6.0 Ox 0 VIFx 41.3 95.0 st2 fatuity rm h 4324 231 231 0.229 8.0 Ox 0 VIFx 53.7 95.0 st2 kitchen h 3033 162 130 0.262 7.0 Ox 0 VIFx 34.6 95.0 st2 mstr bth h 1249 67 24 0.215 5.0 Ox 0 VIFx 48.0 110.0 st3 mstr rm c 5340 186 234 0.205 8.0 Ox 0 VIFx 55.9 110.0 st3 mstr we c 5 0 0 0.212 4.0 Ox 0 VIFx 50.5 110.0 st3 mstr wic c 5 0 0 0.217 4.0 Ox 0 VIFx 46.4 110.0 st3 open to below c 4687 133 206 0.308 8.0 Ox 0 VIFx 25.5 85.0 st1 Pwdr h 1179 63 26 0.253 5.0 Ox 0 VIFx 39.6 95.0 st2 rm 2 c 3538 104 155 0.400 7.0 Ox 0 VIFx 15.0 70.0 rm 3 h 1814 97 95 0.301 6.0 Ox 0 VIFx 28.0 85.0 st1 rm 3 wic h 265 14 9 0.306 4.0 Ox 0 VIFx 26.1 85.0 SO rm 4 h 2540 136 116 0.374 7.0 Ox 0 VIFx 20.8 70.0 stars c 654 27 29 0.438 6.0 Ox 0 VIFx 7.6 70.0 utility c 922 35 40 0.251 4.0 Ox 0 VIFx 40.3 95.0 st2 c wri htsoft' 2017-Feb-21 14 09:47 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 chesierAGLSLo1284ThornbrookeMancheslerAGLE.rup Calc = MJ8 House faces- E Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cim) cim) FR fpm) in) in) Material Trunk sl1 Peak AVF 302 362 0.301 664 10.0 0 x 0 VinlFlx s13 Peak AVF 253 259 0.205 587 9.0 0 x 0 VinlFlx st2 s12 Peak AVF 811 739 0.205 581 16.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rbl Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx c wri htsoft' 2017•Feb•2114:09:47 9 Right•Suite® Universal 2017 17.0.16 RSU24011 Page 2 ACM ...chesterAGLE\Lo1284ThornbrookeManchesterAGLE.rup Cale - MJ8 House laces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot284ThornbrookeManchesterAGLE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 2/21/2017 1:54 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist D A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). D Energy Performance Level (EPL) Display Card (one page) D Mandatory Requirements(three pages) Required prior to CO for the Performance Method: D Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) O A completed Envelope Leakage Test Report(usually one page) 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 2/21/2017 1:54:00 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot284ThornbrookeManchesterAGLE Builder Name: TAYLOR MORRISON Street: Permit Office: City, State, Zip. FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2138 sq.ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: won WE 2/21/2017 1:54 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4 1.1 and R402.4.1 2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageYVindows, 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 AAMANVDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heal pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)Wl ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be 'substantially leak free' by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 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. 2/21/2017 1:54 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Pagel of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 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'/a inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4 4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TMA , Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2 Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 2/21/2017 1:54 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric 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. O R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40'F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to 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 heal 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 D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 2/21/2017 1:54 PM EnergyGaugeO USA - FlaRes2014 - Section R405 4.1 Com Page 3 of 3 run 0t cuwraan »., urlat ra'taeow ^ I 7 I 3 I A rn II 11 3 I 1 I 34 II 11 u u I3y119ILJ I I Ip A I n A 3 h O pT a ro OpigCa +Cp I P< o S C) I 3 n—. a n m 7c G 7, I A S lNG30 p mNVN MTWJ= dArfAif. 0 o o n a h170 N 0 WAN A Q E W SL 3 a ano Ip u,NJlO.p3 z v Nh 70N hAhr0m 3 r I' lr di L ainw Ar" omm go I d I XO Sti A is 14' lilORr th e' nt art cn x a& m n m m A x J I Y• P II R--- fUbd ro i' n AA .y x I" IK 0 IR I W a m : Bfa t4 O r fU as2xxIA •.s a I ty all— ox N n R i m l n4 I tR D Ci I I `o x I a I r Z N P OtA 1 x J $ E y D r r x , cn ` In I I ruLft N lI1BP. IQ AtfO IZ y S s . f A FP 5 CL 5 f rF W m O `< 0 3- 0 C Q Q I S x n Q QCn f 7 PON 0®DA\\ NOTES WINDOW HEIGHTS BUILDER: PLAN LOT SUBDIVISION TAYL R M RRIS N M A N C H E S T E R LOT 284 TH RNBR KE REVISIONS nel Air Heatinq, Air Conditioninq & pefrigeration,lnc, 109 Commerce Street Suite 1101 Lake Marq F1, 52146-6206 phone: 407-831-2665 Fax: 407-355-3855 DATE BY- 6/ 6/ 16 J A 2/ 21/17 JA DATE: DRAWN BY: 6/ 4/2014 FJF DESCRIPTION AS FURNISHED: Lot 284, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY LOT 311 N 00°1455" W 40, 00' 6h ? LOT 284 26.80' 3 ir3' 16.0 C c LANAI w 7.00' d o 5.00' 30.0' 5.00' r to Cb 0 CS PROPOSED RESIDENCE to MANCHESTER - A V 1 LOT 285 2 CAR GARAGE LEFT y LOT 283 0 5.00' 1 ( - 1R>tP35.0• hry ENTRYW ( 8.7' b 5.00' 21.3' Ok to construct Single Family home with setbacks an 16' DRIVE impervious area shown on plan.. 25.20' 25.20' 10• U77L ESMT. `1 v ryti' 314.30' 5' CONC. WALK (PC) 3' i" FLARES—."V ON LOT AREA LCULATIONS: CURB LOT a 4,800 SOFT. LIVING - 1,157 SOFT. N 00° 14' 55" W (e.e.) GARAGE - 451 SOFT. ENT40.00' LANAI - 125 SOXT. BREEZEWAY- N/A SOFT. DRIVEWAY - 403 SOFT. ROCKY GROVE LANE AIC WALALI( PAD = 9 SO.FT. WAY 73 SO.F7. 50' R/W) TRACT I IMPERVIOUS 247.8 , 294 SOO29FT. UTILITY & ACCESS R/W SOD 2 506 SOFT. 5 ION : Yr.• QO R/W = 440 SOFT. Q PROPOSED FINISHED SPOT GRADE ELEVATION APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK - 200 SOFT. PROPOSED DRAINAGE FLOW FRONT - 25' (NOT A SURVEY) SOD = 130 SOFT LOT GRADING TYPE A REAR - 15 C+ PROPOSED INFORMATION SHOWN DR - 5SOFT. PROPOSED F.F. PER PLANS - 24.3' . SIDE 5.0' SIDE CORNER - 10pOR INSTRUCTION13ASED ON SL S E IV SIDEWALK - EWAY - ? 73 73 SOFT. PROPOSED GRADEPERCONSTRUCTIONPLAN / CLIENT NOT FIELD VERIFIED SOD - 2,636 SOFT. CR USE' NMEEYETR - SCOTT LAG A SSOC. , INC. - LAND SURVEYORS LEGEND - LCGEKD - P • PLAT DL • POINT aN LIKE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 r . TIRO TYR • TYPICAL NOTES: P. • IRON PIPE ILL. • POINT Or REVERSE CWVATURr I. ME UNOMGNED DOES HEREBY CERTIFY THAT INS SURVEY MEETS THE STANDARDS Or PRACTICE SET FORTH BY THE FLONOA BOARD Or Tit. . IRON ROD 4:L • POINT BY CONFOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS W CHAPTER 51-17 FLORIDA ADAIINISTRARVE CODE PURSUANT M SECTION 472.027. FL.OW13A STATUES CA • CONCRETE NOIAKKT RAG. • RADIAL 2. UNLESS EYOOSSEO WITH SURVEYOR'S 9"TURE AND ORIGINAL RAKED SEAL THIS SU1rV LEAP OR OOWES ARE NOT VAUO SCT IR. • 1/2' 1R../DLO 4096 NR. NON-RADAL ,T. DO SURVEY WAS PREPARED FROM RRC INFORAUMN FURNISHED TO THE SURVEYOR. THERC MAY BC OTHER RTSTNC1gHS RUC. REINTurDCP. CALCULI FRUIT OR W04EllT5 IMF AFFECT THIS PROPERTY PAM •DINTOFOEGDOIINGCALL. •CALCULATED rpt. POINT 0< COtWCMENEM JUL • ER/WC HT REFERENCE HORAQNT 4• NO UND[ROROUND IMPROVCLID/TS Il4yE BCD! LOGTED UNLESS OINERMSE SHOWN. t • CENTERLINE rF. • FINISHED FLOOR ELEVATION A 1105 SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTTM KLO • NAIL L DISK BSL BUILDING SETBACK LINO 0. OWENSIONS SHOW FOR THE WC41MM OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RCOONSIRIICT BOUNDARY LINES N/vESH . CASEMENT vAr DA • OCHCHO RK M 7. BFARINOA ARE BRED ASSUMED OATIIM AND ON THE LINE SHOWN AS BASE (TEARING (B.&) ESN". 02- MOC S.A. RASE OEARUIG pU1C . p11A1H1AGC 0. EILVA1p11S, A SNDWN. ARE ILASCD d1 NAl1pN41. CEOD£11C 017T/M 0/ 1020. UNLESS OTH[RW6C NOTED. UTIL• •UTILITY D. CE)"MATE Or AUDIORIZATWN Mo. 4300. CLFC. • CUMN LINK FREE VOFC. • VOOD FENCE C/D CONCRETE BLOCK SCALE 1• . 20'— DRAWN LAY: ••• P.C. • OINT or CURVATURE P.T. • POINT OF TANGENCY DATE ORDER N. DESC. DESCRIPTION CERTIFIED 9Y: R RADIUS L • ARE LENGTH PLOT PLAN 03-31-2017 2197-17 p • DELTA CHORD C.L CH WO BEARING NORTH THIS 8UILDINO/ PROPERTY DOES. NOT UE WRNIN —Vf %A , THE ESTAVUSH£ D 100 YEAR FLOOD PLANE AS PER "FIRM' x CRUS IMEYER. R.L.S. / 4714 ZONE '(' MAP / 12117C 0055 F. 4AWES W. SCIPIFF, R.LS 1 4801 d RECORD COPY re i cien es tiviee s,ne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 0) BUILDER TAYLOR MORRISON HOUSE PLAN MANCHESTER 2138 SOFT GENERAL LIGHTING X 3 VA PER SO FT 6414 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 33860 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23860 VA x . 4 9544 VA TOTAL NET GENERAL LOAD 19544 VA 3.5 TON HEAT PUMP #1 27.6 AMP X 240 VA = 6624 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19544 VA NET TOTAL HEAT 11824 VA TOTAL LOAD 31368 VA CALCULATED LOAD FOR SERVICE 31368 VA 1240 V= 130.70 AMP DI ISO AMP SERVICE N sp,14FORO pFPAR,Q: 6 vi AA V AA NJasfe r Bag GAL-V a" a' ttie let 4--" I1•• z WrG bow PO« I(ex TAYLOR MORRISON HOUSE TYPE: MANCHESTER THORNBROOKE S.F. LOT 284 1ST FLOOR w/ optional Lav in bth 3 s AA v j N TAYLOR MORRISON HOUSE TYPE: MANCHESTER THORNBROOKE S.F. LOT 284 2ND FLOOR w/ optional lav in bth 3 AA V 6a LsLv 3' rorH a^d to 1S% Moor N ti e e 9 n m m m m m m m m m m m m m n R09 IO 4 i IR13 Or r RII RIOi i i 15I3T1 i Al I I it I II N N m 15-08-00 ao 11-08-00 Ado:) CM0331 v 6 6 6 2- n as 30-00-00 16-00-00 14-00-00 P61 Cu m m m 9 m m m i II II II II II II II II 71 1 1 1 1 FOI 1 I FOI COO 1 DEEP FLOORS 8 FIELD ADJUST SPACING FORESPLUMBING FOI 1 kFOIFOLI 1 i 1 1F0511 4 CU ff I 1 Ell 09, 1 ILI I I 11611 II II I II I u I II I II 21-04-00 B-08-00 BEARING HEIGHT 56HEDIA.E 9 4 20.-3/4- 0 0 Hanger List H1 HTU26 H2 THA422 NOTES: L) REFER TO a 91(REGOANEJ ATWN5 FOR HAMILM D61ALLATION AND TEMPORARY DRACW6) REFER TO EN61NEERED DRAWIN65 FOR PERMANENT VALLEY FRAMM "I BE COMPLETELY ALTERNATE DRACIN6 REOIAREMENT5 5.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY DUD.DEE 4.) ALL TRUSSES ARE DES16NED FOR 7 o t MAXIM.M SPAGN6. LN.ESS OTHERWISE NOTED 5.) ALL WALLS 'AM ON PLACEMENT PLAN ARE CONSIDERED 10 BE LOAD BEAM L LE% OTHERWISE NOTED 6.) SY42 TRIFiSES MUST DE INSTALLED WITH THE TOP OEIN6 UP. 7.) ALL ROOF TR1155 HANGERS TO DE SIMPSON HTU76LINLE550THERWI6E NOTED. ALL FLOOR TRUSS HANGERS TO DE SIM PSON THA422 L#LE% OTHERWISE NOTED. 8) DEAMI EADERA.INTEL (HOR) TO DE FUINWD BY BLUER. SHOP DRAWING APPROVAL W I.AYOIH 15 THE 50.E SOURCE FOR FABPJCATION OF TftWS AIO VO%ALL PREVWUS ARAITLCTURAL OR ODER TRJ55LATOUTS REVIEW AWAPPROVAL OFMLATOMMAT BE IECEIVED BEFORE ANY TUMS WILL BE Dal. VERIFY ALL OM IP6 TO D7 M A6A961 (MYf5 THAT WILL RESLL T I+ EIITRA (AAME510 YOU Fquw Id.a, au Builders FirstSource Orlando PHONE: 407-851-2100 FAX 407-851-7111 Plant City PHONE: 813-759.5951 FAX 813.752.1552 Taylor Morrison Homes 1. Manchester A Lanai qap". nnaal Lotxx 7ir 2-15-16 ck Lumber design Altles',,"re in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RE: TB0284 - Site Information: Customer Info: Taylor Morrison Lot/Block: 284 Address: City: Sanford Project Name: TB0284 Model: Mancester Subdivision: Thornbr6oke 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: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 62 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. Seal# Truss Name Date 1 T10546225 C01 3/1/17 18 T10546242 F19 3/1/17 12 I T10546226 I CO2 1 3/1/17 119 I T105462431 HR01 1 3/1/17 1 13 I T105462271 C04 1 3/1/17 120 1 T105462441 HR02 1 3/1/17 1 14 IT105462281 F01 1 3/1/17 121 1T105462451 HR03 1 3/1/17 I 15 IT105462291 F02 1 3/1/17 122 1T105462461 HR04 1 3/1/17 16 IT105462301 F03 1 3/1/17 23 1T105462471 HR05 3/1/177T10546231F043/1/17 124_ I T10546248 I J01 13/1/17 1 I8 1 T105462321 F05 1 3/1/17 125 I T10546249 I J02 1 3/1/17 1 19 1 T105462331 F06 1 3/1/17 I26 I T10546250 I J03 1 3/1/17 1 10 T10546234 F07 3/1/17 127 IT10546251 J04 3/1/17 I11 T105462351 F08 1 3/1/17 128 IT105462521 J07 13/1/17 I 112 1 T10546236 I F09 1 3/1/17 129 I T105462531 J08 1 3/1/17 113 1 T105462371 F10 1 3/1/17 130 I T105462541 J09 13/1/17 114 1T105462381F11 13/1/17 131 IT105462551J10 13/1/17 15 IT10546239 F12 3/1/17 32 IT105462561J11 3/1/17 16 IT10546240 F17 3/1/17 33 I T10546257 I J12 1 3/1/17 1 117 I T10546241 1 F18 1 3/1/17 134 I T10546258 I J13 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: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE' The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSVTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 17 - 1 863 so—luS, t$;S NSF•. .'. No 34869 ' TAT E O 41 NAL Julius Lee PE No.04M MITek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R 33610 Date: March 1,2017 Lee, Julius 1 of 2 RE: TB0284 - Site Information: Customer Info: Taylor Morrison Lot/Block: 284 Address: City: Sanford Project Name: TB0284 Model: Mancester Subdivision: Thornbrooke No. Seal# I Truss Name I Date 35 T10546259 J14 3/1/17 36 T10546260 J15 3/1/17 137 I T10546261 I J16 1 3/1/17 1 138 I T10546262 I J 17 13/1 /17 1 139 IT10546263IJ18 13/1/17 140 I T10546264 I J19 3/1/17 1 141 1 T 105462651 R01 1 3/1 /17 1 142 1 T10546266 I R02 1 3/1/17 I 143 1 T105462671 R03 1 3/1/17 I 144 1 T10546268 I R04 1 3/1/17 1 145 1 T10546269 I R05 1 3/1/17 1 146 1 T105462701 R07 1 3/1/17 I 147 1T10546271 1 R09 1 3/1/17 I 148 1 T10546272 I R10 1 3/1/17 I 149 IT10546273 J R11 1 3/1/17 I 150 1 T1 0546274 1 R 12 1 3/1 /17 I 51 1 T105462751 R13 1 3/1/17 I 152 I T10546276 I R 14 1 3/1 /17 1 153 1 T105462771 R15 1 3/1/17 1 54 1 T10546278 1 R16 3/1/17 55 1 T10546279 1 R17 3/1/17 56 1 T10546280 I R20 3/1/17 157 1 T10546281 1 R21 1 3/1/17 1 158 1 T1 0546282 1 R22 1 3/1/17 1 59 1 T10546283 I R23 3/1/17 60 1 T10546284 1 RF03 3/1/17 61 IT105462851VOl 3/1/17 162 I T10546286 I V02 1 3/1/17 State: Florida 2of2 Job Truss Truss Type 1 ly Ply 770546225 TS0294 C01 GABLE t t Job Reference (optional) 0*0 1 26 1905 25 24 2 3 4 5 ID:pv 1 GOIZRPskYMiUZTvPtiizmbHK-DOOVh?gvlhi8ziHSl W RSSlezorgIJ2GMrtNN3HzfJOb 0-He Scale = 1:24.9 630 = 7 b 9 10 11 12 27 23 22 21 20 19 le 17 16 15 14 13 3x4 = 30 II 11-0 2.8.0 4a-a D-4V o-D-a D-vo ory .- 1..0 1-4-0 1.4-0 11-0 li-O 1.4-8 1-3.6 1.4-0 1.4-0 1.4-0 1d-12 Plate Offsets MY) • 16:0-1-8 Edgel 118.0.1.8 Edael 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 Veri(LL) We rVa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) Na rda 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 We Na BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 75lb FT = 20%9F, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 OC puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3(llat) REACTIONS. All bearings 14-8-12. lb) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (Ib) . Max. CompJMax. Ten. - All forces 250 (lb) 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 face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Bearing at joint(s) 13 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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 lastened 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. 8) CAUTION, Do not erect truss backwards. 9) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO . Vedly dedyn paratnefon and READ NOTES ON THIS AND INCLUDED MI EK REFERANCE PAGE 1107173 rev. 1003,2016 BEFORE USE Design valkl for use orgy with Mllek®conneclas. this design Is bared only upon paamelers shown, and Is for an lndNkkldD building component. not a lairs system. Befae tie. the talking designer mini verily the applicability of design paranetors and piopeily bncog»wle this design Into the overall Additional temporary and permanent bimi ng WOWbuildingdesign. Bracing Indicated Is to prevent buckling of IndNklual Inns web and/or Chad members orgy It always required for stability and to prevent colk4bse wllh possible personal knitsy and property danage. For general gi4diance regarding the labkbafbn, slorage. delivery, moctlon and bracing of inisses and iniss systems seeANSI/IPI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avaliabie from truss Male Instltule. 218 N. lee Skeet. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 7 • tY Fly T10546226 TS0294 CO2 Floor Truss 1 1 Job Reference(optional) ounoers rncraource....ge. .run, r.n7, r.unuu a . OFF 1? ID:pv1 GOIZRPskYMIUZTvPGjzmbHK-DOOVh?gvthi8ziHSl W R55lersrglJ2lMruvN3HztJOb Scale = 1.17.0 I 2 3 4 5 6 7 e 1 I 18 I I I e 17 I I 1 H I I 1 i I 12 11 91016151413 9 4 av+ LOADING (pst) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) We Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Veri(rL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 9 We n1a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 45lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(I1at) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 20 SP No.2(Ilat) end venlcals. WEBS 20 SP No.3(I1at) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 9-0.4. lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4.0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strorlgbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Verily design peremofon and READ NOTES ON TINS AND INCLUDED hMK REFERANCE PAGE 1119-7473 mv. IO+O,YlOIS BEFORE USE Design valid la use only with Ivtitek®conneclors. lints design Is based only upon paaneters shown, and Is for an IndMtAal building componenl, nol a buss system. Before roe, the Ixdk V designer must verity the aWlcabllly of design lxnamelers and properly Incorporate tits design Into the overall bxgding design. Bracing Indicated Is to prevent budding of badNkAxd buss web and/or chord members only. Additional lemrx=y and permanent lxaclnp WOW is always recalled for skdAlly and to prevent collapse wllh p ossUe persordl injury and property damage. For general guidance regarding the lab ilcc lion. slaago, delivery, eroctlon and as bracingoftrussesdIrusssystemseoANSI/IPI I Quality Cdteda, DS6-89 and SCSI lulkiing Component 6904 Parke East Blvd. Salary =.tlon available from buss Plate Institute, 218 N. Lee Street, Suilo 312, Aloxarddrlo. VA 22314. Ton". FL 33610 Job I russ Truss Type 1 ryPly T10546227 TBO294 C04 Floor Truss 1 1 Job Reference(optional) ren ae, 10 e1r; MTwk Indusviee. fao wed Me, 01 11:49 25 2017 Page 1 20 19 I D:pv 1 GOIZRPskYMIUZTvPtijzmbHK•hDZtuLhYe9rlbsslsDyKezBBaFAX2VXV4YexbkzlJOa Scale a 1:18.6 1 2 3 4 5 6 7 8 18 17 16 15 14 13 LOADING(pst) SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) Na n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a rVa BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 50 lb FT = 20°bF, 1 I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlms, except BOT CHORD 20 SP No.2(tlat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 9-11-4. Ib) - Max Gray All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 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 lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Verily dodpn parameter* end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE CAGE MD•7473 rev. 169MIS BEFORE USE Design vdkl tot use oNy vAth Mllek®connectas. M design Is boseed orgy upon "ameten shown, and Is for an hdlvldual bulding component, not a ktrss system. Before tae. the brilding deOgrwf must verity the applicability of design paamolors csnd property Incorpotale Mb design Into the over, bx/ldfrng design Bracing Indicated Is to prevent buckling of Incllviclual IRm web aril/or chord members oNy. AdWtbrlal temporary and permanent L-tacing MiTek' Is always tequIred tot slat -Ally and to prevent cotlalne wllh pos"o personal btkay and property damage. for general guidance regarding the tabrlccIl m. storage. cfolNery, erection aria b roclrV of Inrsses; and farm systems, s0eANSI/1PI I Quality Crileda. DSB-89 and SCSI Bullding Component 6904 Parks East Blvd. SUNty IMormadgn avallatAe from lrtas Rate Institute, 218 N. Lee Street, Stifle 312. Alexandria. VA 22314. Tampa. FL 33610 rus Truss Type r ply Ply T10546228 TB0284 FOt Floor Truss 1 1 Job Reference(optional) 7 P Builders FuslSourco. Torrga, Plant Coy, Florido 33566 0-1-B H 2.6.0 13-0 1.5x3 II 1.Sx3 = 1.5x3 = 7.640 9 Apr 19 2016 MTek Industries. Inc Wad Mor 01 11.48 25 201 age 1 ID:pv 1 GOtZRPskYMrUZTvPGjzmbHK-hDZtuLhYe?r?bsstsDyKezB3EF 1 H2O7V4YexbkzfJOa 1-I 260 c41d = 1:25.4 1.5x3 II 1.5x3 II t.5x3 II 1.50 = 3x6 = 17 9W 14.8.12 Plate Offsets MY)— 111.0-1.8 Edael 112.0.1.8 Edgel LOADING (psi) SPACING- 2-0-0 CSL DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.0D TC 0.42 Vert(LL) -0.09 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 VeA(rL) -0.13 10-11 >999 240 BCLL 0.0 Rep Stress Iner YES WB 0.38 HOIZ(TL) 0.04 9 We rVa BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 81 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(I131) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudlns, except BOT CHORD 20 SP No.2(flal) end verticals. WEBS 2x4 SP No.3(tlal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=787/0.3.8, 14=793/0.7.4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1430/0, 3.4_ 1837/0, 4-5=-1837/0, 5-6=-1837/0, 6-7=-1445/0 BOT CHORD 13-14=0/1122, 12-13=0/1706, 11-12=0/1837, 10-11=0/1716, 9-10=0/1142 WEBS 2-14=-1309/0, 7-9= 1320/0, 7.10--0/481, 6.10=-429/0, 6.11_ 47/385, 2.13=0/489, 3-13=-439/0, 3-12=-37/394 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless olherwise Indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Varlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rov. 100=015 BEFORE USE. Dedg1 vdld for use only with MilekS connectors. 11* design Is bawd only upon parameters shown. and Is lot an lndMdual Wilding component. not o ht= systenn. Below trse. Iho tx*ding designer mtlsl vedfy the apolcabllty of des19n pcticowlera and Ixoperly Ilcaporote this design Into the overall building design. Broctrng IndIcalod Is to rxevent txtckting of Indly ucd In=web aril/a chord members only. Addllbnal lemporary and permanent txocing WOW Is always rectubed for stability and to prevent collapse wllh possilAo personal t1Rrry and rxoporty damage. For general guidance regarding the lalxbatbn, storage, delivery, erection and tracing of musses and truss syslerns, soeANSVW1I Quality Cdieda, DSB-89 and BCSI Building Component 6904 Porke East Blvd. Salety IrdormoNon ovdic"e from truss Plate InstlNle. 218 N. Lee Sheel. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type , I Qty Pry T10S4622e T80284 F02 Floor Truss t 1 Job Reference (optional) 7 64t1 a Aar . 2016 kbTak IndU61n49. Inc. Wed Mgr 01 11 48:26 2017 Page 1oo.we,e . IV. ;Co. , o„yo. • w... v.q...v..v.. v........ ID:pv1 GOIZRP6kYMiUZTvPirjzmbHK-9P7F6hiAPIzsD7RrPwTZAAf53f IOngxIICOUBAziJOZ 0.1.8 Ei t-3 0 2 6 0 1 i 2-6-0SC I = 1:25.0 1.Sx3 II t.Sx3 = t.5x3 II 1.Sx3 = 4x6 = US = 1.5x3 II t.Sx3 II 3x4 = 4x6 = 1.5x3 = 1 2 3 4 5 6 18 7 8 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = Sxe = LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2.0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC20141fP12007 CSI. TC 0.99 BC 0.93 WB 0.56 Matrix) DEFL. in (loc) Well Ud Veri(LL) -0.19 10-11 >905 360 Veri(I-) -0.28 10-11 >613 240 Horz(TL) 0.04 9 We rUa PLATES GRIP MT20 244/190 Weight: 81 lb FT = 20116F, 11°bE LUMBER- BRACING - TOP CHORD 20 SP No. 1(Ilat) TOP CHORD Structural wood sheathing directly applied or 4-10.14 oc purlins, BOT CHORD 2x4 SP No.t(flal) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (Ib/size) 9=189310-3-8, 14=938/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1298/0, 3.4=-2520/0, 4-5= 2520/0, 5.6=-2520/0, 6.18=-2063/0, 7.18=-2063/0 BOT CHORD 13-14=0/757, 12-13=0/1825, 11-12=0/2520, 10-1 l=Qd2539, 9-10=0/1542 WEBS 2-14_ 1168/0, 2-13=0/859, 3-13=-837/0, 7-9=-2307/0, 7-10=0/827, 6-lD=-756/0, 6-11— 323/434, 3-12=0/937, 4-12= 323/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 3) 'Semi -rigid pitchbreaks With fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss With 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7)'This manufactured product Is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=-10, 1.18=-100, 8-18=-490(F=-390) Q WARNING. Va ly doOgn paremeters and READ NOTES ON THIS AND WCLUDED NrrEK REFERANCE PAGE ND-7473 rov. faV302016 BEFORE USE Design valkl for use only with Mllek® connectors. Inls de&%n B based only upon paranelen shoWn, and Is nor rn frWMduKD bu ldklg component. not a bua system. Below use. Iho bu ildrK1 designer must vedty the applkabllly of design poraneters and rxoperty hcorporolo Nds design Into the overall bBtling deslgn. ®uchg IrcAcated is to I„even) bticking of 1ndWtKi miss web and/or chord members only. AddllkxKll temporary aW permanent bracing WOW Is always ieWied for stability arW to prevent collc jxe wtih possible poisond Injury and property damage. For genoral gu iclalce regarding the fobrkbollon, storage. delNery, orection and bracing of trusses aW tnss sySlerrts sw ANSI/TPI I Cualfly Criteria, DSB-89 and SCSI Bulking Component 6904 Parks East Blvd Safety Information avoltable from buss Wale Institute. 218 N. lee Street. Su lto 312. Alexandria. VA 22314. Ten pa. FL 33610 Job Truss Truss Type oly ply T10546230 TS0264 F03 Floor Truss 1 1 Job Reference(optional) 0.1•a 30 = 2 ID:pv 1 GOtZRPskYMnUZTvPtgzmbHK-9P7F6hrAPIzsD7Rr PWTZAAIAHtOynuSf ICOUBAziJOZ 14e-12 1-3-0 1 i e = 1:16.3 1.5x3 II 1.5x3 II 1.5x3 II 30 = 1 54 = 3 4 5 6 30 = 3x6 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Verl(LL) 0.13 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Verl( L) 0.27 9-10 493 240 BCLL 0.0 Rep Stress Incr YES WS 0.27 Horz(TL) 0.02 7 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 20 SP N0.3(llat) BOT CHORD REACTIONS. (lb/size) 7=594/0.3.8, 10=600/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1050/0, 3.4=-1050/0, 4-5=-1050/0 BOT CHORD 9-10=0/794, 8.9=0/1050, 7.8=0/811 WEBS 2-10=-926/0, 2-9=0/385, 5.7=-936/0, 5-8=0/476, 4-8=-279/0 PLATES GRIP MT20 244/190 Weight: 60 lb FT = 200,19F, 11%E 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) Bearing at joint(s) 7 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 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 - Verity dedgn paramefan and READ NOTES ON THIS AND INCLUDED JRTEK REFERANCE PAGE M/11.7473 rev. 1063/1015 BEFORE USE. Design valid for use only wllh Mllek®conneclon this design Is faked only upDn Marmeters sfawn. and Is for an Indlvkkrai buldi ng component, nor a Ouss system. Below are. the Ixtlkfng designer mtnl voslly Oa "Icablity of deskon Parameters and property Incoiwate this design Into the overall lxLding design. Bnaehg Indicalod Is to txevenl buckling of IndNkkKd buss web and/a chard members only. Additional temporary and permanent bxacing MOW h always requked Ion slabNly and to txevenl coilarx a wllh rwssl)le personal hW and property darmago ion general guldo nco regardng the k"Icatkxn, storage, delivery, enecllon and bxadng of Ines and Iruss syslems. seeANSI/TPI I Quality Criteria, DS8-89 and SCSI Sulkling Component 6904 Parke East Blvd. Safety Information available from Luss Plato Institute, 218 N. Lee Street, Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Type I oty ply T10546231 T80284 F04 ITrussFloorTruss t t Job Reference(optional) Buddets FuslSource. Tompa. Plant COY, Florida 33566 1.7-12 t 1 1.5x3 II 2 3x4 = ovnpi is cviomnak muusuwa, im. .. ev o,a, v.,,.+o.age. ID:pv 1 GOIZRPskYMiUZTvPtrjzmbHK-dbadJ 1foAc5jgg?l ze?ojOGTa3oOW MGoXs71 gczfJOY 3 1.Sx3 11 3x4 = 30 = Scale = 1 10 0 3-6.8 r 3-6-8 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.00 5 "" 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(rL) -0.03 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(TL) 0.00 4 n/a We BCDL 5.0 Code FBC2014lrP12007 (Matrix) Weight: 20 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 3.6-8 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 10.0.0 oc bracing. REACTIONS. (Ib size) 5=597/0-4-0, 4=597/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BOT CHORD 4.5=0/677 WEBS 2-5=-849/0, 2.4=-849/0 NOTES- (4) 1) Refer to girder(s) for truss to truss connections. 2)'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-3=-1D0 Concentrated Loads (ib) Vert: 2=-818 Q WARNING. Varfly design panmotas and READ NOTES ON THIS AND INCLUDED 4UTEK REFERANCE PAGE NO-7473 rev. 10119MIS BEFORE USE Design valid lot use only vAlh MI lek®conneclors this design Is based only upon fxzameters strewn. and Is Sol an hndMdtxl building cornponenl. not o fit= system. Before use. tho btAcO g designer mtal verily the aWlcabllry of design Ixnamelers and properly Yncaporote this design Into the overall building doslgn. Woci ng Indicated Is to prevent buckling of Individual buss web and/or Chad members only. Addillonal lemporary and permanent lxochng MITek* is always recitlied for stability and to prevent collgne vAlh possible personal I nftay and property damage For genetaiguldatce regarding the fabtk: ollm stooge. delivery, etectlon and bracing of Inissos and misssyslons, seeANSI/TPI I Quality Criteria, D$1-89 and SCSI lulkiing Component 6904 Pmke East Blvd Safety Information available from buss Plate Institute, 218 N. Lee Sheet, Srlle 312. Alexandria. VA 22314. Tempo. FL 33610 Job TruSs rus5 Type . tY T10546232 T80284 FOS Floor Truss 1pt 1 Job Reference o tronal 47 17P 1 Builders FustSource, Tompa. Ptont Cory. Flondo 33566 0.1•8 H , 2.6-0 1 1.5x3 II 1.Sx3 = 1Sx3= 7.640 s Apr 19 2016 MTek Industries. Inc, wed Mar Ol 11: B 2 20 age I D:pv 1 GOIZRPskYMiUZTvPtgzmbHK-dbadJ 1joAc5jg9? 1 ze?ojOGM03hoWJJoXs71 gczfJOY 2.1.12 1.5x3 II 1.Sx3 11 2ji 0 1 Ou8_ I 1:26.6 I.5x3 II 1.Sx3 = Us = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.14 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.73 VBrt(TL) -0.19 10-11 >961 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz( L) 0.04 9 n/a nta BCDL 5.0 Code FBC2014lfP12007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=823/0-3.8, 14=830/0-7-4 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1519/0, 3-4=-2001/0, 4-5=-2001/0, 5.6=-2001/0, 6-7=-1536/0 BOT CHORD 13-14=0/1183, 12-13=0/1825, 11.12=0/2001, 10-11=0/1835, 9-10=0/1205 WEBS 2-14=-1380/0, 7-9=-1392/0, 7-10=0/526, 6.10= 475/0, 6.11=-2/476, 5-11-277/0, 2-13=0/534, 3-13=-485/0, 3-12-0/488, 4.12— 282/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verify capacity of bearing surlace. 4)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this buss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vadly dedgn paro nalw* and READ NOTES ON TICS AND INCLUDED MITEK REFERANCE PAGE M111,7473 rov. 1003W IS BEFORE USE. M-Jgn valid for use only wlih MI lek® connectors. Ihh design Is based only upon pararnelers shown. and Is la an Indivlckal building cornponenl, not a Mist system. Before use, the tx&kV designer rrntsl verity the opolcabllly of design pcxarneters and properly Ineorporato this design Into the overall building design. BracIng Irx9cated 1s to prevent buckling of Individual truss web and/or chard members only. Additional lemiwrary and permanent bracbV WOW 6 always required for stability and to prevent collarAe wtlh possible personal Injury and property damage. For general guidance regarding the fa xicolkxn, storage. delivery, erection and bracing of inrsses and inns systems woANSi/TPI I Quality Criteria. DSB-89 and lICSI Building Component 6904 Parke East Blvd Safety Information ovallable from Lugs Plate InstlNle. 218 N. boo Sfreel. State 312. Alexandria. VA 22314. Tarrpa. FL 33610 Job I russ I Fuss Type y T10546233 7B0284 F06 Floor Truss 1 1 Job Reference (optional) Job Refer ouuvtl a ru aaw,s. ,m,yo, r,arn a.nr, rv,rvo w.w. - 0.1.8 Fi , 2-6-0 1-3-0 20 II 20 = 20 = 1 2 ID:pv1 GOQRPskYM1UZTvPtifzmbHK-KDcrcAt4cFg7vrM3wwsW Kgrd8d01 dMX8?LCxspilJlg 2.0.12 4 Sea a =" 266 20 II 2x4 II 3 4 5 6 6x8 = 7 8 9 0 4x6 = LOADING (psf) TOLL 40.0 TCDL 10.0 BOLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/fP12007 CSI. TO 0.59 BC 0.71 WB 0.39 Maldx) DEFL. Vert(LL) Verl(TL) Horz(TL) in poc) Well Ud 0.13 14-15 >999 360 0.17 14-15 >999 240 0.02 9 rVa n/a PLATES GRIP MT20 244/190 Weight: 84lb FT=2046F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, BOT CHORD 20 SP No.2(Ilal) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 16=818/0-7-4, 9=818/0.3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1491/0, 3.4-1948/0, 4-5=-1948/0, 5-6=-1948/0, 6-7=-1467/0, 7-8=-571/0, 8-9=-575(0 BOT CHORD 15.16=0/1164, 14.15=0/1787, 13.14=0/1948, 12.13=0/1778, 11.12=0/1138 WEBS 2-16=-1358/0, 2.15=0/520, 3-15-469/0, 3-14=-4/462, 4-14=-268/0, 9-11=0/905, 7-11— 881/0, 7-12=0/523, 6.12= 493/0, 6.13=0/477, 5-13— 270/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbieaks with fixed heels' Member end Itxity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced a1 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) Gap between inside of top chord beating and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code. Q WARNING - vpUy dor/pn pamneta s and READ NOTES ON TM AND INCLUDED 4UTEK REFERANCE PAGE 4167473 rev. TOMM01S BEFORE USE. Design vaild for use only with MlleW connectors. It6 design Is based only uMn IY.Banelers shown. aril Is to an trxllvidual bulding component, not a buss system. Before tare. the IxOdlrnp deslaner must verily the appticabllly, of design paaneters and tmopeily I ncaporale en6 design Into the overall txdcPng design. ®acing Indicated Is to Ixoveni buckling of Individual In#%web and/or chord memtxns only Add itlDnal temporary and pennanenl L4 Ing WOW Is always required Ion stablllly and to prevent collgne Min possible personal Infury and properly damage For general grddance regarding the fabrk:atlon. storage. delivery. erection and bract ng of Inmes aril Inrss system& seeANSI/IPI I Quality Cdledo. DSB-89 and BCSI Butkling Component 6904 Parks East Blvd. Sahty grtlormatlon avalkjNo gram buss Plate Institute. 218 N. Lee Sheet. Sulte 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type I Qty ply I T10546234 TS0284 F07 Floor Truss 1 1 Job Reference o tional Dunuv v rnSNiuu cs. 1—V.. I.— —Y. rrv.rvo .awvv ID:pv1GOIZRPskYMrUevPtilzrrtbHK-5oF?WNkOxwDaSJaEXLW 1FbpVYTzfFh?ymWtbC2zfJOX 0-1.8 HI 2-6-0 1.3-0 260 20 2.6 1.Sx3 II 1.5x3 = 1.Sx3 = 4x6 = 36 FP= 3x8 = 1.5x3 II 1.Sx3 II 30 = 1 2 3 4 5 6 7 20 19 Scale 1:32.9 3x8 = Sx6 = 1.5x3 I I 8 9 10 4R 3x6 = 4x6 = 3x6 = 30 = 3x8 MT20HS FP = 4x6 = 3x4 = 154 SP= 5x6 = 18.11.4 18.11.4 Plate Offsets MY)-- 111•Edcie D-1-81 115.0.1.8 Edge), 116.0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 VerI(LL) -0.38 14-15 >589 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(fL) -0.57 14-15 >396 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO W B 0.75 Horz(TL) 0.07 11 n/a Na BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 98Ib FT = 209,16F, 11%E LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC puffins, except 1-3: 2x4 SP No.2(flat) end verticals. BOT CHORD 20 SP M 31(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11.13: 2x4 SP No.2(11at) WEBS 20 SP No.3(flal) REACTIONS. (Ib/slze) 11=1503/0.4-0, 18=1150/0-7-4 FORCES. (lb) - Max. CompJMax. Ten.. All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2294/0, 3-4=-2294/0, 4-5=-3772/0, 5-6=-3772/0, 6-7=-3772/0, 7-8=-354510, 8-9— 2235/0 BOT CHORD 17-18_-0/1706, 16-17=0/2876, 15-16=0/3772, 14-15_-0/3801, 13.14=0/3225, 12.13=0/3225, 11.12-0/1238 WEBS 2-18= 1991/0, 2-17=0/935, 4.17=-924/0, 4.16=0/1226, 5-16=-413/0, 9-11=-1910/0, 9-12=0/1584,8-12=-1572/0,8-14=0/507, 7-14=-407/0,7-15=•394/529 NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) The Fabrication Tolerance at joint 13 = 11 % 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 1D-0-0 oc and fastened to each truss with 3.10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 597 lb down at 15-3-0 on top chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any parllcular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11.18=-10, 1-10=-100 Concentrated Loads (Ib) Vert: 8=-597(F) 0 WARNING- Vedry design paremstsrs and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M04473 rov. 110163Q01S BEFORE USE Design valld for use orgy vAth Mllek®conneclors. Ihls design Is based only upon parameters shown. and Is for an Individual Ix6dhg component. not a fuss system. Before use. Iho Ixdlding designer must verity the applicability of design paramelors and properly Incaporale thlt cleslgn Into the overall building design. ®ache Indicated Is to prevent Ixlcldhg of Individual Inns wob and/or chord members only. Additional temporary and permanent txaGng MiTe k• Is always regaled low slob811y and to pfovenl collapse wllh poss"o personal hlray and property damage. For general guidance regarding the Icdxksallon, storage. delivery. OroCtlon and bracing of trusses and Inns systems. seeANSI/TPII Quality CAterb. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information ovallatAe Irorn truss Pate Institute, 218 N. Lee Street, State 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type r ,r ty T10546235 780284 FOB Floor Truse 1Illy 1 Job Reference(optional) 0.1•E HI 2{-0 i 1.3-0 2—" / 11.8 ID:pv 1 GDIZRPskYMiUZTvPtgzmbHK-Z_pOklk2iDLR4T9O531 GopLILSMs_BT5_Ac8kVztJOW 2-" 2.6-0 260 ' 1.9E 261u8 5c411e = 1:52.0 1.Sx3 11 /.Sx3 11 1.Sx3 = 4x6 = 1 Sx3 = 1.Sx3 = 1.Sx3 II 1.Sx3 II 3x6 FP= 1.Sx3 II 1.5x3 II 1.Sx3 II 1.Sx3 = 1 2 3 4 5 6 7 a 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 19 to 17 16 3x6 FP= 3x6 = 4x6 = 18-9-4 29.10.E i 11.11 30 qq 29 Plate Offsets MY)-- 117.0-1-8 Edge], 118:0-1-8 Edge], 123.0-1-8 Edgel 124.0.1-8 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.D0 TC 0.80 Ven(LL) -0.21 24.25 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Verl(TL) -0.31 24-25 >709 240 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(rL) 0.05 16 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 154 lb FT = 20°51', 1 I%E LUMBER- BRACING - TOP CHORD 20 SP NOA(Ilat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins, except 1.8: 20 SP No.2(flat) end verlicals. BOT CHORD 20 SP No.l(flat) 'Except' BOT CHORD Rigid ceding directly applied or 6-0.0 oc bracing 16-21: 20 SP No.2(flat) WEBS 20 SP No.3(flat) REACTIONS. (Ib size) 16=404/0-7-4, 19=1934/0-4-0, 26=907/0-7-4 Max Gravl6=493(LC 7), 19=1934(LC 1), 26=936(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1793/0, 3-4=-2567/0, 4.5= 2567/0, 5-6=-2567/0, 6-7=-2053/0, 7-8=-1174/0, 8.9=-1174/0,9-10=0/1438,10-11=0/1438,11-12=-738/202,12-13= 738/202, 13-14=-738/202 BOT CHORD 25-26=0/1358, 24-25-0/2188, 23-24=0/2567, 22-23=0/2377, 21-22=0/1719, 20-21=0/1719, 19-20= 184/600, 18-19— 639/274, 17-18=-202f738.16-17=-54/630 WEBS 10.19=-279/0, 2-26=-1585/0, 2-25=0/690, 3.25=-627/0, 3.24=0/519, 9-19=.1913/0, 9.20=0/9611 7-20=-918/0, 7-22=0/574, 6-22_ 571/0, 6-23=01607. 5-23=-314/0, 11-19=-1243/0, 11.18=0/829, 12-18— 350/0, 14-16=-735/63 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWO • Vedfy dedgn pemmerom end READ NOTES ON THIS AND WCLUOEO NrrEK REFERANCE PAGE ND7473 rov. 189M1S BEFORE USE. Design vaikl for use only with Wiek® connectors. Ms design is Iced only uPon M meters shown, and is (of an individual b ulding component, not a buss system. Woro use. the bxulldi ng designer mirst verity tho appllcabllty of design Ixiraneters and property lncoporalo this design Into the overall building closlgn. Racing Indicated Is to prevent Ixrekting of Indk4dtal Ours web and/or chord members only. Additional temporary and permanent bracing WOW is always foclubed for stability and to prevent collapse with possible personal IM>ry and Ixoperty damage. For general gr4dance fegading the fabrk ali m, storage, delivery. erection and txdaing of trusses and iniss systems, sooANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Porke East Blvd. safety Information ovdbble from muss Mole hutikile. 218 N. lee Street, Sulto 312. Alexandria, VA 22314. Tampa, FL 33610 russ Truss Type ty Ply 1 T10546236ii780294F09FloorTruss11IJobReference(optional) ounoers nrarxu—. I—W.. .coo, I.Y. I-- .aaavv 0.1.8 H 2-0-0 i 1.3-0 26-0 I 2.3.1 ID:pv 1 GOtZRPskYM1UZTvPlgzmbHK-2ANmx21gTXTlhdkcemYVLOuoZGh51eZEDpMiHxz1JOV I 26-0 , 2-6.0 2.6.0 1-55-15 , 2-6-0 1.8 to = 1:52.0 1.5x3 II 1.Sx3 II 1.Sx3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 3115 28 27 26 25 24 23 22 21 20 19 is 17 16 3x6 FP= 3x6 = 4x6 = 19-0.13 M 10-8 r I 111.9.11 30 29 Plate Offsets MY)-- 117.0-1-8 Edgel 118:0.1-8 Edge], 123.0-1-8 Edge], 124.0-1-8 Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Ven(LL) -0.24 24-25 >925 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.36 24-25 >635 240 BCLL 0.0 Rep Stress Incr YES W B 0.56 Horz(TL) 0.05 19 n/a Ida BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No. 1(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 1-8: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(llat) 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-21: 20 SP No.2(11at) WEBS 20 SP No.3(llal) REACTIONS. (lb(size) 16=36a/0.7.4, 19=1960/0.5.11, 26=917/0.7.4 Max Uplit116_ 19(LC 3) Max Gravl6=481(LC 7), 19=1960(LC 1), 26=941(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1806/0, 3-4=-2586/0, 4-5-2586(0, 5.6=-2586/0, 6.7=-2008/0, 7-8=-1086/0, 8.9-1086/0, 9-10=0/1543, 10-11=0/1543,11-12=-694/272, 12-13=-694/272, 13-14-694/272 BOT CHORD 25.26=0/1367, 24.25=0/2204, 23-24=0/2586, 22-23=0/2356, 21-22=0/1654, 20-21=0/1654, 19-20=-168/489, 18-19=-740/261, 17-18=-272/694, 16-17=-100/602 WEBS 10-19=-278/0, 2-26=-1595M, 2.25=0/697, 3-25=-631/0, 3-24=0/528, 9-19=-1951/0, 9.20=0/986, 7-20=-942/0, 7-22=0/597, 6.22=-598/0, 6-23=0/641, 5-23=-340/0, 11-19=-1271/0, 11.18=0/854, 12-18=-35a/0, 14-16=-703/116, 14-17=-267/142 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at Joint 16. 4)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vertfy dedyn peremefae and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE M47473 rev. Id0 MIS BEFORE USE DesIM vdkl lot use only with Mllek® connectors. Ihls design It Ixtsed only upon parameters shown, and Is for an bxllvldrxil Wilding compononl, not a ktas system Before tare. the Ixildkng deslgnor mtal verily the applicability of cleslgtl pwamelers anal plroporly I ncorporalo this design Into Iho overall txmdng design. Bracing Intllcoted Is to prevent buckling of trxilvldual Russ web and/ot chord members only. Addlllonal temporary and permanent Ixacing WOW Is always tequ4red lot stobBply and to ptevenl collapse wllh p osslAe peisonal Gytny and gopertY damage For generalguidance regatdng the fabrlcolkxn, storage, delivery, erection and bxacbV of Irtrsses and Russ syslems, seeANSI/TPI1 Dually Criteria, DS11-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information Ovdk0hle Dom truss Plate Insiltute. 218 N. Leo Street. Sulle 312. Alexandria. VA 22314. Taupe. FL 33610 Job Truss ru6S ype . N 710546237 TBO284 F10 Floor Truss 1 1 Job Reference (optional) 1.SX3 II 1.SX3 II US FP= 4 5 6 7 8 9 4X6 = t stf3 11 1.5X3 11 10 11 12 13 14 cu...— rns.uvu.ce..—V.. I.- v„r, 0•1-8 H, 2-6.0 , 1.3-0 1 1.5X3 11 1.SX3 = 1.5X3 = 4X6 = 1 2 3 29 28 27 26 25 24 23 22 21 20 t8 18 17 16 3x6 = 06 = 3x6 FP= 4X6 = 3x8 = 1.Sx3 II 1.9.1 ,i 26-0 ID:pv 1 GOtZRPskYMiUZTvPGIzmbHK-2ANmx2igTXTlhdkcemYVLOuo5GhOldmEDpMiHxzfJOV 2-6.0 2-6-0 1-11•t5 2-"ut 8i I -i c le- 1:52.0 t5X3 II 1.SX3 = 1.5X3 = 3215 31 30 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Veil(LL) -0.27 22.23 >930 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Ven(TL) -0.42 22-23 >590 240 BCLL 0.0 Rep Stress Incr YES W B 0.61 Horz(rL) 0.08 16 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 155 lb FT = 20- F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.l(llat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except 1-8: 2x4 SP No.2(flat) end verlicals. BOT CHORD 20 SP No.l (llal) 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-21: 20 SP No.2(ilat) 6-0-0 oc bracing: 18-19,17-18,16-17. WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/slze) 16=306/0-7-4, 19=1860/0-5-11, 27=1079/0-7.4 Max Upilft16=-48(LC 3) Max Grav16=407(LC 4), 19=1860(LC 1), 27=1091(LC 10) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2171/0, 3.4_ 3019/0, 4.5=-3498/0, 5-6=-3498/0, 6-7=-3498/0, 7-8=-2728/0, 8-9=-2728/0, 9-10=1680/0, 10-11--0/1103, 11.12=0/1103, 12.13=-520/397, 13-14=-520/397 BOT CHORD 26-27-0/1613, 25-26-0/2697, 24-25=0/3330, 23-24=0/3498, 22-23=0/3128, 21-22=0/2299, 20-21=0/2299, 19.20=0/1031, 18.19— 397/520, 17- 1 8=-397/520, 16.17=-155/516 WEBS 10-19=-2127/0, 10-20=0/1069, 9-20— 1024/0, 9.22=0/710, 7.22=469/0, 7-23=W702, 2.27=-188310, 2-26=0/8851 3-26=-835/0, 3-25=0/511, 4-25=-494/0, 4.24=-132/555, 5-24=-283/16,14-16— 603/180,12-19— 1174/0,14.17=-373/6 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48lb uplift at joint 16. 4)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' 0 I mwa - verify design paramerwo and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE MD7473 rev. 1093?015 BEFORE USE Design valid for use only with MlleM connectors. this design is based only upon paranelers shown, and Is lot Can individual huYding component, not a frttss system. Before too. the building designer must verily the applicability of desW paamelcrs and properly Incorlwrate ft design Into the overall IrYding design. ®acing Indicated Is to prevent budding of WKlvkkxA buss web and/a chord members only. Addlotwl temporary and permanent bracing WOW Is always rocRired lot skAAlly and to ptevenl collapse vAlh possible personal Irnfu y and property damage. For general guidance tegarding the Ialrkballon. storage. delivery, erection and tracing of Inhsos and truss systems, seeANSI/IPI I Quality Crtetb, OSB-89 and BCSI Building Component 6904 Pork* East Blvd Safety Information ovtllable from Irus Plate Institute. 218 N. Leo Sleet. Salle 312, Alexandra. VA 22314. Tarrpe. FL 33610 Job Truss type 1.0ty Ply 710546238 T80284 IFit 11russ FloorTruss1 1 Job Reference(optional) ounumv rnmr,uwv. ,v..yu. 0. 1.8 H 2b- 0 i 1.3-0 2-6-0 ,1 6.0 _:2 ID: pv1G01ZRPskYMiUZTvPtijzmbHK-WNx890mJErb9JnJpCU3ktER_g 4S3MOSTSFpNzfJOU 30 = 4x6 = 30 = 30 = 3x6 FP=3x4 = 2 3 4 5 6 7 B 9 2I— 2scalliN1:50.6 4x6 = 4x6 = 3x4 = 3x4 - 10 11 12 13 14 3315 32 q 31 28 27 26 25 24 23 22 21 20 t9 18 17 16 34 = 06 = 3x4 = 30 = 30 = U12 MT20HS FP = 06 = US = 30 = 30 = 4x6 = 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 Vert(LL) -0.36 24 >759 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Verl(rL) -0.56 24 >489 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.65 HOrz(rL) 0.12 16 n/a n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 157 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flaq TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except BOT CHORD 2x4 SP No.l(flat) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. ( lb/size) 16=260/0-7-4, 19=1756/0-5-11, 28=1228/0.7-4 Max Upliftl6— 47(LC 3) Max Grav 16=345(LC 4), 19=1772(LC 9), 28=1232(LC 10) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2514/0, 3.4_ 3603/0, 4-5= 4456/0, 5-6=4456/0, 6.7=-4456/0, 7-8=-4153/0, 8. 9= 4153/0, 9-10=-3421/0, 10-11=-2250/0, 11.12=-62/623, 12.13=-62/623, 13- 14— 392/262 BOT CHORD 27-28=0/1846, 26-27=0/3155, 25.26=0/4026, 24.25-0/4456, 23-24=014392, 22-23=0/3892, 21. 22=0/3892, 20-21=0/2933, 19-20=0/1535, 18.19=-262/392, 17-18— 262/392, 16- 17=-262/392 WEBS 11-19=-2269/0, 11-20=0/1156, 10-20— 1107/0, 10-21=0/795, 9-21=-768/0, 2-28=-2154/0, 2- 27=011061, 3-27=-1017/0, 3-26=0l7l 1, 4-26=-672/0, 4-25=0/795, 5-25=-272/0, 14-16=-455/303, 13-19=-810/0, 9.23=0/433, 7-23=-441/0, 6-24=-300/132, 7-24=-299/527 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 1.5x3 MT20 unless othenMse indicated. 4) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 16. 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 3-1Od (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNWG - Vorl/y dedgn par inefors and READ N07E5 ON 7NIS AND INCLUDED M/rEK REFERANCE PAGE M*7473 rov. 1093W IS BEFORE USE Design valid lot use orgy with Mllek® conneclois. this design Is based only upon parameters shown, and Is for an IndhAdual bulding coinponenl, not a puss system. Befote use, the building designer must verity the applk:abilty of design pafamelets and popery Yncorpoiate this design Into the overall ding design. Bio" Indicated is to Ixevenl buckling ng of Individual trussweb and/oi chord mernbors orgy. Additional temporary and permanent bracing WOW is always ie%*ed low stability and to prevenl collapse vAm possible personal Injury and property damage. For general gu lckme regarding the 6904 Parks East Blvd. labdcatkxu, storage. delivery, eiecllonandbracingofIntssesandInisssysfem& seeANSI/MI Qualify Crlledo, DSB-89 and SCSI Building Component Tempo. FL 33610 Safely IMor Han availablefromtrussPlateInstitute. 218 N Lee Street. Suite 312. Alexancift VA 22314. Job Truss Truss Type ty T10546239 T80294 F12 Floor Truss r 1 Job Reference tronal oullaers F1151DOulce, tenge. r1er,1 VUI, r ,...- 0.1.8 H, 2-6-0 I 1_3-01-6-15 t. 5x3 II 1 5x3 = 1. 5x3 = 1 22 21 1. Sx3 II 1.5x3 II 2 3 4 ID: pv1GOIZRPskYMIUZTvPtijzmbHK:ZVWMknx?81?xwu?mBazORzBC4P1BbBxh7roLgzfJOT 2- 4-13 1. Sx3 II US FP= 1.5x3 II 1.5x3 II 5 6 7 B 9 10 N o V 3x6 = 3x6 FP= 10. 10.11 23.8.12 Scale = 1:41.3 1. 5x3 II 11 23 12 Plate Offsets (),Y) - 114.0-1.8 Edael 115.0-1.8 Edge], 118:0.1-8 Edgel 119:0-1-8 Edge] LOADING( psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL LOD TC 0.76 Vert(LL) -0.17 13-14 >880 360 MT20 244/19D TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(TL) -0.32 13-14 >482 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.03 13 rVa rl/a BCDL 5.0 Code FBC2014lfP12007 Matrix) Weight: 119lb FT = 20"/oF, I I%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 20 SP No.2(flal) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. ( Ib size) 13_-645/0.6-9, 17=1419/0.5-11, 20=519/0.7.4 Max Grav 13=672(LC 7), 17=1419(LC 1), 20=580(LC 10) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-981/0, 3-4=-981/0, 4-5=-981/0, 5-6=0,726, 6-7=0/726, 7.8=01726, 8.9— 1315/0, 9- 1 0=- 131510, 10-11 =-1 315/0 BOT CHORD 19-20=0/765, 18-19=0/981, 17-18= 191725, 16.17— 5J759, 15-16_ 51759, 14.15=0/1315, 13- 14=0/911 WEBS 7-17=-268/0, 2.20=-892/0, 5-17— 1051/0, 5-18=0/562, 4-18= 251/0, 2-19=0/334, 8- 17=-1179/0,8-15=0l752,9.15= 327/0, 11-13=-1063/0, 11-14=0/471 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 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.' 0 WARNING - Verlly design penarrWers and READ NOTES ON nf1S AND INCLUDED NREK REFERANCE PAGE NO.7473 rev. 140,iVL0I S BEFORE USE. Design vdkf lot use only with Mllek® connoctors. This design Is based only upon pararalers shown, and Is for an endlvk ucd buldirlp component. not a buss system. Before use. the btflding designer mint verity the aWicablrty, of design parameters and properly Incorporate this design Into the overall IxBdfrng design. Brachg Indicated Is to Ixevenl Ixtclding of Indlvldtxll Irtsss web and/or chord members only. Additional lemporay and permanent Ixacing M iTek' is always regtdred lot stablllly and to Ixevenl collarAe wllh possUe personal I nW and Ixolorly damoge. Fa general guidance regarding the labficotlon. storage. delivery. erectlon and Ixa ctiV of Irmses and piss systems. seeANSVTPI I Quality Cr11erta, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from buss Plate Institute, 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. TarMo, FL 33610 Job Truss Truss Type r typly Tt0546240 T80284 F17 Floor Truss 1 1 Job Reference tronal nuaoara rasravurca. ,urryu, rwrn vnr, rrv„vu .save 10 9 ID:pv1GOIZRPskYMrUZTvPtijzmbHK_ZVWMknx?8)?xwu?mBazORzFu4VsBeaXh7roLgzfJOT o•1-a z-rro 1.4-0 Scale = 1:13.4 1 5x3 II 30 = 1.6x3 II 1 2 3 30 = 4 30 = 3x4 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 V8A(LL) 0.04 5.6 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.04 5-6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(rL) 0.01 5 n/a n1a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD BOT CHORD 20 SP No 2(llat) WEBS 2x4 SP No.3(I1at) BOT CHORD REACTIONS. (lb(size) 8=371/0-7-4, 5=371/0-9-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-423(0 BOT CHORD 7-8=0/423, 6-7=0/423, 5.6--W423 WEBS 2-8=-491/0, 3-5=-491/0 PLATES GRIP MT20 244/190 Weight: 39 lb FT = 200,19F, 11%E Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5)'This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING . Vwty dedgn paramotent and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M67473 rov. 160MIS BEFORE USE. Desk;n valid lot use only pith Mllek® connectors. fh15 design b based only upon parameters shown, and Is lot on IndMdtlai lullding component, not lty of design parameters and property Incorale fhb cosign Into the overailanssusystem. Below use. tho L-4ficp deslgror must verify the appllcaWrfw building design. ® crAV IrWkaled Is to prevent burciding of Individual truss web and/or chord members only. Additional temporary and permanent bating MiTek' is always redKArod lot stability and to prevent collgxse vAlh possible personal infury arKi property damage. for general guidance regarding the fabrk:alio n, storage. delivery. orectlon and bracing of trusses and tnns systems. soeANSI/1PI I Qualify Criteria, DSB-69 and BCSI BuiklIng Component 6904 Pork* East Blvd. Safety INomwtlon available Iran buss Plate institute. 218 N. lee Street. Stllle 312. Alexandria. VA 22314. Torrpo. FL 33610 Job Truss Truss Type 'ply ply 710546241 T80284 FIB Floor Truss t t Job Reference (optional) oume r rucrwurce, ,e.W., r,u,., vnr. •v .— ID:pv 1 GOtZRPskYMi6ZTvPtijzmbHK-S12ua4nZmSrsY4TSKu5CyIW OeUoew3dhvnaMfGzfJOS 0.1.8 F I i 2.6-0 { 2.1•9 1.3-0 an 10 1 Sx3 11 3x4 = 1 2 t.Sx3 II 3x4 = 3 4 Scale = 1:17.0 I U3 11 5 1 5x3 = 1.Sx3 — I A Q 8 7 3x4 = t FY1 II 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Ven(LL) 0.10 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.51 Ven(TL) 0.16 6-7 673 240 BCLL 0.0 Rep Stress Incr YES WB 0.22 Hors( L) 0.01 6 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD BOT CHORD 2x4 SP N0.2(flat) WEBS 2x4 SP N0.3(flat) BOT CHORD REACTIONS. (Ib/size) 9=482/0.7.4, 6=482/0-9-9 FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/0, 3-4=-654/0 BOT CHORD 8-9=0/654, 7-8=0/654, 6-7=0/592 WEBS 2-9=-759/0, 4-6=-691/0 30 = PLATES GRIP MT20 244/190 Weight: 48lb FT = 20°bF, 11%E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid 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 Iuss 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) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify design pwmeters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0110-7479 rev. IG93MIS BEFORE USE. Design valkJ for use only with M1lek® connectors. this design Is bawJ orgy upon paameters shown. and Is too an In dMdixl Wilding component, nol a Duss system. Before use, the bulk" deslgnei must verily the ai)pficablity of Ueslgn pcoamelers and property incorporate this design Into the overall tx0alng design Bracing Indlcctled Is to prevent buckling of IntllvIcllxl Duss web aril/or chord members only. Adclilkrxi temporary and permanent bracing WOW Is always isclu red for stabillty acid to prevent collapse with possbler personal Irnpay and properly damage For general goAclance regardkng the labilcatbn, storage. delivery. erection aril bracing of tnrsses coed InrA systems seeANSI/TPI I Quality Criteria, D$8.89 and BCSI Building Component 6804 Parke East Blvd. Safety Intormablon ovallatNe Dom hus Plate Dnslltute. 218 N. Leo Street. State 312. Alexandrto. VA 22314. Tempo. FL 33610 J11:USS russ ype ty Tt0546242 T80204 F9 Floor Truss 1 1 Job Reference (optional) oumele re6rApulce. lerrge. II , Vlry. •gripe J,>JOO o,y,.._..,._.-_.,,.. ..._-_...-_...._ ..__._ yf,_....._.___.. ._ o ID:pvt GOtZRPskYMIUZTvPirjzmbHK-SI2ua4nZmSrsY4TBKu5CyIW S2Ug9u JTMnaMiGziJOS 0.1.8 H i 2-6-0 f 130 1-9.12 1-3.0 t.Sx3 11 30 = 1.Sx3 II 1.5x3 II 30 = 2 3 4 5 Scale = 1:18.6 1. 5x37,7 = 1.5)(3 I Ep 8 a 30 3x4 = LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) 0.05 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.35 Verl(rL) 0.09 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 7 n/a We BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(tlal) BOT CHORD REACTIONS. (Ib/size) 10=533/0.7-4, 7=53310-8.0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/0, 3-4=-821/0, 4-5=-821/0 BOT CHORD 9-10=0/681, 8-9=oB21, 7.8=0V681 WEBS 2.10= 794/0, 5-7=-794/0, 5.8=0/333, 2-9=0/333 3x4 = PLATES GRIP MT20 244/190 Weight: 53 lb FT = W,'*F, I I%E 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- (5) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - verily dedifn paramotem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE U1167473 rev. IOMWIS BEFORE USE Design valkl for use only vAth W lek® connectors. Ms design Is based only upon palamelers stawn, and Is for an frxllvldual Wilding component, rat o lnrss system. Below me, Iho Ixdldhnp designer must verity Ito applIcc"lty of design lxtrarnetorsand proporty incotpmalo mis deslgn Into the overall Wilding doslgn Racing Indicated Is to prevent budding of IndlvkrtKd Inns wob and/or chord rnembeti only. Additional temporary and permanonl IxOdng WOW It always required lot sIc billy and to prevent collapse with possible personal injury and property damage, for general guidance regarding ale 6904 Parke Eost Blvd storage, delivery, erection and bracing of inmes aril truss systems seeANSIM I Quality Criteria, DSB-89 and SCSI Bulkling Component Tempo, FL 33610 SafetyInformationovuilablefromtrussRateInstlNle, 218 N. lee Street, Suile 312. Alexanci tar, VA 22314. toss toss YPe I b T105a6243rTS0284HR01DiagonalHipGirder11 Job Reference (optional) Husoels rosi mi ice, lango. Ilan. V.Y. rlwlw UJaov ..iUZT y. zmbH ..........___...__. ..._ .. __..._. _. ...._ _ __. _ ID:pv 1 GOtZRPskYM1UZTvPlgzmbHK-wycHrtOoBXmzlAE2NtcdRVs3ZLt4ptX?gBRKvOiztJOR 1.5-0 1 7•t•5 B•9.5 1 1 5.0 7.1.5 2-a•0 Scale. 1:21.0 2x4 11 3x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Veil(LL) 0.15 5.8 771 240 TCDL 7.0 Lumber DOL 1.25 BC 0.77 Veil(TL) 0.47 5-8 247 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.15 HOrz(TL) 0.01 5 Na We BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib size) 2=387/0-10-15, 5=547/Mechanical Max HOrz2=143(LC 4) Max Upllfl2=-143(LC 4), 5=-212(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1026/29, 2-3=-592/225 BOT CHORD 2-5=-311/558 WEBS 3-5= 599/387 PLATES GRIP MT20 2441190 Weight: 39 lb FT = 209e Structural wood sheathing directly applied or 5-5-9 oc pudins, except and 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=6.0psf; 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 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord In all areas where a rectangle 3.6.0 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 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 (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Veil: 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) Q WARNING • VOAIy dodge prat fors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rov. I40MI S BEFORE USE Desim valkl la use ortly vAth Mllek® connectors. Rik design Is Ixaed oNy upon parameters Yawn. and Is for an htdMdtial buldhtg component. not a htus solein. Beloro tee, the txAcMV cleagnei mirst verily the aI4lbab0l1ry of desIW1 paramoters and properly htcogarate Oth deslpn Into the overall btAclhtg desgn. Bracing IrWkaled Is to prevent Welding of IndWta1 Inm web aril/or chard members only. Adclllbrwl lemporchy and pemrarionl L-40CAtg WOW h always iecitdred lot slotAlty and to pevenl collarne vAlh possB7le personal Irtfury and poperly damage. For general gticlance iegadhtg Ole labrlcc tkxt. storage. delivery. erectlon oncl brachtg of trusses and Irtm systems, seeANSIMI Quality CAterlo, DSB-69 and SCSI Building Component 6904 Parke East Blvd Salety IMpmaBen avtlkrt7le hom truss Rate hslitule. 218 N. too Sheer. Sidle 312, Alexandria. VA 22314 Tempe. FL 33610 Job I Fuss Truss Type ry Fly 710546244 TS0284 HP02 Diagonal Hip Girder 1 1 Job Reference (optional) vurraers Y 1161bouree. ranga. r-rara V.Y. rgnaa ovoo ....-... o..,...- .._._.....___...__...._. _. -.- UID•pv1 GOtZRPskYMrUZTvPirjzmbHK-wycHrnOoBXmztAE2NicdRVs3ZOt3vtxegBRKvQiztJOR 1-5-0 6.2.11 9.9-S r 1-SO + 6.2.11 3.6-10 20 11 3x6 = Scale a 1:23.1 LOADING (psi) (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Verl(LL) 0.17 5.8 697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Verl(TL) 0.51 5-8 229 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.17 Horz(R) 0.01 5 n/a n1a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43 lb FT = 20°b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 2=380/0-10-15, 5=553/Mechanical Max Harz 2=217(LC 4) Max Uplift2= 109(LC 4), 5=-253(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) 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 Structural wood sheathing directly applied or 5-4-11 oc pudins, except end venlcals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=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 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 face of the truss are noted as front (F) or back (B). 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-10-9=35(F=25, B=25), 9=-5(F=25, B=25)-to-4=-132(F=-39, B=-39), 6=0(F=10, B=10)-10-5=-49(F=-14, B- 14) WARNWG - Verrry dedgn peremorore end READ NOTES ON THIS AND WCLUDEO NrrEK REFERANCE PAGE 011II.7473 rov. IM3,2015 BEFORE USE. Deslgn valkl for Use orgy with Mllf-M connectors. this design Is based only upon parameters shown, and Is for an i dllvkkxD Wilding component, rot a truss system. Before rise, the bt/Iding designer must vent' the ap0llca1Aly of design 1xvamelers and popeny lncap mate this doslgn Into the over,, building design. ®acing Indicated Is to peveni buckling of Individual truss web and/or chord members orgy. Additional temporary and pormanenl bracing WOW Is always roqulred low slat -Ally and to pevenl collapse vAlh possible personal Irnitay and popefly damage. For general guidance regarding the fabwk:atlon, storage. delivery. erection awd lxacing of Innssos and buss systems, seeANSI/1PI I Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satey Information ovallabte from (russ Plate Inslltule, 218 N. Lee Street. Suite 312. Alexandria VA 22314. Terrpa. FL 33610 Job Truss Truss Type . ty Ply TS0284 HR03 Diagonal Hip Grader 1 1 Job Reference(optional) TIOS4624S Matters I-a915ource. romps. rram L'ny, rrOnOo ssaoo -. ••• e- ID:pvt GOIZRPskYMrUZTvPtilzmbHK-wycHnOoBXmzjAE2NtcdRVs3gutEMIZGq$RKvOrzIJOR 1 5-0 3.5.10 1.5.0 3-5.10 Scale = 1.10.8 20 = r 3.5.10 3.5.10 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(I-) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 000 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.5.10 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=29/Mechanical, 2=148/0-5.5, 4=18/Mechanical Max Horz 2=80(LC 6) Max Uplitt3=-60(LC 6), 2=-111(LC 6) Max Grav3=29(LC 1), 2=148(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever tell 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 111 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1.2=-54 Trapezoidal Loads (pit) Vert: 2=-3(F=25, B=25)-to•3=-47(F=4, B=4), 2= O(F=10, B=10)-to-4=-17(F=1, B=1) WARNING . Varlly dodge paramotora and READ N07ES ON MIS AND INCLUDED MREK REFERANCE PAGE M9.7473 rev. I0413,201S BEFORE USE Design valkl lot use orgy with Mllek® connectors. ibis design Is based only upon pxnamelers shown. and Is for an IndIvkhtal IxNdbng component. not a puss system. Below use. the Ix/Ialng designer must verity the applicability of design Ixnametors and properly bncorlxrole this closign Into the ovotall building design. ®acN Indicated Is to prevent buckling of Individual truss web and/or chord members only. Adcll[Wial temporary and permanent txaclng MiTek' IS always requAred for stotAlty and to prevent cdtgne vAlh possBNe personal bnA+Y and property damage. For general guidance regarding the fablcafbn, storage. delivery. erection and Ixach g of Irussm and inns systems seeANSI/7PI I CuaBty Criteria. DSB-89 and SCSI Building Component 6904 Pork& East Blvd. safely Information avalic"o bom In= Rate hnslime. 218 N. Lee Sheet, Sidle 312, Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type ry 710546246 780284 HR04 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FrrstSoures. rompo. ram t:ay, rrorroa ssaoo ID:pv1GOtZRPskYMiUZTvPtijz bHK-OSA1 mppH35aoOdaRJ9g14bpnHW900W N53Ty8zfJ00 5-" 1.5-0 5-6-6 Scale = 1:15.7 20 11 20 = 20 II LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,29 Ven(LL) 0.04 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.31 Vert( L) 0.09 2.4 712 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 22lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=165/Mechanical, 2=196/0.5.5 Max Horz 2=98(LC 6) Max Uplift4=-64(LC 8). 2=-119(LC 6) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-6-6 oc pur ins, 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.Ops1; h=25ft, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 III between the bottom chord and any other members. 4) Refer to girder(s) for Ines to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 4 and 119 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 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: 1-2=-54 Trapezoidal Loads (pit) Vert• 2=-3(F=25, B=25)-to-3=-75(F=-10, B— 10), 2=-0(F=10, B=10)-to-4=-28(F=-4, B=-4) WARNING- Verfry design paramotom and READ NOTES ON THIS AND WCLUDED NITEK REFERANCE PAGE AW473 rov. 16=2016 6EFORE USE Design valid for use oNy wllh Mllek® connectors. Rik deslgi Is based only upon parameters shown, and Is for an Individual bustling component, not a buss system. Before use, the b tfk9ng clesdgner must verily the aippllcabllty of design parameters and properly hicorpoale IMt design Into the overall btddhip design. Bracing Indicated Is to prevent buckling of Indh4dual truss web and/or chord members orgy. Additional temporary, and Permanent bracing MiTe k' Is always regJred tot stablilty, and to prevent collcq)w wllh possible persorwl I nJtW and property damago. For general gt/dance regading the tabrlcalkxn. storage. delivery. election and bracing of fames aril In= systems. seeANSI/rPl I Quality Crite4o, DSB-89 and SCSI Bullding Component 6904 Parke East Blvd. Safely Information ovallable from truss Plate hnsillule. 218 N. lee Sheet. StAle 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type . ty T80294 HR05 Diagonal Hip Girder 1 JPV t Job Reference(optional) T10546247 OU110e15 Iasiboulce. l alrga. morn Vlly. IwllDe JJi00 "^ vPtijz ---"-'""'-""'""'--' """ '------- ID:pv1GOtZRPskYM1UZTvPtijzmbHK-08Af mppH35aoOdaRJ8914bkAHOBO_u_N53TyezIJ00 5-0 I 6-2.11 I 9.9-5 1-5-0 6.2.11 3-&10 2x4 II 3x6 = Scale = 1:23.1 9.9.5 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Ven(LL) -0.17 5.8 >697 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(TL) -0.51 5.8 >229 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.17 Horz(TL) 0.01 5 We n1a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc puffins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=380/0-10-15, 5=553/Mechanical Max Horz 2=217(LC 4) Max Uplitt2— 109(LC 4), 5=-253(LC 8) FORCES. (fb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1056/0, 2.3=-490/145 BOT CHORD 2-5=-293/444 WEBS 3-5=-479/351 NOTES- (8) 1) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer 10 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 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 (pit) Vert: 1-2=-54 Trapezoidal Loads (pit) Vert: 2=40(F=27, B=27)-10-9=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) Q WARNING . Verly dedyn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rov. I410MIS BEFORE USE Design vaki for rise only with Mllok® connectors. this design Is based only upon paaneters shown. and Is lot an Individual building coinponenl, not o anss system. Before tue. the IxBCNng desigrx:r mtat verity the applteablity of design pmameters and lnoMily Incorpolate Ihls design Into the overall building design. Bracing Indicated Is 10 prevent btickling of Individual trim web and/or chord members only. Add ilkw" Ie MOW and permanent bracing MOW Is always iedAtrod for stability and to Prevent colloW vAlh possible petsorxi V*" and rroperty damage. For general guidance iegaid ing the labilcoll xn, storage, delivery, erection and baci ng of tames and trim systems, seeANSI/T91I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte train liters Rate Insilkile. 218 N. lee Slreel. Sulle 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type bply 710546248 TB0284 J01 Jack -Open Trues 1 1 Job Reference(optional) Buddem FrretSoUrCe. Tampa. Plant Gay. aortae Tubb 1'ICVVII,CV o_„ _o ,. ..,.. ,.,.._.. ...,. .. __.._. . . ID:pv 1 GDIZRPskYM1UZTvPtilzmbHK-sKk 1 C6gR2NDRPYCm? 11vaH82rhwg7Tm7bIp0UbzfJOP 1-0-0 0.10.1s 1-0-0 0.10.15 2x4 = o•to•1s LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Vert(fL) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 1 We We BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=27/Mechanical, 3=18/Mechanical, 2=91/0-8.0 Max Horz 2=27(LC 8) Max Uplilll=-12(LC 8), 3= 1l(LC 8), 2=-20(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.7 PLATES GRIP MT20 244/190 Weight: 4 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10-15 oc puffins. SOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL0.60 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 12 lb uplift at joint 1, 11 lb uplift at joint 3 and 20lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysts 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 - va ry deafen paranWers end READ NOTES ON TM AND INCLUDEO AV EK REFERANCE PAGE A07473 rev. 1893COIS BEFORE USE Design vdkl for use only vAth Mllek® connectors. lhls des1g161wsed only idiot pwamelers shown. and Is for an IndMCAKi "ding component. not a buss system. Before use, the bulkling doslgner must vedfy the grAlcobilN of design "cimeters aril properly IncorWrote Ihh design Into the overall building design. Bracing Indicated Is to prevent bucklklg of Individual Inrss web and/or chord members only. Acultond temporary and permanent dacing WOW 6 always requked for slatAlry and to prevent collapse vAlh p0Es"o persorol hMry and property damoge For general gJdance regarding the k"Icc tlon. slorcge. deflvwy. erection and boclrlp of Inrssos and Inns systems. seeANSI/TPil Quality Crlledo. DSO-89 and SCSI SuRcIN Component 6904 Parks East Blvd. Safely =motion ovdtable from truss Plate Instlktte. 218 N. Lee Slreet. Sulto 312, Alexarldrlo. VA 22314. Tempo. FL 33610 ob Truss Truss Type tYly 710546249 180284 J02 Jack -Open Truss t t Job Reference (optional) uo11oers1.11 Urce, rarrpa. l l rrars t Uy. rm.ua ataoo .. o -w.._ _,,._..... ...___...__. ..._. .. _.. - ID:pvt GOIZRPskYMrUZTvPbjzmbHK-sKkt C6gR2NDRPYCm? 1 fvaH81 W hvA7Tm7Mp0UbzfJOP 1-0-0 __ 2.10.15 1-0-0 2.10.15 ' 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vett(LL) 0.00 2.4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0,07 Ven(TL) 0.01 24 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=49/Mechanical, 2=184/0-8.0, 4=25/Mechanical Max Horz 2=61(LC 8) Max Uplil13=-42(LC 12), 2= 108(LC 8) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:9.4 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20'e BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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.' 0 WARNING - Verily doa/yn parameters and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE A10.7473 rov. 1003P2015 BEFORE USE Design valld for use orgy with MI lek® conneclas. lhls design Is based only upon parameters shown. and Is for an trtdMdual h ding component. not a bus system. Before use. the building designer must verify the aPdlcaIAlty of design pararnelem and Iroperly incorporate this design Into the overall bullalng design. Wacing trndlcoted Is to prevent buckling of bxiNkkKA Inns web and/or chord members only. Addllbrxrl temporary and permanent bracing WOW is always regrbed for stablllty and to prevent collcpse with possible personal IMay and property damage. For general gddance regarding the labrk;atbn. storage, delivery, erection and brocing of Ines and tnrss systems. soeANSVTPI I Quality Criterto, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaltable from truss Rate Initltute. 218 N. lee Street. Sulte 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Ply Ply T10546250 T80284 J03 Jock -Open Truss 1 1 Job Reference (optional) VU110916 Y11SIJ0urce, 1arpe. .... .Y. Ig1100 J,sa00 . - TvPtij--.-.....-.....___...__. .._. __ . _. _ - ID:pv 1 GOtZRPskYMIUZTvPlijzrnbHK-aKkt C6gR2NDRPYCm 11vaH6_phIN7Tm7bIp0UbztJOP 1-0-0 4.10.15 1-0-0 4-10-15 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Verl(LL) 0.02 2.4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=1 1 1/Mechanical, 2=25WO.8-0, 4=45/Mechanical Max Horz 2=91(LC 8) Max Uplifl3=-88(LC 12), 2=-118(LC 8) Max Grav3=111(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20%, BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10.15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=251t; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 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 fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 88lb uplift at joint 3 and 118 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 - Verify dadpn pe ametas and READ NOTES ON THIS AND INCLUDED NTTEK REFERANCE PAGE N67473 rev. 18111 OIS BEFORE USE. Design valid for use orgy Win MlleW connectors. n* design is Ipsetd only upon parameters shown, and Is for an VKRvk tx9 building component. not O Ouss system. Before use. Iho trik9ng designer must verity the applicability of design p aiameters and properly Incorporate Sds design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual Inrss web and/or choral members only. Additional lernporary and pelmanumt bracing WOW Is always recµAred low slablllty and to prev¢nl collapse w11h possible personal Intuay and property damage. For general guidance legadlng the iasbrk:atkrn. storage, delivery. creclion and bracing of Inrsos and Inns systems seeANSVTPI I Quality Criteria, DSS-89 and SCSI Bullding Component 6904 Parke East Blvd Safety Information available eom Inm Plate Institute, 218 N. Lee Street, Sulle 312, Alexandria. VA 22314. Tempe. FL 33610 Job russ Truss Type ' A>Y T10546251 T80284 J04 Jack -Open Truss 1 1 Job Reference tional Builders F ustBowce. I arnpo. r•rdm t:ay. Fronoa J:Aoe ..o.ti...o...... •-•••_.. •••__...._.. ..._ .. _... ._._. __.. _o_ . ID:pv 1 GOtZRPskYMiUZTvPtljzmbHK-KXIPPSr3phLl1 ImyZkA87Vh4U592sw?GgPYZ01 zfJ00 1-0-0 7-" 1.0.0 7.0.0 Scale: 3/4'=1' 30 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.60 Vert(LL) 0.08 2.4 976 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Veri(TL) 0.23 2-4 340 180 BCLL 0.0 ' Rep Stresslncr YES WB 0.00 Horz(fL) 0.00 3 n/a rUa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 REACTIONS. (Ib/size) 3=160/Mechanical, 2=324/0-8-0, 4=77/Mechanical Max Harz 2=121(LC 8) Max Uplil13=-112(LC 12), 2= 135(LC 8) Max Grav3=160(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-" tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 112 lb uplift at joint 3 and 135 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vodiy deelpn parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE W7473 ray. IMMIS BEFORE USE Desl(in, valid lot use only with Mllek® cornnectos. lhls design Is Ix>a d only ud»n parameters stnown. and Is for an frxOvkAral Wilding component, not a buss system. Before use, the IxAdlng designer must verity the aWicabllty, of design pcoamelers and pxoperty Incotpotate this design Into the overall building design. [racing Indicated Is to prevent buckling of Individual Iruss web and/or chord members only. Adaltlonal temporary and pennanenl txacdng WOW Is always tetAUed for stability and to prevent collapse with possible personal Inptry and poperly damage. Fo general gtrklance legs lIng the ksbtk;atlon, storage, delivery. erecllon and btadng of Inures and Inns systems set-ANSUIPI I Quality Criteria, DSB-89 and IICSI Building Component 6904 Parke East Blvd. safety Information ovallable from buss Rate InatlMe, 218 N. lee Sheet. Sulte 312, Alexandria. VA 22314. Tanya. FL 33610 rubs Truss Type I Pry Pry T10546252lJobT80294J07Jack -Open Truss 1 1 Job Reference (optional) aUtldera Fnr4beeree, rarrpa. Klein My, rrenan J,='oe •,•o•-,•• •o.•-•.••-•••••-•••---•••__. ..._. _. ...._._. __.. _ ID:pv1GOtZRPskYMIUZTvPtijzmbHK-KXIPPSr3phLllrmyZkA87VhCj5GOsw4GgPYZ IM00 1 0 0 0.10.15 1-0-0 0.10.15 Scale = 1:6.9 2x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 We n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP NO-2 REACTIONS. (Ib/size) 3=-10/Mechanical, 2=121/0-4-0, 4=9/Mechanical Max Horz2=39(LC 12) Max Uplill3=-10(LC 1), 2— 57(LC 12) Max Grav3=12(LC 8), 2=121(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10.15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251h Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wilhstanding 10 lb uplift at joint 3 and 57 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' wARNWG . Vorlly dWgn pararnefare and READ NOTES ON THIS AND INCLUDED UrrEK REFERANCE PAGE MIF7473 rev. 1093W IS BEFORE USE. Design valkl for use orgy vAlh Mllek® conrtectas. lhls design is based orgy upon parameters shown, and Is for an Individual holding cornponenl, not a truss syslern. Before use. Iho building designer must verily the agblkbablity, of design parameters and properly Incorporate N* design Into the overall building design. Bracing Indicaled Is to prevent btrcaing of Individual Iniss web and/or chord members orgy Adcfllktrxi temporary and permanent brocWQ M iTek' Is always tequfred too stability aril to prevent collapse with possible personal InKay aril properly damage. for general guldance regarding One labrk;albn storage, delivery. erecllon (md bracing of truss and truss syslems, seeANSI/IPI I Quality Cdteda, DSB-89 and 11CSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Instllule. 218 N. tee Street. Suite 312. AlexanUdo. VA 22314. Tanya. FL 33610 Job Truss ruse I ype . ty N T10546253 TS0204 Joe Jock -Open Truss t t Job Relerence tional uunosrsrssl5ource.Iempe. rmm,rry.rroraaa oo-o..r,.._..................___..._-... --^.._._....._-_-. ID:pv 1 GOIZRPskYMuUZTvPtujzmbHK-pjsndoria_T9frL96ShNIIDNFVbTbNF03317ZTzfJON 1-0-0 _ 2-10.15 1.0.0 2.10.15 Scale: 1'=1' 20 = 2.10.15 LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(fL) -0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rVa Na BCDL 10.0 Code FBC2014/TP12007 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 pudins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=59/Mechanical, 2=176/0-4.0, 4=27/Mechanical Max Horz2=82(LC 12) Max Uplift3=-57(LC 12), 2=-58(LC 12) Max Grav3=59(LC 1), 2=176(LC 1), 4=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl , GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will 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 57 lb uplift at joint 3 and 58 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this 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- Vadly design panmetsn and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE A07473 rev. 140MIS BEFORE USE Design valid for use only wllh Mllelreiconnectors. Ihh deslgn It based only upon paameters shown. and Is for an IndivIdual rAAdhfg component. not of design lxameters and ol ly Inoortx>fate 916 design Inlo the overall atrusssystem. Before use. the bdk&V designer must vedfy, the applkoxbllly, apr b uIdN design. Racing Indicated Is to prevent txuciding of Individual truss web add/or chord members orgy. Additional temporary and permanent bnackfg WOW Is always toqulrod for slalAilly arW to prevent colkt,xe wllh possible pensaifal trtlury and property damage. For general guidance regarding the lalxk:allon, storage. dellvory, erecllon and Ibtackug of trusses and truss systems seeANSI/1PI I Ouallly Cdterlo, DSO-e9 and 9CSI Building Component 6904 Porke East Blvd. Safety Information avallable train huss Plate trxtlMe. 218 N. tee Street. Sudle 312. Alexandre, VA 22314. Tempe. Fl. 33610 Job Truss russ Two 1.0ty N 710546254 T80284 Jog Jack -Open Truss I 1 Job Reference o ironal a 7M) Dn•u t INNaers Yaenbovice. rarnpa. I.am flay. •W6_ ID:pv 1 GOIZRPskYMrUZTvPtilzmbHK-pjsndoria_T9frL96ShNfiDKIVYVbNF03317ZTzfJON 1.0.0 + 4.10.15 Scale = 1:17.1 20 = LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in hoc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.31 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(rL) 0.07 2.4 780 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 Horz(TL) 0.00 3 rVa r1/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP N0.2 REACTIONS. (Ib/size) 3=119/Mechanical, 2=244/0.4.0, 4=47/Mechanical Max Harz 2=126(LC 12) Max Uplift3=-107(LC 12), 2= 67(LC 12) Max Grav3=119(LC 1), 2=244(LC 1), 4=94(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 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=4.2psf; BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 3 and 67 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vadly deslyn pammatas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE A07473 rov. IQ41.MIS BEFORE USE. Design valkl for use orgy wllh Mllek® connectors. this doslpn Is based orgy upon rxnametors shown. oral Is lot an bndlvkAltsl I)Ulding component. not a buss system. Before use. the IxNdng designer must verity the W)plkabli ty of design pawamoters and property kicorporato this design kilo the overall building design. Bracing hdfcated Is to prevent txtcklhg of Individual buss web and/or chard members only. Addllloncu lemearary aril permanent Ioaclng WOW e always wequlred lor sloUllly aril to roevenl collapse wllh posgAe persand hWry aril property damage row general quick nee regarding the fobrk:alkoL storage. delivery, erection and hxacing of trusses and buss systems. sef-ANSI/IW I Quality Crilerlo, DSO-69 and 6CS1 Building Component 6904 Parke East Blvd. safety Information ovalloble born Truss Plato Insiltute, 218 N. lee Street. Sidle 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ply T10546255 T80284 J10 Jack -Open Truss 1 1 Job Reference (optional) Burtdera FrrsiSource. Tempo. from trey, rrorraa -s;seae ID:pvIGOIZRPskYM1UZTvPt jzmbHK-HvOAg7sKLIbOG7wL' 9i6 GWr O6Vt KgVZ111g5wzfJOM 1 p 0 7-0.0 7-0.0 0 30 = Scale = 1:22.2 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Ven(LL) 0.10 2.4 >777 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Veri(I-) -0.26 2.4 >308 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (Ib/size) 3= 1 64/Mechanical, 2=319/0.4-0, 4=81/Mechanical Max Horz 2=172(LC 12) Max Uplifl3=-133(LC 12), 2= 78(LC 12) Max Grav3=164(LC 1), 2=319(LC 1), 4=125(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(l) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 133 lb uplift at joint 3 and 78 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vadly dosrgn parameters and READ NOTES ON THIS AND INCLUDED MflEK REFERANCE PAGE MD-7473 rov. 111193W IS BEFORE USE. Des1011 valkl la use orgy with Milek® connectors. Ihls design Is IxzW only upon p7ametem shown. and Is for an bndlvkkral bulding component, not a laws system Before use. the Ixllding designer must verity the apINIGala NIItyofdesignpamelorsand properly Inc iporate this design Into the overall building design. Bracing Indicated Is to Ixevenl txrcWV of bxllvkxral In= web and/a chord members orgy. Adaltlonal lempaary and permanent brocing WOW 6 always regtbed la stab011y and to prevent cdtarm wllh possible personal buy and Ixopeny damage. For general guidance regadng Me latxlc( Il t, storage. delivery. election and bracing of Inrssrrs and Inns systems, soeANSI/IPI I Cualty Crilerb, DSB-89 and SCSI Building Component 6904 Porke East Blvd. SafelyInformation avollalNe ban Truss Plate Institute. 218 N. Lee Street, Suite 312. Atexondrta. VA 22314. Tempo. FL 33610 Fuss IFUSS type T10546256 TB0264 J11 Jack -Open Truss 1 1 Job Reference (optional) Builders 1`116150=0, 1err48. vrenr cny, vionao 4im b •- a w, Vo_, ••••. e_ . ID: pvl GOIZRPskYMiUZTvPtrizmbHK-HvOAg7sKLIbOG?wLg9CocwmUaujrKkhZl11 g5wzfJOM 4. 1.6 _ 7-0.0 4- 1-6 2-10.11 r Scale = 1 22.4 30 = axe rr 30 = 4. 1.6 2.10-11 Plate Offsets () ,Y)-- 15:0.4-4 0-1-81 LOADING ( psi) SPACING- 2-0.0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ven(LL) 0.04 1-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Ven( L) -0 08 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.44 HOrz(TL) 0.01 4 n1a n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 40 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8.9 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 1=1550(0-4-0, 4=907/Mechanical Max Horz 1=149(LC 8) Max Uplift 1 =-460(LC 8), 4=-329(LC 8) Max Grav 1 = 1 550(LC 1), 4=958(LC 15) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1337/336 BOT CHORD 1-6=-403/1180, 6.7=-403/1180, 5.7=-403/1180, 5.8=-403/1180, 4-8=-403I1180 WEBS 2-5=-307/1251, 2-4=-1463/499 NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone, cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will 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 460 Ill uplift at joint 1 and 329 lb uplift at joint 4. 6) ' Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 1059 lb down and 340 lb up at 1- 0.12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Von: 1.3=-54, 1-7=-20, 7.8=-246(F=-226), 4.8=-20 Concentrated Loads (lb) Van: 6=-1059(F) Q WARNING - Vodly dedyn parameters and READ NOTES ON THIS AND NNCLUOEO MrrEK REFERANCE PAGE M67479 rev. 180113MIS BEFORE USE Design valkl to use only with Mllek® connectors. M design It based only upon ptnarnelers shown, and Is for an bnllvkW buidfrng component- not a buss syslem. Before rise, the tA&dbV designer meal verify the a1>)b Icobilly or design pmameters and pbropeily incorporate this design Into the overall bt0ding design Racing Wlcaled I: to prevent buckling of IndNkkKB truss web and/of chord members only. Adalllonal temporary and permanent bracing MOW is always reguired for slat -Ally and to piovent collapse vAth possible personal ir*" and property domage For general guidance iogarc9ng the toMkballon, stoage. delivery. erection and bracing or Inissm and Inm systoms soeANSI/1PI I Quality CAterlo, D511-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Rate Institute. 21B N Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type h T10546257 TBO284 J12 Jock -Open Truss 1 1 Job Reference tional Builders F0s1S0uree. Tampa, Plant Goy, H0000 335bb • vry s w, , s ev, v m,, — •.•v..4v .. •••C •• ov •••..• .. • • • -.. .•o ... • • • ..o ID:pv 1 GOIZRPskYMIUZTvPtijzmbHK-HvOAg7sKLIbOG?wLg9CcCwmY?y2KgVZij1 ge;z JOM t 0 0 F 2-6.8 o 2.6.8 Scale = 1:11.1 20 = 2.6.8 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) -0.00 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(TL) -0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 We n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=47/Mechanical, 2=164/0-4-0, 4=23/Mechanical Max Harz 2=74(LC 12) Max Upllft3=-47(LC 12), 2=-57(LC 12) Max Grav3=47(LC 1), 2=164(LC 1), 4=46(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 2.6.8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf,, BCDL=6.Opsl; h=2511; Cat. II; Exp B; Encl., GCpl=0.18-, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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 girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 57 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO. Vedly daslyn parAmmters end READ NOTES ON THIS AND WCLUDED MrrEK REFERANCE PAGE N1F7473 mv. 1003,201S BEFORE USE. Design valkl for use only with Mllek® cone ctors. hits design Is lxwd only upon Ixnameters shown. and Is (or an Individual bolding component, not o Ions syslern. Below rrse. the txOdhg designer musl verity Iho applIccbllly of design paatnelers and properly hcorporato Mb design Into the overall building design. Biochg Indicated 1s to Ixevenl buckling of Individual Intss web lard/or chord members only. Additional temporary and permanent br Ing M iTek' Is always teathed for stability and to prevent collapse with poswe personal hpuy and property damage. For general guidance regarding the falxkpollm storage, delivery, eiecllon cuxl bracing of inisses and truss systems. so oMSVtPl1 Quality Criteria. DS11-89 and SCSI Bulk" Component 69D4 Parke East Blvd. Safety Informotlon ovallable Dan Truss Plate Institute. 218 N. too Street. Stile 312, Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type rCity Tt054625eljobTB02e4J13Jack -Coon Truss tPly t Job Reference (optional) I1•) Dan. Builder* F05150urce. Tempo. vier" Vay. Flerlpe sues 1 01 ^v .1.1.•• ID:pv 1 GO1ZRPskYMiUZTvPtijzmbHK-I5zY2Tty6cjtu9VXEtkrk7Jigl IH3HIl W NnEdMzIJOL 2-6-8 r 2-6.8 20 = 2-6.6 Scale = 1:11.1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Veri(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Veri(TL) 0.00 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014lrP12007 Matnx) Weight: 8 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 1=86/0-4-0, 2=62/Mechanical, 3=23/Mechanical Max Horz 1=56(LC 12) Max Upliltl=-12(LC 12), 2=-57(LC 12) Max Gravl=86(LC 1), 2=62(LC 1), 3=46(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6.8 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oC bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vu11=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever tell 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 12 lb uplift at joint 1 and 57 lb uplift at joint 2. 6)'Semi-rigld 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- YaUy doWgn paramaer* and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M11•7479 rev. 1093R0/5 BEFORE USE De*jn valkt for use only vAth Mllek® connectors. this deslgrn S based only upon pmarnoters shown. and Is for an endlAdual building component, not a muss system. Before use. the btltdlnng designer must verity the applicability of design paameleis and property Incogwrale this design Into the overall br8dhng design 9ocing Indicated Is to p ievenl bttetdfrng of IndNldual Inns web and/or chord members only. Additional temporary and permanent bto cbv WOW is always iegtdned lot stability and to prevent collapse with possible personal hnitay and properly damage. For general gtddance regadhng the storage, delivery. onecllon and brachng of Inrsses and In= systems. sueANSVTPI I Quality Criteria, OSS-89 and SCSI Wilding Component 6904 Park* East Blvd Safety Inforrnatlon avc&"e from truss Plate Insiltute. 218 N. Lee Street, Sulte 312. Alexandria. VA 22314. Tarnpo. FL 3300 Job Truss Truss Type OTY Kly 710546259 780284 J14 Jack -Open Truss 1 t Job Reference (optional) ouaf1e14 Yrrsiboulco, r arrpa. rram Lmy. rrorroa asaoo...,-.„•,-y......_._....._^...___...__. ..._. .. __-.-. _. .. ._..___.. _e_. ID:pv1GOtZRPskYMrUZTvPtilzmbHK-ISzY2Tty6clIW\Fi tkrk7JizIId3HIjWNnEdMzIJOL 1-0-0 I 1.10•t5 1-0 0 1.10•15 Scale = 1:9.5 20 = t•10.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 rVe n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 8 lb FT = 20"c LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=35/Mechanieal, 2=140/0-4-0, 4=19/Mechanical Max Horz 2=61(LC 12) Max Uplifl3=-34(LC 12), 2=-52(LC 12) Max Grav3=35(LC 1), 2=140(LC 1), 4=37(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 1.10-15 oc puffins. SOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.0psf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone, cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift a1 joint 3 and 52 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 • Vedy dedyn pamnaters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE A 67473 rov. r0OMIS BEFORE USE DesIM vaikl lot use only %-AB1 101111ek0 connteclors. this desIM is based only upon pmameters stlown. and Isla an Individual binding component. not a Inrss system. Before tae, the building deslpner mtnt verify the applicability of design Ixuamelers and property hcorporate this design Into the overall txAdIng design. ®achg indicated Is to prevent bticIding of lndWtKA miss web and/or chard members only. Addillonai lemporary and permanent bracing M iTek' B always required lot stabllBy and to prevent collapse wllh possBlle personal "and puoperly damage. for general gkkince iegatdng the ktbrk;alkxl, storage. delivery, erection and bracing of musses and miss systems wc-ANSI/IPI1 Qualify Cdlerlo, DS8.89 and SCSI Building Component 6904 Porke East Blvd. Safety Information available from Truss Plate Inslllute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tarrpo, FL 33610 Job I russ Truss Type typly 710546260 7BO284 its Jack -Open Truss t t Job Reference(optional) Vulrael6 H161410urce, lamps. M. ling. •Mr JJaaa ...-,. v. T tqz ... ........l XwFi...__....- .. __..._. _. ...._ .. llID:pv1G01ZRPskYM1UZTvPlgzmbHK•DIXwFpuaNskWJ4koaF4HLrsxrbook?sl1 Wn9ozIJOK t -0 0 4." Scale = 1:14.8 20 = 4-0-0 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Veri(LL) 0.01 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) 0.03 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 14 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (INsize) 3=92/Mechanical, 2=212/0-4-0, 4=38/Mechanical Max Horz2=106(LC 12) Max Uplift3=-85(LC 12), 2=-62(LC 12) Max Grav3=92(LC 1), 2=212(LC 1). 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vull=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 Interior(1) zone; cantilever left and right exposed ;C-C lot 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.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING . Verify dadgn paramaters and READ NOTES ON THIS AND INCLUDEO MrTEK REFERANCE PAGE MI167473 rev. fOMW I S BEFORE USE Cv--JW valid for use only wlih Mllek®conneetas. R* design is based only upon paramelersmown- and Is for an IndivkAKd building component. not a Koss system. Wore use. the building designer mtlsl verify Iho c"Alcabilly of design parameters and properly Incaporolo lhb design Into the overall building design. Racing Indicated Is to pevenl buckling of Individual truss web and/or chord members only. Additional lernporory and minanenl broGng MiTek' Is always regtLed for slablilly and to prevent collapse wllh possUe personal terry and properly damage Tor general guldonce regaling the labkolkxt, storage• dellvery, orectlon and bracing of inmes and truss systems seeANSI/rPl1 Quality Criteria. DSB-89 and SCSI Buliding Component 6904 Parke East Blvd. Safety Information ovaliable Dom buss Rule Instllule. 218 N. Lee Sheet. Sufle 312. Mexadfrlo. VA 22314. Tar pa. FL 33610 Job T FUSS Truss Type I r y Ply 710516261 T80284 J16 Jack -Open Truss 1 t Job Reference (optional) aurrasrs hasnource, ranga, tram V4y, ID,pv1GOIZRPskYMiUZTvPbtzmbHK•DIXwFpuatvskWJ4koaF4HLrteidKok?sll Wn9ozfJOK 1-0.0 I 0-10.15 1.0_0 0.10.15 20 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Slress Incr YES W B 0.00 Horz(TL) 0.00 3 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (Ib/size) 3=-14/Mechanical, 2=125 0-8-0, 4=8/Mechanical Max Horz 2=39(LC 12) Max Uplift3=-14(LC 1), 2= 60(LC 12) Max Grav3=13(LC 8), 2=125(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 2441190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0.10.15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 3 and 60 lb uplift at joint 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • VwW dedgn parameter, end READ NOTES ON THIS AND INCLUDED MITEN REFERANCE PAGE A111,7473 rev. 10931015 BEFORE USE. Design vaikl for use only vAS, Wlek® connectors. Rtls design, is based only upon paaneters shown. and Is for an hdMd ual holding componenl. not o hrus system. Before use, the building designer must verlry, the apolcabllty, of design, lxxomelen and properly h,corlwrote this design into the overall building design ®ache hdk:aled Is to Ixevent buckling of IndNkAal tors web and/or chord members only. Adddllonai lernWory and permanent lxaclng MOW It always lectured lot stability and to pevenl colic"o vAlh possible personal hpry and popeny damage. pa general eukfmce regading the Icurlcatbn, storage. delivery, erecllon and brcahg of Inmes and truss systems. seeANSI/TPI1 Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salety Information available horn huss Rate Institute. 218 N. tee Sheet. Sidle 312. Alexandria. VA 22314. Tampa. FL 33610 Job runs russ Type N 710546262 TN284 J17 Jack -Open Truss 1 t Job Reference(optional) BWldere Frra1SOUICe, Iarnpa. Yrant t.ay. rgnoo JJJoo o ^ " ID:pv1GOIZRPskYMIUZTvPtljzmbHK-DIXwFpuatvskWJ4koaF4HLri7icKok?sllWn ozIJOK t-0-0 2.10-15 1 0.0 F 2-10.15 Scale: V=V 20 = 2.10-1s 2.10.15 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz( L) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.15 oc purilns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=49/Mechanical, 2=184/0.8-0, 4=25/Mechanical Max Horz2=82(LC 12) Max Uplift3— 52(LC 12), 2=-62(LC 12) Max Grav3=49(LC 1), 2=184(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 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.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 62 lb uplift at joint 2. 6)'Semi-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.' 0 WARNING- Vodfy dodyn pammotere and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE A07473 rev. IOCOW IS BEFORE USE. Design valid low use only W ih Mllek®connectas this desIM Is based only upon Ixiamelers shown. and Is too at Wivldual huldlrtg cornponenl, not o Inns system. Before use, the bu k1rV deslgner must verify the applksablify of design pcaameters and goperly Ineowporate fhb design Into the ovoroll fxacling doslgn. Brochg WKScoted Is to prevent IxrcklIng of InclIvldual Inm web and/ow chord members only. Addlional ternpotary and permanent t wociry MiTek' Is always rectulled for siciblllty and to prevent collapse with possible petsorKA b*jry arKJ poperty danage. For general guidance rogoiding the kslxleallon, storage. delivery, erecllon and lxoclrtg of Innses anK1 truss Syilems. sc.*MSVWI I Cudlity Criteria, DSB-89 and $CSI Building Component 6904 Parks East Blvd. Safety information avfilaMe Irom bum plate Institute. 218 N. Lee Sheet. Suite 312. AlexandAa VA 22314. Tempe. FL 33610 Job Truss Truss Type typly T10546263 T80204 JIB Jack -Open Truss t 1 Job Reference(optional) ID:pV 1GOIZRPskYMaUZTvPtilzmbHK-hU51S9uCeD_b7TtwLHmKgYO?F6Yym'.iE F?_hGKrEzfJOJ 4.10.15 1 p 0 4.10.15 20 = 4.10.15 Scale = 1:17.1 LOADING (pst) SPACING- 2.0.0 CST, DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Ven(TL) 0.06 2-4 869 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horc(rL) 0.00 3 We nla BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 17 lb FT = 20°0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=111/Mechanical, 2=250/0.8.0, 4=45/Mechanical Max Horc 2=126(LC 12) Max Upllft3=-104(LC 12), 2— 70(LC 12) Max GravUl11(LC 1), 2=250(LC 1), 4=90(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4.10-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever tell 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 will lit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 70 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWO . yedry doelpn pemnaron and READ NOTES ON TMS AND INCLUDED MREK REFERANCE PAGE MI.7473 mv. lawwtS BEFORE USE Design valkl la use orgy with Mllek®conneclas. D* de*p 6 based orgy ur»n paaamelers shown, and Is for an 6WINcRKD buBding component. not a buss system. Before trse, the busalng deslgm-i must verily the appilcoLilty, of design pararnelors and proporly Incorporale 11%0esign Into the overall btAtlhg design. BaUxr Indicated Is to prevent buckling of IndNklual Inns web and/owchord members orgy. Addlilortal temporary and pesmanenl brachg MiTek' Is always recµAred for sksbllly and to prevent collapse wllh possible personal hhay and properly damage. For general grddance regac9ng the fabric(afk n. storage, dellvery. erection arW bracing of Inrssas aW Inass syslerns. WeANSI/TPI I Quality Crite4o, OS949 and SCSI Building Component 6904 Parke East Blvd. safety Information ovailc"e ban Truss Plate Instllule, 218 N. Lee Street, Sulle 312. AlexontlAa. VA 22314 Tampa. FL 33610 Job TrUSS rus5 Type oty T105462fi4 T80284 J19 Jack -Open Truss t Job Reference Gonel n la uT.L b../,,...:.. 1_ w.A r,A— of 11 'AA 49 9017 Pane 1 Builders FlrslSource. lamps. Flom t:ey, rrarpa aaa90 • •^- - • n- -- - ----- — -- - - - ID:pv1 GOtZRPskYM1UZTvPltjzmbHK•hU51S9uCeD_b7TMrLHmKgYOwD6s6XBF?_hGKtEzIJOJ 1-0-0 7-0.0 1-0-0 7-0.0 Scale = 1:22.2 30 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.09 2.4 854 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert(I-) 0.24 2-4 334 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 3 We Na BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 24 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP No.2 REACTIONS. (Ibfsize) 3=159/Mechanical, 2=324/0-8.0, 4=78/Mechanical Max Horz2=172(LC 12) Max Uplift3=-131(LC 12), 2=-81(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=122(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever tell 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3 and 81 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vody dadgn Paamalara and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 111I.74073 rov. 1003,2015 BEFORE USE. Deslpn valid lot use only wllh Klek9 conneclols Ihls deslQn Is bared only upon p3jamelers shown. and Is for an hdNkkal building component. MI o truss syslom. Before too. the Ixdk*V deslgrxsr must verily tho apolcablity of deskIn txuamelers and 1"Mly hcotporole Ih6 design Into the overt,, building design Bracing hxfleatod is to povonl buckdhg of Individual ttum w(A) and/or chord members only. Addlllor" lemporary and petmanenl INOcing WOW IS always requdred for slab011y and to pevent collapse wllh pos"o porsoncil k*" and property damage. For genxnal guddome regarding the fabrication. slotoge, delivery. erection ab ndating of inuresd aInsysm lems, seeANSI/IPIt Quality Criteria, DSB-89 and IICSI Building Component rk Park* 6804 Poe EastBlvdSafetyIMormo6on ovollo"o from truss Rate hstllufe. 218 N. lee Sheet. Salle 312. Alexandria. VA 22314. To East0 nvo Job Truss Truss Type ry 710546265 TBO204 RO1 Hip Tense 1 1 Job Reference(optional) aurraore rrr6150vice. Iampa, rraro t,ny. rnxloe *d oe .?_ m-1 AW. .SYGbcfCl. ?uEh.zIJ01ID:pv1GOIZRPskYMPUZTvPtijzmbHK-9gfggVvgPXiSldivHZM.x.. 0-0 7.0- 0 9-0-0 16-0-0 17-0 0 1-0-0 7. 0-0 2-0-0 7-0-0 Scale = 1:30.1 Sx6 = 54 = 3x6 = 20 II 20 II 3x6 = LOADING(psf) SPACING- 2. 0-0 CSI. DEFL. In (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,84 Ved(LL) -0.15 2-8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Verl(TL) -0.32 2-e >576 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.25 Horz(TL) 0.08 5 We n1a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 58 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.l 'Except' TOP CHORD Structural wood sheathing directly applied or 2-8-6 oc puffins. 3.4: 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 6.6-3 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 20 SP N0. 3 REACTIONS. (Ib/size) 2= 1197/0-8.0, 5=1197/0-8-0 Max Horz 2=-51( LC 13) Max Uplift2=-442(LC 4), 5=-442(LC 5) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 2950/891, 3-4=-2669/856, 4-5=-2950/891 BOT CHORD 2-8=- 783t2779, 7-8=-777/2733, 5-7= 786 2781 WEBS 3.8=-154l789, 4-7_ 154r/89 NOTES- (10) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7. 10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This thus has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 2 and 442 lb uplift at joint 5. 7) -Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 647 lb down and 184 lb up at 9.0.0, and 647 lb down and 184 Ib up at 7-0-0 on bottom chord. The desigirdselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live ( balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) Vert 1-3=-54, 3-4=-112(F=-58), 4-6=-54, 2-8=-20, 7-8=-42(F— 22), 5-7=-20 Concentrated Loads (Ib) Vert, 8=-475(F) 7=-475(F) WARNING - Verify dettpn paremotora and READ NOTES ON rNIS AND INCLUDED MEEK REFERANCE PAGE M -7473 rov. J aCtI1015 BEFORE USE Design valid for use only Win MIIek9 connactos. This dealgn is based only ul»n Ixaarnelers shown. and Is for an Individual holding component, not a totes system. Belore use, the IxdlcbV designer must verity the c"Al :abllty of deslpn lxxameters and rxoperly Incorporate Onts design Into One overall building design. Bracing Indicated Is to prevent bucMing of Individual truss web and/or chord members only. Additional temporary and permanent IxaeIng M iTek' 6 always regtlred lot slabllly and to prevent collgne wllh possible personal Ini ry and property damage For general gtldonco regarding the latxlcollm slorarlo, dollvery, erection < xa Macing of Irtmes and inrss systems, seeAN51/TPh l Quality Criteria, DS6-89 and BCSI 6ullding Component 6804 Parke East Blvd. safety Information available horn truss Plate InsIlitlle. 216 N lee Street. Sulle 312, Nexondrlo, VA 22314. Tampa. FL 33610 russ Truss Type Q H Tt0546266PallR02SpecialTrusett Job Reference tional 1— — —1. II 7n1 ] Dnns t Dllueere FrrelDDYlce. renge. r,em —y, r— aa]ov + ' - -- - --- - - - ID:pv1G0IZRPskYMtUZTvPtgzrn-dtD3tr SAgEINmplTioovzTASVRH?uDIR?IRm7zIJOH 1-0-0 18d21.4 6.9.14 10-B-0 I"_0 d -0 1- 0.0 6.9.14 3-10.2 5-0-0 2-&4 2.11.12 Scale = 1:39 5 6xe = THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. axo — Sxa = 2xe II 30 = 3x6 = LOADING SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0,97 Vert(LL) 0.26 2.12 970 240 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Verl(TL) 0.70 2-12 357 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.87 HOrz(TL) 0.08 9 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.1 WEBS 20 SP No.3 BOT CHORD WEBS REACTIONS. ( lb/size) 9=1254/0.8.0, 2=984/0.8-0 Max Horz2=243(LC 12) Max Upllit9=-358(LC 13), 2=-259(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-1579/372, 3-4=-1340/295, 4-5=-312/119, 5-6=-2631138, 6-7=-2516/641 BOT CHORD 2-12=-465/1423, 11-12= 972/3934, 10-11=-1026/4145, 9-10— 64112516 WEBS 4-12= 231/ 1239, 3.12=-323/245, 4-6=-1182/252, 6-12=-2864l747, 7.10=-145/847, 6-10=-1810/429, 7-9=-2723/692 PLATES MT20 GRIP 244/ 190 Weight: 114 lb FT = 21)% Structural wood sheathing directly applied or 3-6-2 oc pudins, except end verticals. Rigid ceiling directly applied or 6-3-1 oc bracing. 1 Row at midpt 6-12 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl: h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) -1-0-0 to 21.2-4 zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 fit between the bottom chord and any other members. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 358 lb uplift at Joint 9 and 259 lb uplift at joint 2. 7)'Semi- rigid pllchbreaks 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) . The design/selection 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 Root Live ( balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 6.8— 94, 2-9=-20 Concentrated Loads (Ib) Van: 6=-396 Q WARNING • Verily dedgn paramofers and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rov. 1&0"015 BEFORE USE Design valld fa use only wl0n MllekO connectors. W& design Is lXZed Only UrM paarroters shown- and Is for an hdividual building comrwnent. not a bras systern Beloro tw. the txOding doslum must vedN the apl)llcabllly of design rytrametors and property Incorwrolo B1h design Into the overall building design. Rochg Indicated Is to Wevent budding or lndlvk tKA Truss web and/of chord members only. Addlllond lornfulrary and permanent tracing MITek• Is always reWred far statAlly and to rAevont eollarm with possUe personal IrtAry and luoperly damage. For general guidance regarding One fatukatkxn. storage. delivery, erecllon ctrxf buocdrtg of trusses and truss systems, weANSI/TPI I Qualify C4terlo, DSB-69 and SCSI Bullddng Cmponenl 6904 Porke East Blvd. Safety Information available from buss Rate InsBlule. 218 N. tee Shoal. Suite 312. Alexrndrla. VA22314. Tampa. FL 33610 Job I fuss Type ry Ply T10546267 T80264 R03 ITrussSpecial Truss 1 1 IJob Reference (optional) BYxtlere FIISI$OUrybF fCe, lara. YDi uay, g:A 1r00 3aa ID:pv1GOIZRPskYMiUZTvPBIzmbHK-dtD3trwSAQEINmplTioovzTCPvUd?v01R? IRm7zfJOH 1-0-0 6. 9.14 + 10.6-0 i 15-0-0 I 18.4.4 18r7-12 21.4-0 r 1 0 0 6.9.14 3.10.2 5-0-0 2-8 4 0 3 8 2 8 4 Scale = 1:39 5 Sx8 = THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. o — 6x12 MT20HS= 3x4 II 30 = 3x8 = 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 FBC2014lrP12007 CSI. TC 0.87 BC 0.74 W B 0,81 Matrix) DEFL. in Vert( LL) - 0.23 Ven(TL) -0.66 HOrz(rL) 0.10 loc) Udell Ud 2- 12 >999 240 2-12 >380 180 9 We We PLATES MT20 MT20HS Weight: 114 lb GRIP 244/190 187/ 143 FT = 20%. LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-1 oc purtins, except BOT CHORD 2x4 SP M 31 end verticals. WEBS 2x4 SP No. 3 'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 5-11,6-10: 2x4 SP No.2 WEBS 1 Row at midpi 4.6, 6-12, 7-9 REACTIONS. (lb(size) 9= 2090/0.8-0, 2=1117/0.8.0 Max Horz2=243(LC 8) Max Uplilt9=-305(LC 9), 2=-219(LC 8) FORCES. (Ib) - Max Comp,/ Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=- 1780/287, 3.4_ 1531/209, 4-5=-348/108, 5-6=-268/133, 6-13=-3965(499, 7-13=-3965/499 BOT CHORD 2-12— 390/1523, 11-12=-555/4926, 10-11=-581/5245, 9-10=-499/3965 WEBS 3.12= 297/ 248, 7.10=0/617, 4-12= 13211459, 4-6= 1371/165, 6-12=-3754/393, 6-10=-1423/91, 7-9=-4302/528 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsi; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 9 and 219 lb uplift at joint 2. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15. 16, 17, 18 has/have been modified. Building designer must review toads to verity that they are correct for the intended use of this truss. 9) 'Semi -rigid pitchbreaks with Iixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 11) "This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASES) Standard Except: 1) Dead+ Roof Live ( balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-54, 4.5=-54, 6-7=-202, 7.8=-94, 2-9=-20 Continued on Dacle 2 WARNING . Vortly deagn perarrroters and READ NOTES ON TM AND INCLUDED MREK REFERANCE PAGE M67473 rov, 1O WIS BEFORE USE Desllln vaild lot use only with Mllek® connectors. INs design is based only urrxn 1>warneteis shown. and Is la an trldMd) i building component, not a ktrss systom. Belpre tae, lho 1x4k8ng deslgnor must verity the atAllkabllty, of design txnamelers and ixoporty hcoi orate this design Into the overall Utlkling design 9aci ng Indicated Is to prevent Lxrcklkng of IndlvidLK11 trim web and/or chord members orgy. Additional lemporary and permanent bracing MiTek' is always required for stabllly and to prevent cottg7se wilh possible personal Injury aril property damage. For general guidance regarding the kAxication. storage, clellvery. ereclion and bracing of Inrsses and inrss systems, seeANSIAPI l Qualify Criteria, DS6-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from truss Plate tmtlNle. 218 N. Lee Skeet. Sulle 312, Alexandria, VA 22314. Tempe. FL 33610 Job russ Truss Type Y 710546267 TBO284 R03 Special Truss t 1 Job Reference o tronal 9e50ers F115150WCe, Ialrga, Ylam cny, flanaa JOaee I D:pv 1 GOIZRPskYM1UZTvPtilzmbHK-dtD31rwSAgEINmplTioovzTCPvUd?v01R?IRm7zfJOH LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6-164 7=-761 13=-134 2) Dead + 0.75 Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 44, 4-5-44, 6-7— 187, 7-8=-79, 2-9=-20 Concentrated Loads (lb) Vert: 6=-142 7=-658 13=-116 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4-14, 4.5=-14, 6-7=-151, 7-8=-43, 2-9=-40 Concentrated Loads (lb) Vert: 6=-120 7-55513-98 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=19, 2-4=5, 4.5=19, 6.7=-88, 7-8=20, 2.9=-12 Harz: 1-2=-28, 2.4=-13. 4-5=27, 5-6=-30 Concentrated Loads (lb) Vert: 6=15 7=68 13=12 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Unilorn Loads (pit) Vert: 1-2=12, 2-4=19, 4.5=5, 6-7=-59, 7-8=49, 2-9=-12 Horz: 1.2=-21, 2-4-27, 4-5=13, 5.6=12 Concentrated Loads (Ib) Veil: 6=53 7=245 13=43 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-7, 2-4=-14, 4.5=0, 6-7-131, 7-8=-23, 2.9=-20 Horz: 1.2=-7, 2-4-0, 4-5=14, 5.6=4 Concentrated Loads (lb) Veil: 6=-89 7=415 13-73 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=l 60 Uniform Loads (pit) Vert: 1-2=7, 2-4--0, 4-5=-14, 6.7=-126, 7-8=-18, 2-9=-20 Horz: 1.2=-21, 2-4=-14. 4-5=0, 5-6=37 Concentrated Loads (Ib) Vert: 6=-144 7-66613=-117 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=29, 2.4=36, 4-5=17, 6-7=-78, 7.8=30, 2-9=-12 Horz: 1-2=-38, 2-4-44, 4.5=25, 5-6=-31 Concentrated Loads (Ib) Veil: 6=53 7=24513=43 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=10, 2-4=17, 4-5=36, 6-7=-59, 7-8=49, 2.9=-12 Horz: 1-2=-19, 2.4=-25, 4-5=44, 5-6=-51 Concentrated Loads (lb) Vert: 6=53 7=245 13=43 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=29, 2-4=36, 4-5=17, 6.7=-78, 7-8=30, 2-9=-12 Horz 1-2=-38, 2.4-44, 4-5=25, 5.6=-31 Concentrated Loads (lb) Vert: 6=53 7=245 13=43 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 41h Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Veil: 1.2=10, 2-4=17, 4-5=36, 6-7=-59, 7-8=49, 2.9=-12 Harz: 1-2=-19, 2-4=-25, 4-5=44, 5-6=-51 Concentrated Loads pb) Vert: 6=53 7=245 13=43 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=24, 2.4=17, 4-5=-2, 6-7=-131, 7-8-23, 2-9=-20 Horz: 1-2-38, 2-4=-31, 4-5=12, 5-6=-6 Concentrated Loads (lb) Vert: 6=-89 7=-415 13=-73 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Veil: 1-2=5, 2-4=-2, 4-5=17, 6-7=-112, 7-8=-4, 2.9=-20 Horz: 1-2=-19, 2.4=-12, 4.5=31, 5-6=-25 Concentrated Loads (Ib) Vert- 6=-89 7=-415 13=-73 14) Dead. Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (pit) Vert: 1-4=-14, 4.5-14, 6-7=-140, 7.8=-32, 2.9=-20 Continued on oaae 3 WARNING - Va" d*srpn peremarom and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11.7473 rev. IMMIS BEFORE USE. Design valid for use only Win Mllek® connectors. MI5 design Is Ixwd only upon Ixtrarneters shown. and Is lot an Individual buldktg component. not a cuss system. Before use, Ina Ixlldlnp designer must verify the grllk:ablity, of design paramelers and properly hcorporale Wilt doslpn Into the overall building design. Bating Indicated Is to prevent Iwckiing of Individual (Fuss web and/or chord members only. Addlikxxi lemporary and permanent tractg MOW is always iequlied ter stalAlty and to prevent collapse wllh possltle personal hW and property damage. For general guidance rogardng the labrkatkrl, storago, delivery. erection and tracing of tru sses and tnrss systems, sec-ANSI/Wl I Quality Criteria, DSB-89 and SCSI Bultding Component 6904 Pork* East Blvd Safely Information avallabne horn Truss Plate Insliluto. 218 N I ee Street. Suite 312. Alexandria, VA 223)4. Tampa, FL 33610 Job russ Truss Type ty Tt0546267 TW2e4 R03 Special Truss 1 1 Job Reference (optional) Builders 1`119115olrtee. 4arrp6. plant Goy. 1-101100 rsebe I D:pv 1 GOIZRPskYMiUZTvPtilzmbHK-diD3lrwSAqEINmplTroovzTCPvUd?v01R?iRm7zfJOH LOAD CASE(S) Standard Except: Concentrated Loads (lb) Vert: 6= 75 7=-350 13=-62 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.2=-39, 2-4= 44, 4-5=-33, 6-7=-180, 7-8=-72, 2.9=-20 Horz: 1-2=-5, 2-4=-0, 4.5=11. 5.6=-3 Concentrated Loads (Ib) Vert: 6=-152 7=-707 13_ 125 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MW FRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-28, 2.4= 33, 4-5=-44, 6-7=-175, 7-8=-67, 2-9=-20 Horz: 1-2=-16, 2-4=-11, 4-5=0, 5-6=28 Concentrated Loads (lb) Vert: 6=-193 7=-895 13=-158 17) Dead + 0.75 Roof Live (bal.) + 0.75(0 6 MW FRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-16, 2-4=-20, 4-5=-35, 6-7=-180, 7-8=-72, 2.9=-20 Horz: 1-2= 28, 2-4— 24, 4-5=9, 5.6— 5 Concentrated Loads (Ib) Vert: 6= 152 7=-707 13=-125 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-30, 2-4=-35, 4-5=-20, 6-7=-166, 7-8=-58, 2.9=-20 Horz: 1.2= 14, 2-4=-9, 4.5=24, 5-6= 19 Concentrated Loads Qb) Vert: 6=-152 7=-707 13=-125 WARNING • Verify dodyn paramoton and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE 111107473 rev. 1OW 1015 BEFORE USE. Deslpn valid for use only wlih Mllele® connectors. D* design is lid orgy upon fnratnelers shown. aril Is for an kxlvldual balding cornron ent. not a Miss system. Before use. the L4ildrig designer must verily the applieab/Ily of design paaneters and properly Incorporato 0th design Into the overall brOding design. Bating Indlcalod Is to txevenl budding of IrKJWual trum web and/or chord members orgy. Additional lempaary, and permanent bractrtg M!Tek• K always retpbod for stability and to rAevenl collgne wllh possM personal Rory and proporly damage For goneral guWatce regarding Oho lab ilcallon, simage, delivery. ereclon and bracing of IA=m aril Irtm systems, soeANSIMI Qualify Criteria. DSB-E9 and SCSI Building Component 6604 Parks East Blvd6904P. rk East Safety Information avallable liom puss Plate InsIllute. 218 N. Lee Shool. Sulte 312. Alexandria. VA 22314. Job Truss Truss Type ty 710546268 T80284 R04 Spacial Truss tPly 1 Job Reference (optional) r.... Wt,1 Um nl 11 AA A5 7nl] P.- 1 Budders Fa5150erCa. Iarrpo. rranr wy. r•ronrro auoo . jz •- .RSBx..--- 9,. -.- -- -- - - - - - - _- I D:pv 1 GOtZRPskYMrUZTvPtijzmbHK-63nR5Bx5x8M9?wOV00J 1 RBOOmJoOkNXSgtU_JZzfJOG 1-0-0 6.9.13 10.6-0 18.4-0 W:02 1.0.0 6.9.13 3.10.3 7-8-0 3-0 0 5x6 = THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. Scale = 1:38.8 99 3x4 7- 6x8 = Sx6 = 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 NO Code FBC2014lrP12007 CSI. TC 0.64 BC 0.89 WS 0.73 Matrix) DEFL. in Vert(LL) -0.22 Vert(TL) -0.57 Horz( L) 0.06 loc) Well Ud 7.8 >999 240 7-8 >437 180 7 n/a n1a PLATES GRIP MT20 244/190 Weight: 108 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-10.5 oc purlins, except 4.5: 2x6 SP No.2 end verticals. BOT CHORD 20 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or B-4-5 oc bracing. 7.8: 20 SP M 31 WEBS 1 Row at midpt 5.8 WEBS 20 SP No.3 REACTIONS. (lb/size) 7=1514/0.8-0, 2=955/0.8-0 Max Horz2=154(LC 12) Max Uplift7=-427(LC 13), 2=-259(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1487/361, 3-4=-1263/300, 4-5-1245/278 BOT CHORD 2-8=-368/1272, 7-8=-843/2775 WEBS 4-8=-123V759, 3-8- 293/239, 5-8-1771/741, 5-7-30DO/981 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1_60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 7 and 259 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end lixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection 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 + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1-4=-54, 4-5=-54, 5-6=-94, 2.7=-20 Concentrated Loads (lb) Vert: 5=-739 Q WARNING • Varfy daNgn paramsrars and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. 14119MIS BEFORE USE DeOM valkl la use orgy with KlekS conneclors lnls deslpn Is based only upon parameters shown, and Is for an htllvidual txlldfrlg component. nol a Inns system. Before use. the bxilding designer mtat verity the applicability of design parameters and proporly Incalorolo this design Into the overall members only Additional IGm orary and permanent bracing MiTe k' building design. Bracing Indicated Is to govent budding of Individual Inrss web and/or chord Is always required for slablltty and to prevent collapse with possible personal InAry and property damage. Fa general guidance regarding the klbukalklrl. slorage. delivery. erectIon and bxackrg of trusses and truss systems soeAN51/IPI I Quality criteria. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallatAe from truss Rate Institute. 218 N. lee Slsee1. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T70546260 TS0284 Roy Special Truss t t Job Reference (optional) Baxdela F05150VICe, tavpa. riani t:ny, flonaa 337bt, , ,..v v wr •• • ^•^o^ •••-•••--• ••.•. ..-.--. _. ... __. ._ __.. __ . ID:pv1GOIZRPskYMIUZTvPbjzmbHK-63nR5Bx5x8i 9i VOOJ1RB0RBJnokSTSgfU_JZzIJOG t-0-0 6-e-13 F 10.8-0 18.4.0 i 21 0 0 1 0 0 6.8.13 3.10-3 7.8-0 2.6-0 Sx6 = THIS TRUSS IS DESIGNED TO BE USED FOR ROOF APPLICATION ONLY. Scale = 1:38 7 4x4 _ 6x8 = 3x6 = 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 NO Code FBC2014lrP12007 CSI. TC 0.62 BC 0.93 WB 0.42 Matrix) DEFL. in Veil(LL) -0.21 Verl(TL) -0.55 Horz(TL) 0.05 loc) Well Ud 7-8 >999 240 7.8 >448 180 7 n/a n1a PLATES GRIP MT20 244/190 Weight: 107 lb FT = 209%> LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc puffins, except 4-5: 2x6 SP No.2 end verticals. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 5-8 REACTIONS. (Ib size) 7=1344/0.4.0, 2=872/0-8.0 Max Horz2=154(LC 8) Max Uplif17=-34(LC 9), 2=-212(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1266/264, 3-4=-1023/198, 4-5=-1052/180, 6.7=-377/0 BOT CHORD 2.8=-281/1070, 7-8=-234/1684 WEBS 4-8=-37/620, 3-8= 297/244, 5-8=-866/213, 5-7=-1802/330 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=4.2psi; BCDL=6.0psf; h=25ft; Cat. ff; Exp B; Encl., GCp60.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This buss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 7 and 212 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member and 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.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Veil: 1.4_ 54, 4-5=-54, 5.6=-302, 2-7=-20 Q WARNWO - Verify doOgn parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGEW7473 rov. 1""OIS BEFORE USE Design valid for use only with Mllek® connectors. this design Is based only upon Parameters shown. and Is lot an IndMtltral building carnpononl, no, a frtrss syslern Belom toe. the lx/Iding designer must vedty file applicability of design Ixaaneters and INOpelly fncorporale this design Into the overall buildingdesign. bracing Indicated Is to prevent buckling of IndNkkKd Inrss web and/or chord members only. Addtlonal lempaary and pennanonl boding Welk' Is alwoys Iedtuired for slablllly aril to prevent cdlonse vAlh poslUle personal Inn ry and properly dlanoge ra general guidance iegadng Iho fabrication. storage, delivery. erecllon and bracing of Ines and Inm systems, seoANSI/M l Quality Crllwla, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from In= Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tonga, i. 33610 Truss Truss Type ' N 710546270 ob B0284 R07 COMMON TRUSS 1 1 Job Reference o tional Cux0e16 Y"Moolllce. Ior pa. rw nr V.y. Igllaa J.iJ00 ..- .. .yvPtijz .- ....-a FL._-_...__...._. .. q__ - OZ Ii _ -_ _ o_ I D:pv 1 GOIZRPSkYMiUZTvPtgzmbHK•aFLpIxxIlSU0c4yha7gG_OZeCf9STyNbvJEYrOzIJOF 1-0-0 6.9.13 10.8-0 14-6 21.4-0 22.4-0 1 0-0 6-9.13 3.10.3 3.10 3 6.9-13 It 3 Scale = 138.3 4x6 = 3x6 = ° O - 5x8 = Ig LOADING(psl) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Verl(LL) 0.19 6.8 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(TL) 0.52 6-8 481 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 6 rVa nta BCDL 10.0 Code FBC2014rFP12007 Matrix) Weight: 93 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (Ib size) 2=837/0.8.0, 6=837/0.8.0 Max Horz2=-111(LC 13) Max Uplifl2=-223(LC 12), 6=-223(LC 13) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1195/292, 3.4- 934/223, 4.5_ 934/223, 5.6_ 1195/292 BOT CHORD 2-8=-264/1008, 6-8=-155/1008 WEBS 4-8=-1151649, 5-8=-317/255, 3-8= 317/255 BRACING - TOP CHORD Structural wood sheathing directly applied or 4.5-13 oC pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108m^ TCDL=4.2pst; BCDL=6.Opst, h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Intedor(1) zone; cantilever left and right exposed ;C-C for members and forces 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 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 223 lb uplift at joint 2 and 223lb uplift at joint 6. 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.' WARNWO • Vwfly deslpn parrmofws and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIP7473 rov. MIXI OIS BEFORE USE wt DesignvalklforuseorgywithNVIek® connectors this design It based orgy upon paameters shown. and Is lot an bldl*Md building Component, not 0 buss system. Beforo use. the trllding designer must verify the dy4111cablity of design padlmelers and Ixopeny k-1C0q»r01e this design Into the overall building design Racing Indicated is to irevenl bucldbng of Individual buss web aril/a chord mambeis orgy. Additional temporary and perrnanont biasing MiTek' K always ie"ed for slablilly and to piovenl collapse with poss"o personal Wiry and property damage. For general guidance regarding the lObricalbn, storage, dellvery. erection and bracing of Innses ax1 truss systems, soeANSIfFP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satoh Information avdDaMe from Truss Plate Institute. 218 N. Lee Street, Sidle 312, Alexarxlrlo. VA 22314. Taupe. FL 33610 Job I Fuss Type Ity ply 710546271 T80204 R09 JTruSSHipTruss 1 1 Job Reference (optional) Builders Fuslbource, range, rfam t:4y. Fronoo asDoo •^ • •--•• , I D:pv 1 GOIZRPskYMiUZTvPtijzmbHK-2SvBW syLTIc1EEXIBrMVXc5m97SACJW 17zz5NSzfJOE rt 0-0 4.9-0 -f 12 3.7 17 B•8 f 23.0-0 I 25J-0 30-0-0 31-00 t- 0.0 4.8-02.3-0 5.17 5.5.3 5.3.7 2-3-0 4-8-0 1-0-0' 1 O 5x6 = a m r.-, 20 II 30 = 5x6 = Scale = 1:53.5 20 \\ 20 /V B 3 9 2 06 = 6xB = LOADING ( psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP N0.2 'Except' 4. 7: 20 SP M 31 BOT CHORD 20 SP No.1 WEBS 2x4SPNo.3 REACTIONS. ( lb/size) 2=2316/0.4-0, 9=2339/0.8.0 Max Horz 2=77(LC 12) Max Uplift2= 778(LC 5), 9=-788(LC 4) Max Grav2=2372(LC 18), 9=2394(LC 17) 1 4x6 = 5x8 = 400 MT20HS = IS* = 3x6 = CSI. DEFL. in (loc) Well Vd PLATES GRIP TC 0.65 Vert(LL) 0.3412.14 >999 240 MT20 244/190 BC 0.94 Verl(I-)-0.6712-14 >526 180 MT20HS 187/143 WB 0.64 Horz(TL) 0.21 9 n/a rVa Matrix) Weight: 151 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.3-12 oc puffins BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4753/1613, 3.4=-4676/1622, 4-5=-5454/1990, 5-6=-5453/1991, 6-7=-5431/1983, 7- 8=-0603/1599, 8-9=-4659/1582 BOT CHORD 2-15=-1420/4235, 14-15=-1410/4234, 13-14= 19D4/5509, 12.13= 1904/5509, 11- 12=-1343/4114,9-11=-1334/4058 WEBS 4-15= 190/875,4-14=-679/1635, 5-14=-673/511, 6-12=-699/529,7-12=-695/1683, 7. 11_ 170/815 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconwaent with any other live loads. 6) ' This truss has been designed for a live load o1 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 778 lb uplift at joint 2 and 788 lb uplift at joint 9. 8) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 676 lb down and 223 lb up at 23- 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. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) ' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Me 2 V WARNING . Varty dedgn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M -7473 rev. 14MMIS BEFORE USE Design valld low use orgy with Mllek®conneclofs. lhls deslgl Is based only upon parameters shown, and Is for an Individual building component. not a ktrss system. Before rise, the building designer must verily the aWicalArty of design paramelers and pwopedy Incapofale this design Into the overall btAding design. Brachg Irx9caled Is to prevent bucklinp of Individual buss web and/or chord members only. Addlllonal lemporary and permanent bracing MiTek' Is always rectulred la stability and to pfevenl collapse wllh possible pefsonal hlray and property damage. For general Otldance regarding the fabrkballon. storage. delivery. eiaellon and brocbV of firtmes and Inrss systems, seeANSI/IPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallabte Rom trim Rate InstiMe, 218 N. Lee Skeet, Sulle 312. AlexaldAa. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty T1054627/ 700284 R09 Hip Tiusir IF 1 Job Reference (optional) vulloere "ISIJOurce. 1onpa. r-M. My, "U'...- LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4_ 54, 4-7=-117(F=-63), 7-10=-54, 2-15=-20, 11-15=-43(F=-23), 9-11=-20 Concentrated Loads (lb) Vert: 15= 475(F) 11_ 475(F) I D:pv 1 GOIZRPskYMiUZTvPbjzmbHK-2SvBW syLTIctEEXtBrMVXc5m97SACJW 17zz5NSziJOE Q WARNING - Verily desgn Parameters and READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGE MIF7473 rev. 1000302015 BEFORE USE Design valkl for use only with Mllek® Connectors. 0tls design Is bolo d only upon paamelers shown, and Is for an individual txWng component, rat a buss system. Before use. the Wilding doslpnen mini verify One appllcatAlty of design parameters and properly Incorpoiale Ihb design Into the overall building design. Bracing Indicated Is to prevent t=lding of lndNkkial truss web ad/or chard members only. Ackgliond teinporary and permanent bracing MiTek' is alwoys required for slablilly and to Ixevent collapse with posZle personal miry and property damage. For general guidance regarding tho 6904 Parke East Blvd. JaNicalkxn. slorage. delivery, erecllon and txocing of trusses and iniss systems. soeANSI/TPI I Quality Criteria, DSB-E9 and SCSI Building Component Tampa. FL 33610SafetyInformationovaltaMeroombussPlateInstitute, 218 N. lee Sleet. Su lle 312. Alexanxlria. VA22314. Job Truss Truss Type ty T10546272 TS0284 RIO Hip Trus$ t 1 Job Reference (optional) Budder$ Fnd50mc9. Tanga. plant wy. rrarran xseee ,..-.,...,.... ......., ...,.......o. .... .. ,,. .._.-....__ _. _-.. . _,- . ID,pvt GOIZRPskYMIUZTvPtgzmbHK-2SvBWsyLTIctEEXtBrMVxc5or7TZCM017zz5NSztJOE F7 0-0i 6.6.6 9-0-0 15-041 I 21-0-0 I 23.5.10 I 30.0.0 31-0.0 16{ 2.510 6-0-0 6 0 0 2.5-10 6 6b 4x6 = 30 = 4x6 = Scale = 1:53.5 3x4 = tz 30 — 3x8 = 06 = 3x8 = LOADING ( pst) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.32 10.12 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Ven(TL) 0.83 10-12 427 180 BCLL 0.0 ' Rep Stress Incr YES WO 0.41 HOrz(TL) 0.09 8 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 142 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.1 BOT CHORD WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=1161/0-4-0, 8=1161/0-4-0 Max Horz 2=96(LC 12) Max Uplift2=-241(LC 12), 8=-241(LC 13) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1979/440, 3-4=-1770/416, 4-5=-1557/383, 5-6=-1557/383, 6-7=-1770/416, 7. 8=-1979/440 BOT CHORD 2-12=-322/1693, 11.12=-387/1796, 10.11=-387/1796, 8-10=-309/1693 WEBS 4-12=-95/607, 5-12=-389/242, 5-10=-389/242, 6.10= 95/607 Structural wood sheathing directly applied or 3.4.2 oc puriins. Rigid telling directly applied or 9.9-0 oc bracing. NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS ( envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.Opsl on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint 2 and 241 lb uplift at Joint 8. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)' This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • verify dosfyn parameters Ind READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE 01,167473 rev. IOMQDI6 BEFORE USE. DeOgro vaild for use only with Mllek® connectors. Ihts destgrl Is based orgy upon rytiometers sh >wri. and Is for an IndNkAKA t"dbV component nol a hus system. Below use, the Wilding designer must vedfy the applk:abllty of deslgn parameters and property Incorporate this design Into the overall txNdbV design. Racing Indicated Is to prevent budding of InclMdual Irus: web and/or chord members only. Addllbnal temporary and permartertl bracing MiTek' It always regWted for stabBlly and to prevent collarAe wllh possible personal Inf rY and property damage. For general guidance regardlng Bxi falxk: oJi m, storage. dellvery, erection antl tracing of tnnsos and Irim systems seeANSI/TPII Quality Criteria. DS11-89 and SCSI building Component 6904 Parke East Blvd safely Informallon available from truss Plate Institute, 218 N. lee Street. Suite 312, Alexorxlrkx VA 22314. Tompa, FL 33610 Job Truss Truss Type tYply 710546273 780284 Rtl Hip Truss t 1 Job Reference(optional) Builders Frrsi5oures. Tampo. From any, Miloit Jube6 • v v o w, ,• , ,•,,, V^ •• ••^-• • • ..._-•_- -_.. . _,_ . I D: pv 1 GOIZR PskYMiUZTvPtijzmbHK- W eSZICzz E3kks06 i."7i6pewjX nOxtsuMdjfvuzfJOD 7.6-0 t 11-0-0 to-" I 22.6.0 i 30-0-0 1.40 7.6-0 31 8.0.0 3-0-0 7.6-0 6x8 i 2x4 // 20 \\ 6x8 Scale = 1.53 5 3x4 30 = 4x6 = 30 = 30 -- LOADING (psi) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1,25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.1 'Except' 4-7: 2x6 SP M 26 SOT CHORD 20 SP N0.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1161/0.4-0, 9=1161/0-4-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.72 Ven(LL) -0.5011-13 >711 240 MT20 244/190 BC 1.00 Vert(TL) -0.9411-13 >378 180 WB 0.18 HOrz(TL) 0.09 9 We rVa Matrix) Weight: 136 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.4 oc pudins. BOT CHORD Rigid telling directly applied or 1-4-12 oc bracing. Max Horz2=113(LC 12) Max Uplift2= 262(LC 12), 9=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1886/418, 3-4=-1678/410, 4-5=-1505/389, 5-6=-1268/378, 6-7=-1505/389, 7.8=-1678/410, 8-9=-1886/418 BOT CHORD 2.13=-323/1596, 13-14=-185/l268, 12-14=-185/1268, 12-15— 185/1268, 11.15=-185/1268, 9-11=-278/1596 WEBS 6-11=-111/488, 5-13=-/11/488 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Interfor(1) zone; cantilever tell and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 9. 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 - VorW design perametors and READ NOTES ON THIS AND WCLUDED NfTEK REFERANCE PAGE M/F7I73 mv. 1GGMIS BEFORE USE. DesIM valki for use only a4Sn Mllek® connectors. lh%deslmt is based only upon parameters shown, and is for an Individual trtlding component, not a cuss system Belore use. the 1xOdrV dosigm-i mtrsl verity the applleabllly of deAln paramelers and properly Incosporale it%cleslgn Ingo Ito overall IxOding design. Bracing Indicated Is to prevent buckling of Individual Inns web andAX ctord members only. Additkrnal temporary aril permanent bracing MOW 6 always 18Wl0d tar stalbSlly and to prevent edlarxe vAth possible personal Injury and properly darnage. for general guidance regarding the fabrlcatbn. storage, delivery. orectlon and bracing of Irtmes and Iruss syslerms. seeANSI/TPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Salary Information available from buss Plale tnsllNle. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job ruse IFUSS IYPO y P Tt0546274 T80284 R12 Hip Truss 1 1 Job Relererlce (optional) GWlaere rlrbI50U1te. rOripa. rlonr r,ey. Franca a,>,00 •••- ID:pv1 GOIZR PskYMiUZTvPlgzmbHK•_gOywY_b_NsbTYhGFGOzc 1 A2XwBsgJK 1 bHSCSKz1JOC F7-0-0 7.6-0 13-" 17-0.0 22.6-0 30-0-0 9f1-00 1 0 7 6-0 5 6-0 a-0 0 5-6-0 7.6-0 a1 0 3x8 3x6 // 3x6 \\ 3x6 Scale = 1:53.5 3x4 = 3x4 = 3x4 = 4x6 = 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) -0.42 11-13 >843 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Vert(fL) -0.77 11-13 >462 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 9 rda n1a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 133 lb FT = 200e LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 4.7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1161/0.4-0, 9=1161/0.4-0 Max Harz 2=134(LC 12) Max Uplilt2= 283(LC 12), 9_ 283(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1915/422, 3.4_ 1696/405, 4.5=.1458/400, 5.6_ 1143/358, 6.7_ 1458/401, 7-8=-1696/405, 8-9= 1915/422 BOT CHORD 2-13=-399/1628, 13-14=-136/1143, 12-14_ 136/1143, 12-15- 136/1143, 11-15=-13611143, 9-11=-27511628 WEBS 8- 11 =-329/302, 3-13=-329/302, 6-11 =- 164/615, 5-13=- 164/615 NOTES- (8) 1) Unbalanced root live loads have been considered tot this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. It; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283lb uplift at joint 2 and 283 lb uplift at joint 9. 7)'Semi-rigid plichbreaks with fixed heels* Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. Verify desfpn parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERANCE GAGE MI0-7473 r4v. tDa3Ref6 BEFORE USE. Design valid for use orgy with Mllek®connactors. INs deslgnt is based only upon tuaamelers shown, and Is for an Individual txfldinlg component not o ktrss system. Before use, the building designon must verify the applkablity, of design paanetors and property hcorpoialo bits design Into the over,, building design Bating Indicated Is to prevent buckling or Irdllvickt l Inns web and/or chord members only. Addllkxtal temporary and permanent bracing M iTek' is always featured to sIdAlty and to prevent collapse with possRAe personal "and property damage. For general guidance regadklg the klbrk:atim storage. delivery. efecllon and twocing of trusses and Inns systems. sooANSI/IPIt Quality Criteria, DSB-89 and BCSI BulWing Component 6904 Perks East Blvd. Safety Information ovalladNe from Truss Plato Inslltute. 218 N. Lee Street, Stlte 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type N 71054627S TS0284 R13 Common Truss 1 1 Job Reference (optional) Rudders rostsowce, r ampo, ream %,xy. monda asaoo •. •••..--•••--• •••-. -•-- •--• _... ID:pv1GOIZRPskYMiUZTvPtijzmbHK-S1aK8u?Dlg_SShGSpzvCBEIHAKxSPkDBgxC1 nzfJOB i 7.6-0 15-0.0 22-" 30-0-0 31-0-0 1.0.0 7.6-0 7-6-0 7-6-0 7.6-0 I-W 4x6 = 6.00 Scale = 162.6 jY 0 3x4 30 3x4 = 4x6 = 3x4 = 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 0.66 BC 0.73 WB 0.32 Matrix) DEFL. in Vert(LL) -0,39 Verl( I-) -0.62 Horz(TL) 0.08 loc) I/dell Ud 8-10 >901 240 8.10 >573 180 6 n/a We PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20°e LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc pudins. BOT CHORD 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 9-0-6 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1161/0.4.0, 6=1161/0-4-0 Max Horz2=-153(LC 17) Max Upl1112— 299(LC 12), 6=-299(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1928/468, 3-4— 1716/452, 4-5=-1716/452, 5-6=-1928/468 BOT CHORD 2-10— 462/1664, 10.11=-157/1084, 9.11_ 157/1084, 9.12— 157/1084, 8.12=-157/1084, 6-8=-309/1664 WEBS 4-8=-202/683, 5-8=-406/342, 4-10=-202/683, 3.10=-406/342 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (&second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpb=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psl 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 = tO.Opst. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 6. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • vorlry dedgn you norers end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M/F7473 rev. f18MMIS BEFORE USE. Design valid for use orgy with Mllek® connectors. this design Is based orgy upon paameters sdhown. and Is lot an Individual building component, not a ktds system. Before use, the 1xlk9ng designer mint verily the cWIcablity, of design pmconelers and property Incorporate this design into the overall boding design. Brochg Indkated Is to rxevenl bttcking of Individual Inrss wob trod/or chord members only. Additional lemporary and permanent Irocing WOW Is always reaµlred nor stability and to prevent collapso wllh possllle personal k*wy and property damage. nor general gu4dance regarding the lab Callon. storage. delivery, oieclton and bxachg of trusses and Inrss systems, woANSI/1W1 Quality Criteria, DS8.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avdk"e from truss Plate hsllklle. 218 N Lee Street. Sidle 312, Alexandria. VA 22314. Tempe. FL 33610 Job Iruss T russ Type i0ty Ply T10546276 T80284 114 Hip Truss 1 1 Job Reference(optional) BOOM FllsibOWce, conga. rieni My. rwnaa 3,. oo • •-,v • ^ , ,• •w' ,•,,, ^ ,,,•,•,^• ••••. ••^" ••^'• "• • •."'.^ "'• • • •'IF ID:pv1GOIZRPskYM1UZTvPtijzmbHK-S1aK8u7Dlg SShGSpzvC8EjD8KcpPIYBgxCI nzfJOB rl-0.O+ 7.0-0 + 12-0-8 17.11.8 + 23-0-0 , 25•S14 30-0-0 31-0-0 i1.0-0 4 fi 2 2•S14 SOB S71.1 5-0 a 2.514 4 6.2 3x12 MT20H5 1 5x6 = 5x8 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1,25 TC 0.92 TCDL 7.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Incr NO WB 0.68 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4.7: 20 SP No.1 BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=206510-4.0, 9=2508/0-4-0 Max Horz 2=77(LC 8) Max Uplift2=-441(LC 5), 9= 514(LC 4) 602 MT20HS = 700 = 3x6 = Sx6 = Sx8 = DEFL. in (loc) Well Ud Vert(LL) 0.2813-14 >999 240 Vert(TL)-0.6413-14 >558 180 HOrz(rL) 0.13 9 n/a Na Scale= 1.55.2 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 169 lb FT = 20°b BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8.7-3 oc bracing WEBS 1 Row at midpi 5-14, 6-11 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4081/937, 3.4=-3927/923, 4.5=-3427/828, 5-15= 6078/1393, 6-15=-6078/1393, 6.7=A272/928, 7-8--A873/1032, 8-9=-5014/1045 BOT CHORD 2-14=-827/3581, 14.16=-124315291, 13.16=-1243/5291, 13-17=•l316/5786, 12-17=-1316( 5786, 11-12= 1316/5786, 9-11— 881/4410 WEBS 4-14= 307/1547,5-14=-2299/624,5-13=-179/1253,6.13=-30/490,6-11_ 1878/620, 7-11=-301/ 1793 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2 and 514 lb uplift at joint 9. 8)' Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1020 lb down and 328 lb up at 14-4.12, and 513 lb down and 165 lb up at 23-0-0 on bottom chord. The design/sefeclion of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) -This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on Daae 2 WARNING • Vertly dedyn paramofem end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M04473 rov. 141100 IS BEFORE USE Design valkl for use only with Milek9 connectors. llis design Is based only upon paamelers shown, and Is la on WIVIdtxd txi9ding component. not a truss syslem. 8olore %no. the Ixdk01D designer mial verify the c4)"IcablIlly of design twiametem and Ixopedy Incorpoiato B1k design Into the overall bUlding design. Bracing Indicated Is to prevent budding of IndNkitial IRis wob and/or chord mernbeis only. Additional temporary and pennomml btocaig MOW Is always reed for slabBtly and to revert collapse wilh possible poisonal InItry and piopeny damage. For general gukiatce iegadrlg 11.0 6904 Parke East Blvd. kdxlcatlon, storage, delivery, erection orKl bating of trusses and iniss systems, seeAN51/IPI I Quality Cdterla. D56-89 and SCSI Building Component Tompe. FL 33610 Safety Information availablefromtrussPlateInslltule. 218 N. lee Street, Sutte 312. Alexandria. VA 22314. Job Tiffss rush Type oty pry T10546276 T80204 R14 Hip Truss t 1 Job Reference (optional) I... WwA V1w, nt I de Sn 7M7 P— 7 5UII0e16 FM&OUICe, Iarrpa, rranr t.oy, i-mwo JJDee ID:pv1GOIZRPskYMiUZTVPtijzmbHK-SIaK8u?DIg SShGSpzvC6EjD8KcpPIYBgxCI riz1JOB LOAD CASE(S) Standard Uniform Loads (plt) Vert: 1-4=-54, 4-15=-54, 7.15=-124(F— 70), 7.10_ 54, 2.17=-20, 11.17=-43(F— 23), 9-11=-20 Concentrated Loads (Ib) Vert: 11=-513(F) 16=-1020(F) Q WARNING. yerlly design perarrretors and READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE M/F7473 rev. 1a03R015 BEFORE USE Design vaIld fix use only vAIA Mllek9 connectors. IM design Is based only upon Iwrarneters shown. and Is lot an IndMdrx4 Wilding componenl, not a buss system. Before use, the txildln0 designer must verify the applicabilty, of design "namelers and proporlY Yncollwlalo 8nls design Into the overall Ixgdbng design. Bracing Indicated Is to prevent txucklfrng at Individual Inns web and/ot chord members orgy. Addlionol temporary and permanent tracing MiTek' IS always regtdued lot stability, and to prevent collapse wllh posse personal Infury and property damage. For gewal guidance regodbng the lalrk:allm sIctage. delivery, erection and bracing of busses and Miss systems, socANSI/IPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Pmke East Blvd. Safety Information available from trust Plate Institute. 218 N. Lee Sheet. Strlte 312, Alexandria. VA 22314. Tarrpa. FL 3361 D Job Truss Truss Type ty T10546277 7BO284 R15 Common Truss 1 1 Job Reference (optional) ouriders FrreiSource. rampa. riam Vny. Irdrraa J so UZTvPt•r• •--K-wDSiLE?r - ----h --, -- - -.- ID:pv 1 GOlZRP6kYMIUZTvPtifzmbHK•wDBrLE?rW_6JjrrINgORhSGSDkwM8FUK2b1rJ W DzfJOA 1.0.0 7.2-0 14.4-0 1-0-0 7.2.0 7.2-0 Scale = 1:26.4 44 = to 30 = 2x4 II ""' — 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 YES Code FBC2014/fP12007 CSI. TC 0.64 BC 0.54 W B 0.13 Matnx) DEFL. in Vert(LL) 0.09 Verl( I-) -0.19 HOrz(TL) 0.02 loc) Well Ud 4.5 >999 240 4-5 >874 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=519/Mechanical, 2=587/0-4.0 Max Horz 2=87(LC 12) Max Uplift4=-125(LC 13), 2=-161(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-752/165, 3-4=-749/160 BOT CHORD 2.5=-85/592, 4.5= 85/592 WEBS 3-5=0/335 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., GCpl=0.18; MW FRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & 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 lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 161 lb uplift at joint 2. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Vwtfy deilgn pommters and READ NOTES ON THIS AND INCLUDED MITFK REFERANCE PAGE MD-7473 rev. IONMIS BEFORE USE. Design vdky for use only with Milek® conneclas. links design Is based orgy upon "ametcn shown. and Is for an trldividrat building component. not a trurss system. Before use. the building designer must verity the "Icablliv of design paiameteis and property Incoil3oiate INS design Into the overall bAcling design. Bracing Indicated Is to prevent trrclalng of Irdlvklu al Inrss web and/of chord members only. Adalllonal temporary and permanent Irdlcing MiTek' is always imiti d for stab811y and to prevent collapse with possible personal InR>ry and properly damage. For general guidance iogadng the labrlcatim storcrge. delivery. erection and bracing of inissers and buss systems, weANSI/IPI I Quality Criteria. DSB-89 and SCSI BuBdbV Component 6904 Perk* East Blvd. Safely Information available horn truss Plate Institute. 218 N. lee Street. Sulle 312. Nerradrla. VA 22314. Tampa, FL 33610 Job use Truss Type N T10546278 T80204 R16 Hip Truss Fly t Job Reference (optional) Beddera Geal5vUr6e. rarrpa, Yranr"y, Flemto a:uoo. ..._. ..__.._. _. .. .--. --.. --o-- ID:pv1GOIZRPskYMiUZTvPtgzmbHK-wDSiLE?rW 6JprrfNgORhSGVOkyp8FbK2bxJWDZfJOA t -0-0 5.6-0 8.10.0 14-4-0 1.0-0 5.6-0 3.4.0 5.6.0 4x6 = 06 = Scate = 1.25.6 v 0 3x4 = 20 II 2x4 11 3x4 = 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 NO Code FBC2014/TP12007 CSI. TC 0.50 BC 0.45 WB 0.12 Matrix) DEFL. in Ven(LL) -0.09 Vert( L) -0.19 Horz(TL) 0.01 loc) Well Ud 5-6 >999 240 5-6 >879 180 5 n1a n1a PLATES GRIP MT20 244/190 Weight: 66lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib size) 5=1017/Mechanical, 2=697/0-4.0 Max Horz 2=72(LC 12) Max Uplilt5— 271(LC 9), 2=-182(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1186M56, 3-4_ 10DB/253, 4-5=-1177/248 BOT CHORD 2.7=-180/993, 6.7=-179/1008, 6.8=-177/993, 5.8=-177/993 WEBS 3-7=47/315, 4-6=-45/314 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=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) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 5 and 182 lb uplift at joint 2. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 607 lb down and 195 lb up at 11.8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 11) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3= 54, 3-4=-54, 4-5— 54, 2-5= 20 Concentrated Loads (Ib) Vert. 8=-607(F) WARNWO. Vwfiy dodpn paramerore and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE MA-7473 rov. fa0YL016 BEFORE USE Design valid lot use orgy vAIA MllekO connectors. This deslprt S based only upon Ixaarneters shown. and Is la an Individual building component, not a itAs system Before trse. the Ix/lalng deslpner must vedly, the applicalAlry, of design Ixnamelets and properly ioaporole Ilnk design Into the overall bu lding design. Dating Indicated Is to Ixevenl buckltrng of IndNklual Inns web and/a chord members only FWdllloml lei ntxxary and permanent bracing MiTe k' is always required I" staWlly and to prevent collapse wllh pam"o personal I nfury and propedy damage. For general gtldance segac&ng the fatxk;albn staogo, dellvery, erection and bracing of trusses and miss systems, seeANSIMI I Quality Cdlerlo. DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information avatiable iom buss Nate Institute, 218 N. Lee Sieet. Sulle 312. Aloxandda. VA 22314. Tomps. FL 33610 Job Truss Truss Type ' 710546279 700204 R17 COMMON TRUSS 1 1 Job Reference (optional) Bunderernstsource.rompo. rr*mkny.rr0n0aao000-„o.w••o_„•-••-•-..•••---•••__...._...__..._._....._.____.. _o_ ID:pv 1 GOtZRPskYMiUZTvPtgzmbHK-OPr4Za0UHIEAK?OrxOxgEfohti6WI 7UH Flls2tZlJ09 1-0-0 5.10-0 11-a-0 1-0-0 5.10-0 5.10-0 Scale = 1:22.2 4x6 = g cw. rr 3x4 _ 3x4 = 5.10-0 5.10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) 0.04 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Verl(TL) 0.09 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 43 lb FT = 20?b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (IWsize) 4=420/Mechanlcal, 2=489/0.4-0 Max Horz2=74(LC 12) Max Uplill4=-101(LC 13), 2=-137(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-603/133, 3-4=-600/127 BOT CHORD 2-5=-66/473, 4.5=-66/473 WEBS 3.5=0/270 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb upliil at joint 4 and 137 lb uplift at joint 2. 7) 'Semi -rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Vatry deslpn pwamaters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 mv. 10I0310IS BEFORE USE. Design vdkt for use only with Mliek® connectors. IIJs design Is lxzwd only urx>n imianeters shown. and Is lot an hidlAducd txrlding component not a liras system. Before use. the lxdknng designer mtisl verity the applMabllty, of design paanelers axY properly Incaporole Ills design Into Bte over" txdlding design. Racing indicated Is to prevent buclding of IndWucd Inns web and/or Chad members only. Acldlllonal temporary and pamonenl bracing WOW 6 dwoys ioclulred la stablllly and to prevent cdlqpse wllh possible poisorot Injury arW property danoge. For geneid guidance iegading the faixk;albn storage. derlvery, ereallon Md braCing of iRnses and truss syslern& seeANSI/TPI I Quality Criteria, DSB-69 and BCSI Sulkling Component 6904 Pork* Em Blvd Safely IMormalion ovallable horn truss Rate hlslilule. 218 N. tee Slreel. Stile 312, Alexandria. VA 22314. Tempe. FL 33610 ruse Truss Type ty T105462801job780284A20HallHipTruss11 Job Reference(optional) Builders Frrst6ource. 7arrgo, rrend troy. rronae ;1:saee ID:pv1GOIZRPskYMiUZTvPtijzmbHK-OPi4ZaOUHIEAK4OrxOxgEfolrBKZtlKUHFhs21ziJOg 2.6.8 5.6.0 2.6.8 12.11.8 Sx6 = 20 11 Scale = 1:11 4 4x6 = 2.6.8 5.6.0 2-6-8 2.11-8 Plate Offsets (XY)-- 12.0-3.0 0.2-01 LOADING(psl) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.14 Ven(LL) 0.01 4-5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.02 4-5 999 180 BOLL 0.0 ' Rep Stress Incr NO W B 0.22 Horz(TL) 0.00 4 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 28lb FT = 2M'o LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb(size) 1=661/0.4-0, 4=546/Mechanical Max Horz 1=55(LC 8) Max Upliftl=-195(LC 8), 4=-173(LC 5) Max Grav1=708(LC 15), 4=563(LC 18) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 967/241 BOT CHORD 1.5=-22W835, 5-6= 213l756, 4.6_ 213l756 WEBS 2-5=-131/680, 2-4=-825/233 Structural wood sheathing directly applied or 5.6-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vu11=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; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psl 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-" wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 1 and 173 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 47 lb down and 15 lb up at 2.6-8 on bottom chord. The designtsefection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.` LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pit) Vert: 1.2=-54, 2-3=-57(F=-3), 1-5=-197(F=-177), 5.6=-198(F— 178), 4-6=-21(F=-1) Concentrated Loads (Ib) Vert: 5=-33(F) Q WARNWO - yerW doslyn parameren and READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE M/F7473 rov. 169MIS BEFORE USE. Design valkl for use only vAth NBlek® connectors. this design Is based only upon pQameters shown. and Is for an 6xlMdtxb building cornponenl, not a liras system. Below use. the ixAding dosignor must verity the appliccitAlty of design lxnarnelers old property Incorporate this design Into the overall building design. ®acing Indicated Is to Ixevenl bucldtng of IricMdual truss web and/or chord members only. Addillonal temporary and permanent bracing M iTek' Is always regd6red for slablkty and to prevent collgne wllh possible personal hfu y and prol>edy darnnage. for general guidance rogcoding the fabilcotbn. storage. delivery, erection and bracl;V of Inures and Imss sysk#ns, seeANSI/1PI1 Quality Criteria, DSB-89 and BCSI Bulkling Component 6004 Parke East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tompo. FL 33610 Job I Fuss Truss Type b 710546281 T80204 R21 Hip Truss 1 1 IJbR.f.,.rkce optional) tluxaere"Irlbource. garrga, rInnr%'ny,'mrma 4 00 ..,-... vPtijzobHK-t-...-.,...-l62b_...._. .-_SSv _... -____-- ID:pv 1 GOtZRPskYMrUZTvPtijzmbHK-icGSmw162bM 1 y9?t USSvmtLv0Yflc8SdW trOOb6zIJ08 1-0-0 4.0.0 i 7.8-0 _ 11 it." 4.0-0 3-8-0 4-0-0 5x6 = 5x6 = Scale = 1:21.2 33x4 = x4 = LOADING(psl) 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 FBC2014lrP12007 CSI. TC 0.24 BC 0.34 W B 0.10 Matrix) DEFL. in Velt(LL) -0.05 Verl(TL) -0.08 Horz(rL) 0.02 floc) Well Ud 5.6 >999 240 6 >999 180 5 n/a rVa PLATES GRIP MT20 244/190 Weight: 43 lb FT = 20°6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6.4 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 5=588/Mechanical, 2=660/0.4.0 Max Harz 2=57(LC 8) Max Up1i115=-163(LC 9), 2=-200(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-l04W72, 3-4=-865/254, 4-5= 1040/271 BOT CHORD 2.7=-220/881, 6.7_ 221/865, 5-6=-222/880 WEBS 3-7=-26/291, 4-6=-21/280 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 163 lb uplift at joint 5 and 200 lb uplift at joint 2. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down and 58 lb up at 7-8.0, and 176 lb down and 58 lb up at 4-0.0 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-72(F_ 18), 4-5=-54, 2-7=-20, 6-7=-27(F=-7), 5-6=-20 Concentrated Loads (lb) Vert: 7=-123(F) 6=-123(F) Q WARNWO - V dry dodya peramotors ead READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MF7473 rev. 169MIS BEFORE USE Dc-Ap valkl for use only vAM Mllek®conneclors. tits design Is based only upon "omelets shown, and Is log an bxllvidual Iwldlrvj component. not a frtim system. Before use, the brllding deslprter must verity the aWInat:41ty of deslgit Ixtgameters and property Incorporate Mis design Into the over,,, IxAding design Bracing Indicated is to prevent buckling of Individual buss web and/or chord members only. Additional temporary and permanent bgacing MOW It always recIttbed low stabtilty, and to prevent collgxe vAlh pozUe person,, Inpey and pwopeily clmnage. For general guidance regarding the Ic"I allm storage. delivery, election arxf bracing of lnram text Irtm systems seeANSI/WI I Quality CAtedo, DS8.89 and SCSI Bullftq Component 6904 Parke East Blvd. Solely Information avalIc"o from truss Plate InsIIMe. 218 N. Lee Street. Sulte 312. Alexardria. VA 22314, Terrpa. FL 33610 Job Truss Truss Type N 710546282 TBO284 R22 Hip Truss 1 1 Job Reference (optional) 7 Dwww awreert Fes150erce, Tampa. Yroni uny. frwrea of oo ,.-.,..,y,... ._... ......... ...___...__. ..._. .. __... -. -- -_ __.. _o_ ID:pv 1 GOtZRPskYMiUZTvPtijzmbHK•Logr_G2kpvUuaJaD2p_8J4uysxtOLZ5mkYAz7YzfJ07 1-0-0 6.9.13 9-0.0 10.8-0 12.4-0 14-63 21.4-0 22.4-0. 1.0-0 6.9.13 2.2.3 1.8-0 18.0 2.2.3 6913 1-0-0 Scale = 1:39.0 3xa i 20 II 3x8 30 U%4 Sx8 = 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 0.75 BC 0.77 WB 0.20 Matrix) DEFL. In Vert(LL) -0.21 VerI(TL) -0.57 Horz( L) 0.04 hoc) Well Ud 2-10 >999 240 2.10 >436 ISO 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins. BOT CHORD 20 SP No.l BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=837/0-8.0, 8=837/0-8-0 Max Horz 2=96(LC 12) Max Uplift2=-21O(LC 12), 8— 21O(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/273, 3-4=-955/224, 4-5=-8291208, 5-6=-8291208, 6-7=-955 224, 7-8=-1179/273 BOT CHORD 2-10=-217/989, 8.10— 154/989 WEBS 5-10=-83/527 NOTES- (8) 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.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Interlor(1) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 lb uplift at joint 2 and 210 lb uplift at joint 8. 7)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' A WARNWG - VerW dedgn parametws and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 111167473 rev. 1111034015 BEFORE USE. wtDesignvtlkifortwonlywithMllek®conneclois. lM design h bused only upon paameters shown, and Is for a1 hdD djd buBdirlg component. not a busssystem. Before use, the IxAd W designer must verify the appilc("lly of design parmnelers and properly Incorporate this design Into the overdl btAdktg design Bating Indicated Is to prevent b ucalrlg of Irldlvklual truss web and/or chord members only. Addlltorol temporary and permanent bracing WOW Is always iegtdred for slatAlly and to Mvent collapse with possONe porsorol Injury and properly damage. For general guidance iegadktg the Ialxicallm storage, delivery, eiocllon and tracing of tomes cxxJ truss systems. seeANSIfFPI I Quality Crlterlo. DSB-89 and SCSI Wilding Component 6904 Parke East Blvd. Safety Insormatlon avaliahle Dom trim Plate Instltule. 218 N. lee Street. Suite 312. AJexancido. VA 22314. Tampa, FL 33610 Job Truss ruse I ype ty Tt0546283 TBO284 A23 Hip Truss 1 1 Job Reference (optional) ID:pv1GOIZRPskYMIUZTvPtrjzmbHK-Logr_G2kpvUuaJaD2p__8J4uvhxg3LYemkYAz7Yz1J07 1-0-0 7.0-0 14-4-0 21.4-0 22.4-0 , 1.0 0 7.0.0 7.4.0 7-" Scale = 139.0 5x6 = 6x8 = Ig 3x6 = 6x8 = 44 = 3x6 II 3x6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Ven(LL) 0.11 7-9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Ven(TL) -0.44 7-9 >561 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Hor2(TL) 0.11 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 97 lb FT = 20%6 LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 2.6.3 oc puffins. 3.4: 2x6 SP No.2 BOT CHORD Rigid telling directly applied or 6-3-6 oc bracing. BOT CHORD 20 SP No 2 WEBS 1 Row at midpi 4-9 WEBS 20 SP No.3 REACTIONS. (Ib sfze) 2=1609/0.8-0, 5=1609/D-8-0 Max Horz 2=-76(LC 13) Max Uplift2=-550(LC 8), 5-550(LC 9) Max Grav2=1662(LC 15), 5=1662(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-3195/975, 3-4=.2719/900, 4-5=-3191/975 BOT CHORD 2-9=-844/2852, 8.9=-794/2758, 7-8= 794/2758, 5.7_ 798/2796 WEBS 3.9=-112/945,4-7- 92/933 NOTES- (10) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 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 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 550 lb uplift at joint 2 and 550 lb uplift at joint S. 7)'Seml-rigid plichbreaks 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) 676 lb down and 223 lb up at 14.4-0, 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. 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) Vert: 1-3=-54, 3-4-112(F=-58), 4.6-54, 2-9=-20, 7.9=-42(F=-22), 5.7=-20 Concentrated Loads (lb) Vert: 9=-475(F) 7=-475(F) WARNING- Verity daWf In poamote t and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rev. IOMW I5 BEFORE USE. Design valid lot use only vAlh MI lek® connectors. Tnls deslipl is based only upon rwrameters shown. and Is for an Individualdual holding component, not a inns system. Before use. the building designer must verify the appllcablph of design Ixxameters aril Ixoperly incoi"ole Ihls design into the overall bullding design. Bracing trxAcoled Is to prevent budding of kdlivkltral inns web aril/a chord members only Adaltlonal lemporay and permanent bracing MiTek' Is always required for stability and to rrevenl collapse with roaselle personal Inkoy and ptop erly damage. For general guidance regarding the tabtcallm storage. delivery, erection and IraCka of IRMeS and Inrss syslerns. sc*ANSI/TPII Quality Criteria. DSB-89 and SCSI Building Component t Blvd. East6904ParktkEast0SafetyIntormatlonavallabieromtrussWileInstitute, 218 N. lee Skeet. Suite 312. AlexarxJrlo. VA 22314. Tampa. russ Truss Type b Y 710546284 T80284 RF03 FLOOR t 2 Job Reference 0 tional wo•cc?mv o..,.. BUxdera Fe6160erce, IOrrpO. vinnr tiny. FIDOOa &s000 ..,-•... w• •• • •••••^ •••-•••_. ..._. .._. ...._.__ __ _. _o_ - ID:pv1GOtZRPskYMIUZTvPtilzmbHK-p_NDBc2MaDcIBTBQcWVNr1O9yLEe4tVwzCvWL zIJ06 3.5.9 6.9.6 10.1.3 13-6-12 3.5.9 3.3.13 3.3.13 3.5.9 1 5x8 = 2 3x8 = 3xB = Scale = 1.23.4 site = I B 8 e 7 5n8 S ss 20 11 5x8 = LOADING (psi) SPACING- 2-0-0 CSI, TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 TCDL 10.0 Lumber DOL 1.00 BC 0.71 BCLL 0.0 Rep Stress Incr NO W B 0.83 BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 20 SP No.1 WEBS 20 SP No.3'Except* 1-9,2.8,4-8,5-7: 20 SP No.2 REACTIONS. (lb/size) 10=1860/0.9-12, 6=2859/0.8-5 4x12 = DEFL. in (loc) Udell Ud Vert(LL) -0.12 8 >999 360 Ven(TL) -0.22 7-8 >714 240 HOrz(TL) 0.03 6 n/a n1a PLATES MT20 20 GRIP 244/190 Weight: 155 lb FT = 2090 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-2 oc punins, except end verticals. BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-1812/0, 1-2=-4190/0, 2-3=-7579/0, 3.11=-7579/O, 11.12=-7579/0, 4-12— 7579/0, 4-5=-5719/0, 5.6_ 2781/0 BOT CHORD 8-9=0/4190, 7-8=0/5719 WEBS 1-9=0/4340, 2.9=-1554/0, 2-8=0/3637, 3-8=-2029/0, 4.7=-2164/0, 4.8=0/1996, 5-7=0/5883 NOTES- (5) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0.9.0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 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 toads noted as (F) or (B), unless otherwise Indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strorlgbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1.3=-100,3.12=-208,5.12=-382,6-10=-10 Concentrated Loads (lb) Vert: 11=-1601 O WARNING- Vedly dedyn porarnarara and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. ION3ROIS BEFORE USE Deslgrn valid for use orgy vAth W109 connectors. Ibis de*p Is based only ul»n paameters shown. and Is tot an tr dh4cl al txAdhg component, not a truss system. Below use, the IxtOding designer mini verity the app9cabbly of design parameters and property hcorMote Snk design Into the overall truss only. Additional temporary and permanent bracing MiTek' bildbr>U design. ®acing Indicated Is to prevent buckling of IndMdtal web and/a chid members Is always rectulred lot stability and to prevent collapse vAlh possible personal hlray and property damage. For general guidance regarding the Iabrk:ollon. stonago. delivery. OFOCIlOn cuxf braeing of inssas and Inns systems. "ANSIMI Quality Criteria. DSS-89 and SCSI SuBding Component 6904 Perks East Blvd. Safely Information avatlable from truss Plate Institute. 218 N. lee Skeet, Sulto 312. Alexandria. VA 22314. Tampa, FL 33610 Job T rush Type a 1yply T105462f55 780264 Vol ITrussValley Truss 1 t Job Reference(optional) CYaOers I-UsIboufce. r orris, rrom bay.'wroo 4J 00 2x4 i 2-" 2-" ID:pv1GOIZRPakYMIUZTvPtijzmbHK-p_NDBc2MaDcIBT80cWVNrIOH4LOj43TwzCvW1 zfJ06 Scale = 1:7 9 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) 0.01 3 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert( L) 0.01 3 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOIz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 5 lb FT = 20°e LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 1=50/1-10-8, 2=50/Mechanical Max Harz 1=30(LC 12) Max Upliltl= 9(LC 12), 2=-24(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. SOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opst; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 1 and 24 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7)'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O WARNING- Verity design perametem 4nd READ NOTES ON TM AND INCLUDED MREK REFERANCE PAOE M67473 rev. 1e47MIS BEFORE USE. Design valid for use only vAlh KIek® connectors. fhls design is based only ui»n paamelers shown. and Is for an Individual Wilding component, not a truss syslern. Below use. the brilding designer must verily the applicablpN of des)gn p atameters and properly Incorporate this design Into the overall Ixllding doslgn tracing Indicated Is to prevent trrekling of IndivkltxA Iniss web aril/or chord members only. Additional temporary and poiinonent trcicing MiTek' Is always iecitifted For slablllly and to prevent cdlarxe with possMe personal rnN+y and properly damage Fa general guidance fegadng the lab Callon, storage. delivery. erectlon and bracing of Inases and truss systems. socANSI/iPll Qualify Crllwb. D58.69 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovallable from truss Rote Institute. 218 N. lee Street. Sidle, 312, Alexandria. VA 22314. Ton". FL 33610 Job Truss Truss Type ryly Tt0546266 T00284 V02 Volley Truss 1 1 Job Reference (optional) aWtdere F11515W[Ce, ramps. riam uay, YIOOdB S3400 ..v+v a w• •. .••.• ••• •• •,••+•••oo• ••••. •• _,, •••••• • • ...__ — -... . _,. ID:pv1G01ZRPskYMiUZTvPtilzmbHK-p_NDBc2MaDe1BT80eWVNrIOIMLOg43zwzCvW1 zIJ06 2.11.1 4-" 2.11.1 f 1-0.15 2x4 i 20 11 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 7.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 REACTIONS. All bearings 4-0-0. lb) - Max Horz 1=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 3, 5 Max Grav All reactions 250lb or less at joint(s) 1, 3, 4, 5 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. In (loc) Well Ud Veri(LL) n/a n/a 999 Vert(TL) We n/a 999 HOIz(TL) -0.00 3 n1a We Scale = 1:13.0 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 20% BRACING - TOP CHORD Siructural wood Sheathing directly applied or 4-0.0 oc puffins. BOT CHORD Rlgld ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wlnd; ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=25f1; Cat. II; Exp B; Encl., GCpi=0.18,, MW FRS (envelope) gable end zone and C-C Interior(1) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNwo - vwgr dowgn peremotoue end READ NOTES ON TNS ANDWCLUDED MflEK REFERANCE PAGE MD•7473 rov. 100MIS BEFORE USE. Design valid fow use only with MnekO connectors. this design is based only upon parameters shown. and Is for an MhAdual bultltrq component, not a inns system. Before use. the building designer mist verity the apxllk;abllty, of design parameters and properly incorporate Ihb design Into the overall balding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Addlllonal temporary and permanent bracing MiTek' Is always regabed low stah6lty and to prevent collapse with possible personal harry and property damage For general g%darnco regarding the fabrk:atlon. storage. delivery, erocllon and bracing of trusses and Irrss systems. seeANSUIPI1 Quality Criteria, DS11-69 and BCS1 Building Component 6904 Parke East Blvd. safety Information available from (russ Plate InsllNle. 218 N. too Street. Sulle 312, Adexandrlo. VA 22314. Tampo. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1dr For 4 x 2 orientation, locate plates 0-149' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearingsno (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS C O U a O 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 NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 0 c O 2 U o_ O 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 M!Tek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss brocing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and oil other Interested parties. S. Cut members to bear fighty against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wone at joint lacotions ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fobricotlon. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead laod deflection. 11. Plate type, size, orientation and Iocotlon dimensions Indicated ore minimum plating requirements. 12. Lumber used shall be of the species and We. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10It. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. IlUtCORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 1 8 6 3 SAPlFORD Project Location Address 14: , gockI Cyr Q 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.orcl. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door FL15332.9 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 FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions MI Windows Mullion • t1FL1J3oJJ• _ Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-115 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-114 Underla ments InterWrap, Inc. Underlayments FL15216-112 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Weather Vent Roof Vent Miami Dade Approved Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 En ineered 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 2,32-,C't Fq,tL wIx ro em w ta runRaarnpoeostre N1I1r0 11E 11EbeWt uW A". Autrooarwratiwaoalruvorosne aataomi ALL wren f] m4o -W QN.•G1e-SUmmY•IICOfFRfeLt • NafiMID1RW a• • •• • TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS Sam ra n 31- 1 53- WINoowvuaFTS F6 as; Ir1 A511 nsu vSII 3Y is 5N 1433 Su 7394 3369 pSf 6P M 59 1{ SH 31SH 659 U45N SH b 5N Ti 94 n• z FS54 Inw54 165a 36s" GO VERFT MASaW OMWA FOR ALL WmOA W Wal 5110 AM 061A UUM MAT YARr FFR IWIFACM SFEOWATIO& OFZ REFER TO FLOOR FLA15 FOR SRLE OF OM W ( ME QM -SR GASEMrT'I. C". OR FLIED GLA55• FCJ A . jo 20 ill u• nr mncw, m ro o orrrr, II Do roi BE o• AAi •IlfOf Wr amw. naa wr v IJf mil.•. L100 ib C•.1••O M[ WIVWGYSMi/ a( n LU i O V O z Z O HATCHING IEGEND O T ceNu aou4 1 W N 0 oa MAIN FLOOR 0515F. UPPER FLOOR 9815F. J ^ ' TOTAL LIVING 21385F. 1 88 GARAGE 4515F. LANAI 118SF. na[ ENTRY 14 SF. aWr RAOR RM sorts TOTAL SOLFr. 21SISF. MAIN FLOOR PLAN NOTES ZA1 I-V GARAGE LEFT A,r rL- 11644(04 RN AIoo N UVER AM TrNAGROOM Auourz tnumuomaA awrA aatL almy UM lal. futfWA- MI UNWA1 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 10• Tv 1 >a 1 Ae• WINDOW CALL -OUTS T0• 165M WK 30K 403K TA• VVFG. MMF4 3NOFG AOMFG pw WO SH VM SH 3M 99 030 SN 104059 W40 sH 3W NV Wt sH z 3 eo I6so su Togo $H 3oso sH 1 40w sx WNH 1 TM05M 1 WSR1 4WSHr GC VERET KASDRT "WiS FOR ALL VWMII VPADSSI0AMtSTALLATKNMAY VARTPER t" ACME SKMAIDS. Z TIER TO FLOOR FUNS FOR $ME OFV= USED TSME M-SµCASEMM• M OR FU E0 GLAS& FG1 7( c QEA,¢OFE?G HECATTS 7k p01fltf6aAl) auE Mto°B.Y'6 Ar(19N8f NOUN At OM SWAM QENIIE Ui 6 afY71A 4YLL IN ff1N1018AfA II W f• AfMffA/WwArttat mow FOMAX [ da=UW34 KWSai aE a rnv ],mLON i` cv nt Nurwr n1 ,e I I n+s Vl V W Y O 2 Z W O OT C i O N 0 I O 2138 a, t[ tAYOf rtaG. R.ta wrtr UPPER FLOOR PLAN NOTES 2B1 UlF' N'•Ia' GARAGE LEFT Florida Building Code Online Page I of 3 Business & Professional Big racv P o es51F.RHet*Product BUS Home I lag In I User "Islrallon Approval USER: Public User ToPics I SubmR Surcharge ! Slits a Facts I Publications I FaC Stag I BCIS Ste MOP I Unks I Search I Regulation Pym Aeereval Y.enu > Pmtiucl M Avetkanbn SasKh,> 8901k41100 list i App110H0rr pebll FL # FL15225-R3 r 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 I -. Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, ON 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.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 ). King, P.E. q. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YM 101/I.5.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr app_4tl.aspx?param=wGEVXQvADgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 2 of 3 Date Pending FBC Approval Date Approved 07/05/2015 Summary of Products FL It j Model, Number or Name Description 15225.1 a. "Classic -Craft" and 'Benchmark 6/8 and 6/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru' without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3 C CAC 15225.1 NAMI c_erts.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 (61 Door Products), INST FLIS225 R3 11 INST 15225.1-68.Ddf 15225.1-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS225 R3 11 INST 15225.1-80.odf. Door Products Direct to Masonry) for installation FLI5225 R3 II IN51 1S225-66M.Ddf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS22S R3 AE Eva115225.1-68.Ddf FLIS22S R3 AE EVAL 1522S.1-80-odf FLIS225 R3 AE EVAL 1522-68M.Ddf Created by Independent Third Party: Yes 15225.2 b. 'Construction Series' and 6/8 Opaque Steel Door with and without Sidelites. Inswing Benchmark by Therma-Tru' and Outswing Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 10 [ CeC 1S225.2 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 1S225.2-68 (6'8 Door Products) and INST FLIS225 R3 11 INST 15225.2-68.odf 15225-68M (6'8 Door Products Direct to Masonry) for FLIS22S R3 11 INST 1522S=68M.odf Installation instructions. (Note - Glazing Shall comply with Verified By: Lyndon F. Schmidt, D.E. 43409 ASTM E1300-04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 R3 AE EVAL 1S225.2-68.odf. Ft 1527S R3 AE EVAL 1522S-68M.odf Created by Independent Third Party: Yes 1522S.3 c. "Fiber -Classic' and "Benchmark 6/8 and 8/0 Opaque and Glazed Fiberglass Door with and by Therma-Tru" without Sidelites. Inswing and Outswing Limits of Use Certlfication Agency Certificate Approved for use in HVHZ: No FL1522S R3 C CAC 15225.3 NAMI certs.Ddf 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 1522S.3-68 (68 Door Products), INST FLIS22S R3 11 INST 15.Z25.3M,odE 15225.3-80 (8'0 Door Products) and INST 15225-68M (61 FL1522S R3' 11 INST 15225.3-80.odf Door Products Direct to Masonry) for installation FLIS225 R3 11 INST 1S22S-68M.odf- Instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04. (This product approval requires the use of 1' 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 FLIS22S R3 AE EVAL 15225:3-68.Ddf Benchmark Door Panels.) FLIS22S R3 AE EVAL 15225.3-80.odf FLI5225 R3 AE EVAL 15225-6814.odf Created by Independent Third Party: Yes 15225.4 d. 'Premium Series" and Benchmark by Therma-Tru' 6/8 and 8/0 Opaque and Glazed Steel Door with and without Sidelites. Inswing and Outswing Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FLIS22S R3 C CAC 15225.4 NAMI aerts.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 FL1522S R3 11 INST 15225.4-68.Ddf 15225.4-80 (8'0 Door Products) and INST 15225-68M (6'8 FLIS22S R3 11 INST 1522S.4-BO.odf Door Products Direct to Masonry) for installation FL15225 R3 11 INST 15225-68M.Ddf instructions. (Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E. 43409 04) Created by Independent Third Party: Yes Evaluation Reports FLIS225 A3 AE EVAL 15225.4.ftodf FLIS225 R3 AE EVAL 1522S.4-80.Ddf FLIS225 R3 AE EVAL 1S22S-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 by Therma-Tru" without Sidelites. Inswing and Outswing hrips://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (61 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 Quality Assurance Contract Expiration Date 12/31/2021 Installation Inst uc:tions FLIS225 R3 11 INST 15225.5.68.odf' F 1 22S R3 It INST 1S225.5-80.Ddt Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.odf FL15225 R3 AE EVAL 152255-BO.Ddf FLIS22S R3 AE EVAL 15225-68M.odf Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and 'Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS225 R3, C CAC 1522S.6 NAMI certs.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure. N/A Installation Instructions Other: See INST 15225.6-68 (6'8 Door Products) and FL7 S22S R3 11 INST 15225.6-68.ndf 15225.6-80 (8'0 Door Products) for installation instructions. FLIS225 R3 Il INST IS 5.6-80.odr Note - Glazing Shall comply with ASTM E3300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports ELIS225 R3 AE EVAL 1522S.6-68.odf FL152 5 R3 AE EVAL 1S225.6-80.odf Created by Independent Third Party: Yes hack Neltl Conan Its :: IWO North Monroe Strut, Tallahassee FL 32399 phone, 1150.417.1824 The State of Florida Is an AA/EED employer. Convr+i+ht 2007•2tll 5+an_ of Florida_ :: Privaev rtatement :: Accessibility eAMoment :: Refund Statement Under Florida law, email addresses are public records. It you do riot want your e-mail address released In response to a public -records request, do rot sand electronic mall to this entity. Instwil, contact the OMM be, phone or by traditional mail. If you have any questions, Please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, elrect" October 1, 2012. licensees licensed under Chapter 455. F.S. must provide the Department with an email address 0 they have one. The arnalls provided may be used for orRdal communication with the licensee. However email addresses are public record. V you do not wish to supply a personal address, please Provide the Department with an email address which can be wade available to the public. To determine If you are a licensee under Chapter 45S, F.S., please click ftM. Product Appravah Accepts: MMEBE Cre itSAJ E https://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005327-RS 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smootb Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330 The "Notice of Product Certification" is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NJ Mtf. !`.anwnl{nw D nnie.n 1. gooradited t.v Tho American National Standards Institute (ANSI). CertifiedNAMi's Certified Product Listing at www. nmcc uucn wa.wu. nos...... .............. .......-•_.__..^ _ --•------------- - - Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact & Outswing Opaque Size PostNeg Rated Comments X I/S Opaque 310" x Stoll +47/47 No NCTL-210-1940-1.2.3.41TTF-257F Single 47/-47 No NCTL-210-1940-1.2.3.41TTF-257F X O/S Opaque 3'0" x 8'0" Single XX I/S Opaque 6'0" x slot, +40/-40 No NCTL-210-1940-1.2.3.4/1-TF-257F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 8'0" +40/-40 No NCTL-2l0.1940-1.2.3.4=.257F Standard Aluminum Astragal Double XX 1/S Opaque 6'0" x 8101• +47/-47 No NCTL-210-1940-1.2.3.4/ITF-257F Coastal Aluminum Astragal Double XX O/S Opaque 6'0" x 810" +47/-47 No NCTL•210-1940-1.2.3.4n7F-257F Double Coastal Aluminum Astragal OXO/OX/XO 1/S Opaque Door 5'4" x slot, +40/40 No ETC-01-741-10593.0/L-2173/iTF-257F Sin le 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/I'i F-257F Single w/Sidelites Glazed Sidelites OXXO I/S Opaque Door 8'4" x 8'0" +40/-40 No ETC-0tandard Aluminuminum Astragal F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 810" +40/40 No ETC-01-741-10593.0/L-2173/ITF-257F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 810" +47/47 No ETC-01-741-10593.0/L.2173/ITF-257F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x slot, +47/-47 No ETC-01-741-10593.0/L-2173n TF-257F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragalj:ju.Le. M-_.....tw4ut ..iue..o. VA Ism? National Accreditation & Management Institute, Inc.ro 1716 veurge rr aamnpug. I..c.uv..a . J•.—J- 9 Tel: (804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: National Accreditation & Management Institute, Inc.ro 1716 veurge rr aamnpug. I..c.uv..a . J•.—J- 9 Tel: (804) 684-5124/Fox: (804) 684-5124 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-R4 108 Mutzfeld Road Certification Date: 10/152003 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/E33l/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 e.:6..r:n....n... NSM1 f'Drflne9tinn Prnoram is accredited by The American National Standards Institute (ANSI). NAM! "s w-cral:eu rruuuca i3amr. a...o....."...,«...—........._.,.... Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact Outswing O a ue Size PostNeg Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 310" x 698" 67/-67 No ETC-01-741-10703.0/L-2097/fTF-254F Simile XX I/S Opaque 6'0" x 618" 40/-40 No ETC-01-741-10703.0/L-2097/ITF-253F Double Standard Aluminum Astragal XX O/S Opaque 610"x 618" 40/40 No ETC-01-741-10703.0/L-2097/1TTF-254F Double Standard Aluminum Astragal XX 1/S Opaque 6'0" x 6'8" 47/47 No ETC-01-741-10703.0/L-2097/TTF-253F Double Coastal Aluminum Astragal XX O/S Opaque 610" x 6'8" 471-47 No ETC-01-741-10703.0/L-2097/TTF-254F Double Coastal Aluminum Astragal OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Single w/Sidelites Glazed Sidelites OXXO 1/S Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097nTF-253F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097=-253F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal OXXO O/S Opaque Door 814" x 6'8" 47/47 No ETC-0I-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Coastal Aluminum Astragal National Accreditation & Management Institute, lnc./4794 George Washington irrem r/nnyq, •n Tel: (804) 684-5124/Fsx: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: 141005330-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: Fibei-ClassidSmooth Star Glazed Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Beocbmark 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 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_ .art--.:- . o.........., ie . ~.Ale 6u Ti..•Ame iean Natinnal Standards Institute (ANSI). NAMI'S Certified Product Llstln at www. yam cerunea Glazed i .c n. rula1 D -%nI" . Design v •.•••• •--•--•--- Missile Test Report Number Configuration Inswing or or Maximum Pressure Impact Outswing Opaque Size PosINCK Rated Comments X 1/S Glazed 3'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4fT7F-256F Single X O/S Glazed 310" x 6'8" 47/-47 No NCTL-210-1940-1.2.3.4/TTF-255F Sin le XX VS Glazed 6'0" x 6'8" 40/-40 No NCTL-210-1940-1.2.3.4rI•T'F-256F Standard Aluminum Astragal Double XX O/S Glazed 610" x 6'8" 40/•40 No NCTL-210-1940-1.2.3.4fTTF-255F Standard Aluminum Astragal Double XX I/S Glazed 6'0" x 6'8" 47/-47 No NCTL-210-1940-1.2.')AITTF-256F Coastal Aluminum Astragal Double XX O/S Glazed 6'0" x 6'8" 47/47 No NCTL-210-1940-1.2.3.4/1-TF-255F Coastal Aluminum Astragal Double OXO/OX/XO I/S Glazed Door 5'4" x 618" 40/40 No ETC-01-741-11008.0/L-215IrrrF-256F Sin le w/Sidelites Glazed Sidelites Door 5'4"x 6'8" 40/-40 No ETC•01-741-11008.0/L-2151/I-IF255F OXO/OX/XO O/S Glazed Single w/Sidelites 1/S Glazed Sideiites Glazed Door 8'4" x 6'8" 40/-40 No 256FETC-0tandardOXXO Double w/Sideiites Glazed Sidelites Aluminum Astrag/TTFalStandardAluminumAstraal OXXO O/S Glazed Door 814" x 6'8" 40/-40 No ETC-01-741-I 1 55F Double w/Sideiites Glazed Sidelites AstragalStandardAluminumAstraalAluminum OXXO US Glazed Door 8'4" x 6'8" 47/-47 No ETC-01-741-11008.0/L-2151/ITF-256F Double w/Sidelites Glazed Sidelites I Coastal Aluminum Astragal OXXO O/S Glazed Door 8'4" x 6'8" 47147 No ETC-01-741-11008.0/L-215I TF255F Double Glazed Sidelites Coastal Aluminum Ast al w/Sidelites W h' t M oria /Hayp- VA 23072 National Accreditation & Management Institute, Inc./4794 George as ing on cm Y Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therms-Tru Corporation Certification No.: N1005331-R5 108 Mutzfeld Road Certification Date: 10/1512003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid If the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within wi_ _...:n....a.. wAMi:e f a.f7fiwaNnn Pr"ram it arcrodited by The American National Standards Institute (ANSI). NA 4j,s -ernneu rroauct Configuration a- 11" at Inswing or Outswing w.....n....«.....a.— Glazed or Opaque I.,...... "....., Maximum Size Design Pressure PoslNeg Missile Impact Rated Test Report Number Comments X I/S Opaque 3'01$x 6'8" 67/-67 No ETC-0I-741-10702.0/L-2096/fTF252F Sin le X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/Lr2096/iTF25lF Single XX 1/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741.10702.0/L-2096/ITF252F Double Standard Aluminum Astragal XX O/S Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/I7F25IF Double Standard Aluminum As al XX US Opaque 610" x 618" 551-55 No ETC-0 1-74 1 -11 008.0/L-215 I =F252F Double Coastal Aluminum Astragal XX O/S Opaque 61011x 6'8" 55/-55 No ETC-0 I -741-11008.0/L-215 I ITW25 I F Double Coastal Aluminum Astragal OXO/OX/XO US Opaque Door 514" x 618" 40/40 No ETC-01-741-I 1008.0/L-215 I n7F252F Single w/Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door 5'4" x 6'8" 40/-40 No ETC-0I-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-Ol-741-11 2F Double w/Sidelites Glazed Sidelites s ragalAluminumAstragalStandardAluminumAstal OXXO O/S Opaque Door 8'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/17F251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 814" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215inTF252F Double w/Sidelites Glazed Sidelites I I Coastal Aluminum Astragal OXXO O/S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215IfITF251 F Double w/Sidelites I Glazed Sidelites I Coastal Aluminum Astragal VA National Accreditation & Management institute, inc giyo lueorge Wmiouag.uu I.,911y Tel: (804) 6WS1241Fax: (804) 6WS122 NAMI AUTHORIZED SIGNATURE: THERMAITRU 0 THERMA TRU DOORS I IS WCUG"L4L Oft., COOC"ON. ON 43617 Smooth -Star" and "Benchmark by Therma-Tru" 6'8' SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes I. ft product anchoring drawing has been developed In compliance with the 5th Edition 2014) Forldo Building Code (FBC) excluding the 'High Velocity Hurricane Zone'. See the Certification Agency Cer ificole for sizes, specifications and ratings. 2. Product anchors shall be as listed and spaced as shown on detafB. Anchor embedment nd wall d stucco foam Wick and other wall 105.50' MAX OVERALL FRAME WITH r . s 1•• s it IF it I Isr IFit Kt1'F`A 1 11 f 1 1 1 I f 1 1 1• 1 1 1IIf1 1 1If 11 I f l 1 f i f 1 L 1- II u Il N1 I 1L f 1 A 2 3 6 e 6 6 61 6 DOUBLE W/ SIDELITES =a MAX DES M PRESSURE S5.0 -55.0 to base materi-T shot be bey- ressatg coverings. 3. Wood $ rews shoo be instated lotowbtg Uutalation kshucf'lons of ANSI/AFBPA NOS 2012. AB other fastener types to be uutaRed fdbwing fastener mOnufacturer's inst 9OfIOn instructions. 37-W MAIL. oWIDTHI TM K K4 4. Fastener embedment depths, edge distances and center -center distances shag be os 4 specified by The fastener manufacturer but in no Instance shag they be less than shown in 5 this drawing. 5. Where shims are used. they must be a'rigid / sfifP material that comp/es with Itte S requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing slat be rr-.r jrrIl li i' li f:40 determined by others for specific jobs In accordance with the governing code. g 7. Site conditions not covered by this drawing are subject to further engineering analysis. TABU OF COMENT3 SHEET • oncewRON 1 Typical eteva iom design pmoires 3 aerard rates 2 rGc 3 Fiamo arc 4 Frome anctarirg Il DO Of nWteftb 5 Hoetontal 6 vertical Coss secom 6 ve a Coss secfiorn SINGLE x MAX DESIGN PRESSURE 67. 0 -67.0 yT T 66M MAX + OVERALL WIDTH71 1 1 1 1 1 f1, u W f, h 7 s SINGLE W/ SrOElrrES OXO N MAX 00001 RESSURE u 40. 0 -40.0 m 742r MAX OVERALL WIDTH s 3 DOUBLE Xx SINGLE W/SIDEUTE Ox MAX DESIGN PRESSURE MAX DESIGN PRESSURE 55. 0 -55.0 +40.0 -40.0 Lac[ NAfaWAn MPG .: JFl1PS IrslslaETLGNAtWE st90 LAMM RWEIM S16NAAW SOO M OFAWOU yf owl z W all, ddsmD N.T.S. 7 O+ a 6: 0 o a LFS i O41g ro: fi FL- 15225.5-68 c sf¢ sr 1 OI 6 O I F— 4' MASONRY OPENING I I MULLION I I MULLION *.,.. MASONRY 4 II SHOWN FOR ttt QQ MASONRY 4 I I SHOWN FOR I I i •: I I REFERENCE OPENING I I REFERENCE 11§ ` g > u OPENINGE4U 1 I HHEAU I I I I ' Is. o• JAMBS &JAMBS I I a 7 2X BUCK 2X BUCK II v frz S 2X BUCK-/ E n I I I I MULLIONh I I rn v I I SHOWN FOR II 6 II o d II II REFERENCE IIII II it II 4• n.. t• .'••:i' 7•: ' SINGLE DOOR BUCK ANCHORING SING[ F W/SIDELITE BUCK ANCHORING SINGLE W/SIDELITES BUCK ANCHORING 1 II II 4 1 4 II I WULUOSHOWNMASONRYSHOWNNFOR FORIII OPENING TYP. HEAD JAM85 I ASTRAGAL TYP. II REFERENCE HEAD 1 1 REFERENCE II SHOWN FOR JAMBS II I.D(bLckmh.S.G.=045• 2X BUCK REFERENCE 1 II IIBUCKrr1 II II t. cnoole ora a 1" at 1. Dome s mor be dj lted 1o.111 n the mm. 1 1 I I ASTRAGAL 1 I edgedetancoromorroldntL m II I SHOWN„FOR I 2 conaoroanehorkieota'nnoeedcm?M omCaJrEI rrwobeo*o1edlo Cc 1 REFERENCE 11 m hfah the mh edge cWcrsco to mW00*1L odd" concrete QWm 1 1 I I I may be rewl'ed to onws the IMAX.ON CEI:IER-cDmmfcn ore nor exoeded. 1 I 3. Concrete anchor roots: j, i. I I 9 I 11 ANCHOR ANCHOR 11tfM MOL CIEAR!NCE lO Mr150NR1 MIN. CIEARANCE R7 AWilCEN7 1 I I TYrE irsF EMeEo+wErvr E06E. Ai+ciooir IrW TA CONe r DOUBLE BUCK DOOR ANCHORING MASONRY DOUBLE BUCK W/SIDFLITES ANCHORING mor 1-1/1- 1. OPENING YITtACON i ANNE h i o< e Z u 2 21 12 i Ole JK a er A 3 15225.5-68 c a er 6 G ro. .E. 3r. C. F73 I - MULLION rl, SHOWN FOR REFERENCE A W/2X BUCK INSTALLATION 9 W/IX BUCK INSTALLATION O TVP. HEAD h JAMBS t6 ig 12 5 yyyyyy r PAIRS C" TYP.3- ED T o! 4T" rn— SEEJ OETAII 'A' a Wy, O^I 1 6L 1 T- j { i lr • 5 n i-F--23. I6'1.- L 'I6'F•- io i•........ r 8 n •• W/2X BUCK I m MULLION A" INSTALLATION r p SHOWN FOR _ ° W/IX BUCK REFERENCE W. tl INSGUA110N O1 IX BUCK INSTALLATION n TYP• HEAD of JAMBS W s IX BUCK INSTALLATKN Ij HEAD 6: JAMBS - p r i 16 16 SEE c 1 $ c 1 - SEE DETAIL '1 i g OETAIL '2 1 a W I I - .. T VIEW 'C"-'C" SWG F DOOR W/SIMIITES VIEW 'E'-r NEW ro'-ro' SINGLE DOOR W/SIDEUTE VIEW "a" -'a SINGLE DOOR VIEW A'- A' SMW W/ MMMM O WJrA?W rawotn rtw />o w sxllsr r to OWN 1W! o1IlcrKw d SIDEUTF NOTES: 1. rho sidefife is dUect set into the lamb with (12) 08 x Z' pm• Mood screws. mere are (4) at each vertical Jamb, ham the fop down at 13.5. 31' AB.S' & 66". mere are (2) of the header at 4' from the ovhlde comes of the home. mere are (2) at the sR r from the oulstde comers. 2 For optical sidelle conshuctlon with stopfes. sideSte Is drect set Into the jamb with (4) Ti(i X 1-3/i 16 ga. staples song eoch )omb (6' from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: I. Concrete anchorlocations or fhe comers may be odlllrsted to malnfaln The min. edge distance to morty Joints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be ad)usted to maintain the min. edge distance to mortar Jalnls. additional concrete onchors may be required to ensure fhe'MAX. ON CENtER" diMendon are not exceeded. 3. Concrete anchor table: ANC HOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE ry. SIIF EMBEDMENT T INASCNs rO AaaAd T' EDGE ANCHOR ITw • 1w 1.1/f r TAPCON Itw TAPCON• 3/I6' r 1.1/r W/ 2X BUCK 2 INSTALLATION B W/1X BUCK'll INSTALLATION DETAIL ' 6' DETAIL '2' W/ 2X BUCK 2 INSTALLATION w/ IX BUCK INSTALLAT10 i2 1 C 1 DETAIL ' I' zj aro22t l2 scat N T.S ` M. ar JK e L FS i ow„ o as ° FL- 15225.5-68 c C' 14 =1 LLL I 3 7Tp F-Fr{ 1 11 SEE NOTE 3B SHEET 3 p SEE DETAIL "3" A J,, 1 g ASTRAGALS , MULLION SHOWN FOR 1 SHOWN FOR REFERENCE q REFERENCE ONLY 1 U it rr r; r I} IN r n$ N PAIRS 30 TYP. W/ 2X BUCK T INSTALLATION to Q W/ I X BUCK INSTALLATION W 4 3 TYP. HEAD N x JAMBS N 4' - 4 SEE DETAIL J' J, ASTRAC/ LL-r) SHOWN FOR REFERENCE ONLY I Cla I I '•••. J 0 0 0 pa o ALLATK) N A I•A`,`,,\ Uyx orl' i ux BUCK g c ` e ALLATION HEAD & d n o C 5 0 mIJmnn JAMBS d SEE — 4" c DETAILSEE ia o DETAIL a= c o I 16 1 16 o\ 5 L = W= A" VIEW " E"-"E DOUBLE ODOR %1EW A. -A• RSA• / on 13 COIrA U r4WCrrrtw J soma roamp,w1e oor+ascnoisl W/2X BUCK 2 INSTALLATION W/ 1X BUCK INSTALLATION 12 1 C w/2X BUCK Item DESCRIPTION Material A 10 x 2-1 2 P WOOD SCREW STEEL. B 10 X 1- 4 PFH WOOD SCREIV STEEL C 10 X 1 PFH WOOD SCREW STEEL t 10 x 4 L 0 SCREW Hine to rame STEEL 10 x 2 LG. PFH WOOD SCREW ST 318 x — t 2 SCREW STEEL 4 1 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 a ITW PFH CONCRETE SCREW STEEL 11 341 x 3-1 ITW PFH CONCRETE SCREW STEEL 12 1 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 1 4 X 2-1 4 PFH ITW CONCRETE SCREW O HEADER JAMB SUGAR PINE SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIOELITE PAD WO 0 30 1 2 X 1 X 25 GA, CORRUGATED FASTENER INSTALLATION 3 t 0 W/IX BUCK II 34BL J1 INSTALLATION DETAIL '3" ATTACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME i C AS SHOWN. 1 DETAIL " 4" Irxr. N. T.S. m W. JK w. w. LFS o A- w no: FL-15225. 5- Ir¢r Z or j t0. III leg lit 13 i wil 13 tx BUCKWll lP A ix eucK INTERIOR EXTERIOR 12V 0 A INTERIOR EXTERIOR INTERIOR EXTERIOR 1 HEAD JAMB /-2-*N HEAD JAMS 3 HEAD JAMS YN oun I+" t4wn S Irois-A" shwwood n S tK" k & 13 • I 2X BUCK " To INTERIOR INTERIOR 4 A >r z A c EXTERIOR EXTERIOR : 0.1 S' MINIL C-SINK ° 2F MAX 027 MAX < SKIM SPACE SMM SPACE I e 1.IS' MIN. 1.15 MIN. 12SMW. EME. EMS. -$ Eam 2121112 = MS. TYP. i orc. N: JK • 4 VERTICAL SIDE JAMB S VERTICAL -SIDE JAMB M. W. u's S to t we bup - S To wood home maw w- Ilnw( rlglhown uti+h+0d n FL-15225.5-68 0 or 0 INTI INTERIOR 1 VERTICAL CROSS SECTION Jftwvvcwjonwn 4 VER17CAL CROSS SECTION 6 ft-V canfig<am- EXTERIOR INTERIOR 2 VERRCAL CROSS SECTION 6 cub%" cwwguollon EXTERIOR 2 n INTERIOR S VERTTCAL CROSS SECTION ouawvv conrGuico on INTERIOR EXTERIOR s Zv ac G 20 d V f Lo i e 21 12 3u 3 VERTICAL CROSS SECTION m Y EXTERIOR INTERIOR 6 VERTICAL CROSS SECTION 6 W co gm@ion THERMAITRU 0 THERMA TRU DOORS 1 I lmow 111-.1. DPI., 6000 ff. ON 433 17 Smooth -Star" and "Benchmark by Therma-Tru" 87SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105- V MAX. OVERALL FRAME WIDTH 1 ! s • s. s II 1' I 111 1 1 1 '1 1 y 11 II II J. II 11 1 3 11 11 II 11 0 11 11 11 11 A; Y :e. y LL Irk It_JL Irk IG=1 I. This product anchoring drawing has been developed In compliance with the Sth Edition 12014) Florido Building Code (fBC) excluding the 'High Velocity Hurricane Zone". See the Certification Agency Certificate for saes, spea'ficattons and ratings Z Product anchors shoo be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wag dressing, stucco, foam, brick and other wall coverings. 3. Wood scmws shag be installed following installation instructions of ANSUAF&PA NOS 2017 AI other fastener types to be installed following fastener manufacturers installation hshuction& A. Fastener embedment depths. edge distances and center -center distances shag be as specified by the fastener manufacturer but in no instance shall they be less than shown In this drawing. S. Where shft are used, they must be o'Hgld / stifr material that complies with the requirements of the fBC. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jots In accordance with the governing code. 7. Site conditions not covered by the drawing are subject to further engineering analysis, TAME O: COKMM SHWO DESCOMON I TypiCd elevations, design plessuses 6 general notes 2 Muck aw 3 karlle a 4 rrarne onch a b0 of moleriob S Horizontal & vertical Cross sections 6 VWPCQI suss sections 6& 5ff MAX. oveRAu wloTH t '! II 11 I, ,1 1 1 11 11 I, 111111 tl 1' '1 I 11 11 I II 1' '1 1II II 11 , 1 II 11 1' 1; ;1 11 II II 11 11 11 1, ,I 11 11 11 a 1; ;1 11 111 1 lr 1; ;1 I ll Jl l_il C 4 3 6 8 8 6 8 8- •8 8 8 8 •8 8 6 DOUBLE w/ADVJM Oxxo MAX DESIGN PRESSURE I 47. 0 -47.0 1I swcic w/SWEUTES Oxo IMAX DESIGN PRESSURE 40. 0 -40.0 LOCO rumwAU MOO a seas rUTSIONAWNSUMSLAMM 37. V MAX OVERALL aYtp1H 001V1IJErMNANa SWUM MUMT 7437 MAX. OVERALL WIDTH . S3. W MAX OVERALL WIDTH t ! 3 1 2' 3 1 1 1 1 11 11 1 1 1 1 L 11 1 1 n a Ti it Ti Ir-YI Ir il it-i1 Ir-ill T7,A Ir--W 1 1 1 1 T I1, ,1 1, 1 1 1 1 3 N. II II II 11 11 11 11 11 11 11 II 11 11 11 11 11 11 II 111; ; 1 1; ;' 1 '• 3 11 11 1 II 11 11 Ill II 11 1' 1' Q I 1 1 1, ; 1 t, ,I 11 11 11 11 11 11 11 11 11 I I, ,1 1 1 1 1 eC-_ Y 11 Il_11 IL_ll t__ J L-_• Il. l' '1-11 e-- J _.J 3 11 11 11 11 1 AC_-Y lr -Y 3 3 m 3 It i; O Ir' YI T-ti IY-11 It-YI L SWGLE x . DOUBLE XX SiNCLE w/SiDEL(TE ox MAX VISION PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 +47.0 -47.0 +40.0 -40.0 2111 MEV 1 T 12 i N. T.S. ° m JK c ro LFS 3 0 14 tti 15225. 5-60 = a 1 r 6 _" 7,7777-T-7, Ir-j 7 4 MASONRY OPENING TYP• HEAD JAMBS 2X BUCK N (j d s J •• SINGLE DOOR BUCK ANCHORING 4' 11 I `MULLION MASONRY 1 II SHOWN FOR OPENING TMp II REFERENCE HEAOII k JAMBS II II II I I I I 2X BUCK 1 I 11 II f l MASONRY OPENING NOTES: 2X BUCK I, 2Xbucbuckmi".S.G.2:OS5. CONCRETE ANCHOR NOTES: 1. Concete anchor locatklra of "m corners may be OdAnted to maintain the min. edge distance to mortar jokla. 2. Co=ete anchor localloro noted as •MAR. ON CENTER• must be oa§laled to maintain Rle mini edge dblance to mortar joink oddtimW concrete asClllors may be reCuied to enaae ft WAX. ON CENTER' chner lan am not exceeded. S. Concrete anchor table: ANCHOR ANCHOR MIX Mgt CUARANCE' MgV:CILLRANCE TYPE Slg EA/AEOA w TRMAWNRY Ewe IOAOIA,CEM GRANCI( ffW Ip- 1.1/4r rTAPCONe CO r 1.1/1' 1- OLTRACON 7 t isd 1T 1 FA 4- 1 1 1— 4- II II I: II II II II MASONRY II II OPENING TYp. II II HEAD I I 11 Qc JAMBS II I I 11 II II II 2X BUCK I I I MULLION SHOWN fOR II REFERENCE II II II II II II II i. II II SINGLE W/SIDEUTE RUCKANCHORING 11 yr 9 a TYP. HERO I Ec JAMBS 1 ASTRAGAL 1 SHOWN FOR 1 REFERENCE 1 1 1 1 1 1 1 r, 1 777 t 2X BUCK U m0 O j rr a i 1Ys td ll111 y111 SINGLE W/SIDELITES BUCK ANCHORING 48 48 I I I 1 , 4• II u 11 I e II MULLON II SHOWN FOR MULLSHOWNREFERENCE FORII III 1 REFERENCE II ac JAMBS 1 II e 1 I II 1 II II• 1 II 11 N ASTRAGAL II I I 1 `SHOWN FOR I I it g REFERENCE II 11 1 II II 1 II II 1 II n d II 1 it MASONRY) DOURLE W/SIDEUTES OPENING BUCK ANCHORING a e saaG N.T.S. 9 rno V. JK a 7 r. LFS ; dwoc •lo, FL-15225.5-80 a 0-. C- 73--1 F--3' I I 1 I I I MULLION it SHOWN FOR oil _ REFERENCE n - A W/2% BUCK INSTALLATION - n 9 W/I% BUCK INSTALLATION TYP, MEAD 6 JAMBS 1"A 4 IIIT L 1TTT V-I A /2% BUCK INSTALLATIONci l 9 W/1% BUCK INSTALLATION TYP. HEAD k JAMBS D- A J r— 3" l T7 Iu NUlUON IO SHOWN FOR REFERENCE SEENOTE 1 16 16 166 SEE OE_TAIL Coo n Wo L a ,Q& 16 ID 12 Wo i 2 lu 111 5 111 t2 111 y Lt v. JAI I w U T C- -0- T- C. -0' A - E"-"E" -D"-"D" SINGLE DOOR W/SIDELIIE VIEW 'C'-"C' SINGLE DOOR W/SIOELfTES VIEW VIEW darn W/ VMK COtl "To FASID99% rtpr /,lo fit At scorn: m aoa awl ool+l¢t oM 8. *A* VIEW "R"-," SINGLE DOOR SIOEUfErNARWOARE NOTES. I. The sideGte 6 direct set into fhe )omb vAth (12) #8 x 2" pm. wood screws mere ore (4) at each 8 vertical Jamb. from the top down Or 115". 31•, 48.5" S 66". There are (2) of she header of 4" from the outside comers of the frame. There am (2) of the dt 4' from the outside comers. 2. For optional sidebte comshvctlon with staples, sideGte is drect set Into the iamb with (5) %' x t C 1-s/i" 16 go. staples along each Jamb (6" from ends and equally spaced thereafter). 3. Latch, deadbolt and hinge locations vary See Certification Agency Cerlikate and corresponding rest reports for specific dimensions and design pressure ratings I CONCRETE ANCHOR NCIIM I. Concrete anchor locowns of fhe comers may be odimled to maintain the min. DETAIL "4" edge distance to mortar)o(nls. 2. Concrete anchor locations noted as "MAX- ON CENTER" must be odhuted to maintain the min, edge alliance to mortarjoints, additional concrete anchors may be required to ensure ft MAX ON CENIER• dfinemion are not exceeded. A A 3. Concrete anchor fable: ANCHOR ANCHOR M(N. MIN. CLEARANCE MIN. CLEARANCE TYPE STLE EMl1EDMEM TO m4jb Rv EOOE Tb AblACENr ANCHOR rtw a Ile 1.1/!' r 4• T"CON TA Y . 3/16• 1.1/4" 3• 1•li! DETAIL 1 vt X^ c n 1 i ClrQ VIEW A" -A" n u o N p z0 DAM 22T 12 L XAL• N.T.S. 9 w- or. JK m Cw.I, LFS ; walslo w: c FL-15225.5-80 e sQr 3 aF 6 E' I II I - ISEE DETAIL "J' III A III SEE NOTE J 1 I 9SHEET3 1 MULUON1 SHOWN FOR REFERENCE ASTRAGAL 1 SHOWN FOR _ REFERENCE 1 ONLY 1 - 1 1 kis III 12 VIEW 'C'-'C' DOUR F DOOR W/SIDELITES W/Ix Buco INSTALlAT10 TYP. HEAD h JAMBS SEE DETAIL a' Wn wn A' W_ 30 USID. J 6' rl I 4 3- 1 J 4 >• I Iteml DESCRIPTION Material A 10 x —1 2 PFH WOOD SCREW STEEL B 10 X 1— 4 WOOD STEEL C 110 X 1 PFH WOOD SCREW STEEL 1b8X 3 < LG. SCR Hine toFrame)STEEL 4 2-3 4 PFH ELCO OR ITW CONCRETE SCREW S L 5 1-3 4 1T1Y PFH CONCRETE SCREW STEEL 3-3 4 ITW PFH CONCRETE SCREW STEEL 1p FH SC 11x 3-1 4 ITW PFH CONCRETE SCREW 12 3-1 4 ITW PFH CONCRETE SCREW t 3 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI J01 OR HOLLOW BLOCK CONFORMING TO ASTM C9016PCONCIRETE14X4PFHITWCONCRETESCREW 20HEADER 21 JAMB PINE. SG >- 0.42 3 4 THK. PRESSURE TRFATEO SIOELITE PAD 30 12" X 1' X 25 GA. CORRUGATED FASTENER STEEL W/2x BUctc A SEE SEE DETAIL 1 INSTALIATION .DETAIL _ ;e to INIVSIIIxLL1AN o t iYP. HEAD & ± p 1 JAMBS - J, H SHOWN FOR ; _ a REFERENCE _ ONLY 1 z — 1 n 1 A' 4 DOUBLE DOOR VIEW A'- A• PCs" w/ oem« amupiD swum TO tMdt tuB CO««[Crovs) B I C II I 0 DETAIL "a' A DETAIL '3" ATTACH ASTRAGAL THROW BOLT I STRIKE PLATE TO FRAME AS SHOWN. A I DETAIL "1' c J 1- 2121112 N.T.S. en JK o K. LFS ? 15225.5-80 c a-L o Ix BUCK II( W N INTERIOR EXTERIOR i HEAD JAMB-- 5 Ix hawing shown A zdvri 1. 75' fn G dINTERIOR EXTERIOR 2 HEAD JAMB 2X BUCK INTERIOR 4 A EXTERIOR S MAX. W SPACE 1. 1 S MM. EMS. 1. 75 MIN. EMS. TYP. 41 VERTICAL SIDE JAMB JTo IwAvINTERIOR EXTERIOR i INTERIOR EXTERIOR 43N HEAO JAMB I 4— O.ISMIN. C• SINK 02rMAX. SHIM SPACE 1. 1 S• MIN EMB. 5 VERTICAL SIDE JAMB To wood homo Iv.^ L N.T.S. FL - or INTERIOR 1 VERTICAL CROSS SECTION 6 8 4 VERTICAL CROSS SECTION V Vc*bvcon llm EXTERIOR 2 VE CA CROSS SECTION 6 a"+9 bm INTERIOR EXTERIOR << *w`` u R o Z INTERIOR r = f • v 14 gZ 13 n 21 12 Y1n 3 . VERTICAL CROSS SECTTO 6 INTERIOR EXTERI(3 S VERTICAL CROSS SECTION 6J O.N." coffq m INTERIOR 6 VERTICAL CROSS SW"ON 6 0 eon gmw 11= 2 1 12 Z N.T.S. n e w: lF5 l C NO• R a 15225.5-80 c n g or p THERMAITRU THERMA TRU DOORS I le IMOus-L DY.. IEVG R -. aH 43517 6'8" SINGLE & DOUBLE OPAQUE OR GLAZED DOORS W/ & W/OUT SIDELITES OUTSWING DIRECT TO MASONRY INSTALLATION General Notes I. TtniS product anchoring drawing has been developed In compliance with the Sth Edition Ml4) Roddo Building Code (FSC) excluding the *High Velocity Hurricane Zone'. See the Certification Agency Certificate for sites, specification and ratings, 2. Product anchors shall be cis listed and spaced as shown on decals. Anchor embedment to base material shill be beyond wall dressing, stucco. foam, brick and other wall coverings. 3. Fastener embedment depths. edge distances and center -center dblance$ shall be as spep7oed by the fastener mousfachXer but in no Instance shag they be less than shown in this drawing. 4. Where shims are used. they must be a figid ! stiff material that complies with the requirements of the FBC. 5. Positive and negative design pressure requirements for use with this droving shag be determined by others for spectiic jobs In accordance wits the goverrdng code. 6. Site conditions not covered by this drawing are subject to further engineering onalysis. MORE OF CONIFl1It DUCAMN I WpW d n 8 notes 2 Hoftntooross InOSOnlyPSHEET• 3 VWW aUS SoeC"M 4 Frorne, 5 flare a o min 105-V MAX. O`/ERALL FRAME "Tom 1 2 six 1 1 1 1 1 1 Q11III1WWuw/ sow sores MAX DESIGN PRESSURE S5. 0 .55.0 37, W MAX OVERALL WIDTH 1 i 1 0 2 saarrX MAX DESIGN PRESSURE v&" Wroma+ +55.0 -55.0 seeo y ou +65.0 -65.0 ov MA 74X. F ovl rALL wRo (D Douai rx MAX DESIGN PRESSURE 55. 0 -SS.O AA f" MAY sorcJE w ssoeno om MAX DESIGN PRESSURE 55. 0 -55.0 53D' MAX. OVERALL WIDTH k" NIKA swlsuw1110 rtOX MAX DESIGN PRESSURE 55. 0 -55.0 JOCK IW WWAK MIG A srKlLi wl XansrmnwsKKrts urcrl KMNOU SICKANK sExrs 7lb OEAOttOu rc. R JK ant. r: LF5 tluwo xo: FL— r 5225-6tiM slay 0 5 1- HORIZONTAL CROSS SECTION 49/1e;p obontlAwotion n nc INTERIOR 4 H EXTERIOR 2 HORIZONTAL CROSS SECTION 9/Ih 6N"j fi INTERIOR EXTERIOR INTERIOR EXTERIOR 3 HORIZONTAL CROSS SECTION 2 q nNboonfigtsatw t J A 4 HORIZONTAL CROSS SECTION 2 Ouuto a fig Non htg e! e e 'f jZ=fir. o. i Yi' r `zdh v ea 3 INTERIOR z W NO 22292211115t EXTERIOR 5 HORIZONTAL CROSS SECRON p W ttrbWbo fig"ion Ons a N O a7 z 0 Mm22t 12 rxc N.T.S. S JK a aK n L.FS 9 PAP" M a FL-15225-68M a afar or 5 0 I S MAX EXTERIOR W INTERIOR 1 VERTICAL CROSS SECTION 3 o{Is EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 3 06 .9/t 1. g I EXTERIOR INTERIOR Y 12 3 VERTICAL CROSS SECTION Ov ,wtnp oon guatbn IS MAX EXTERIOR n INTERIOR S wmR L C OSS SECOON 3, OAR"C 1-- EXTERIOR EXTERIOR mV. INTERIOR e, VERTICAL CROSS SECTION ovl, Con g=fo, INTERIOR 6 ERf C L CROSS SECTION 0 Otga p^ ALL N.T.S. DM er. JK aK W. LFs DRAOM NO.' F1-15225-68M ZT 3 a 5 r s rs s 11 _ I6'HEAD TYP.O HEAD err 4-9/1SHEAD - MULLION SHOWN FOR REFERENCE I6' Min o VIEW'C•"C SINGLE DOOR W/SIDELIRS fn. W h S N Y a r N 1— I 1 iii D 9/16'NEAO N_ T o ra TTP.OHEAD p 49/1fiHEAD MUWON rz ° L SHOWN FOR n SI- S 0 RCBtENCE G 6.9/I6• JAMB v p TTP.0 JAMBS H 49/1CJAMB SEE h 16 DETAIL'S p 1 6 SEE OEfA4'f 12 'gin S Sff - OETA0.4a Y C V -A- VIEW *r-"E' VIEW'W-'0' SINGLE DOOR W/SIDELRE VIEW'S -*r CONCRETE ANCHOR NOTES 1. Canasta arlctrar IOCOlions of Me comers maybe adfnfod to maintain the min. edge distarico to mortar iamb. 2. Concieto ardror locations noted as M X ON CS%7W must be aCQusted to maintain the min. edge distance to mortarWnts. additional concrete ondron may be mW ed to er*AV fho'MAlf. ON CV4WCIlmentian are not exceeded- J. Concrete anchor love: ANCHOR ANCHOR M(NENT MtN. C4NCEEEAbMAfONfY MIN. CLEANLNCE tyjiE SRp EMBEDM 1 iOGfiaw tOAWACiNI ANCNCR r t TA/CON• ELCO Ud1RACON ITIN • AS SHOWN AS SHOWN TAPCON SI0 fm NOTE: 1. The .dde6fe isd6 cf set info the jamb with (12) N8 x 7 p/h. wood saews. There ore (q of each verflcof jamb, from the top down of 13.5; 3I . 4&r 6 66' there are (2) of the header of s• from the ovlside corners of the frame. There ore (2) of the A 4- from the outside comers. r / a r flr r I 64116- HEAD 1YP. @ HEAD 49/16 HEAD 6-9/16• JAMS- TYP. 0 JAMBS 49/16' IAMB SEE 1—N _ DETNL Cie,. O ttstlt M a€ pZa aj $ u o h al`N n6 VVV z° o of l SINGLE DOOR VIEW — A" j 1 I— I I 0 — o c VIEW "C•"C 4• I T - I fr 1 I - 1 1 SEE DETM'P 19/16' HEAD TYP. 41 HEAO 1 4/16'HEAo ASTR,A MULLION SHOWN FOR L SHOWN FOR REFERENCE 1 REFERENCE ONLY 1 i 1 1 1 DOUBLE DOOR W/SIDEUIES tn•p rrW :g 1 f 0/16 JAMS IYP. 0 JAMS$ 4-9/1C JAMS o SEE OEUL'S o \ 1 VIEW "r-"E" BILL OF MATERIALS KU 0 06C07 k0H MA1gttLL C I /4' MAX. SHIM SPACE o 1 /4- x 2,Vr ELCO OR 11w PFH CONCRETE SCREW STEEL E MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO AC 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE F 1/C x 2.1/4• ELCO OR ITW PFH CONCRETE SCREW STEEL G H 3116, X 2-3/1' 11W PFH CONCRETE SCREW 3116' X 2-1 /P IIW PFH CONCRETE SCREW STEEL S 1 4' x 1-3 4' ELCO OR R1M PFH CONCRETE SCREW I 1 3/16' x 3.1/4'IIW PFH CONCRETE SCREW 12 I/4xSl/4'ELCOORRWPFH ONCRETESCREW 16 1/4' X 2-1 /4' PFH IIW CONCRETE SCREW IStEad24S9X3/4 PFH WS 26 99 X 1' PFH WS 21 Y 10 x I-3/4' FM WOOD SCREW io SEE OETM'6' I iJ •: Z p b•9l16'HEAD Flu F -9/1A HEAD h SHOWN FOR i / _O f " 4xi n REFERENCE V ONLY I6 9/16' JAMS G $ I TYP. • JAMBS 94 14.9/16'JAMB H _ 1, 0 i SEE DETAIL 1 - • n * 3 WOWOa7 ra DOUBLE DOOR VIEW "A'•"A' gl it 0 R 27 DETAIL W ATTACH ASTRAGAL THROW BOLT 26 STRII RATE SHHOWWN. g i y S 0. DETAIL'S" N H o 26 z 24 art 2121112 i Smc N.T.S. W4. or. JK DETAIL 'I" CHL Or LFS I WNW "o.: FL-15225-68M c n R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Plronc 813.659.9197 Florida Board or Professional Enjoncm Cenificale orAwWzalion No. 9813 Product Sub Category Manufacturer Product Name Category Thermo Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 8'8 Single & Double Opaque or Glazed Panels w/ 6 w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I OutswingAssemblies Phone 419.298.1740 Insulated Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc. d Lyndon F. Schmidt, P.E. (System ID d 1998) for Thermo Tru Corporation, based on Rule Chapter No. 81G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business 3 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have not will acquire financial interest in the company manufacturing or distributing the product or in any other enlily involved in the approval process of the product named herein. Um/tatIons: 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 AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -tenter distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown In drawing FL-15225.5.68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5.88 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5.0 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-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / E1996-02 2. Drawing No. Prepared by No. FL-15225.5-08 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants. Inc. (CA 09813) Sheet 1 of 1 Testing Laboratory Sinned b ETC Laboratories Wendell W. Haney, P.E. ETC Laboratories Joseph L. Dolden, P.E. Testing Evaluation Lab. Lyndon F. Schmidt, P.E. Slgned d, Sealed by Lyndon F. Schmidt, P.E. Signed 3 Sealed by Lyndon F. Schmidt, P.E. 1-, f'I+ ZI JtIi t,r,i Lyndon F. Schmidt, P.E. FL PE No. 43409 2IM015 R R W Building Consultants, Inc. W B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Cenificste of Aulhoriation No. 9813 Product Sub Category Manufacturer Product Name Category Therms Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior nDoor 118 Industrial Dr 8'0 Single 6 Double Opaque or Glazed Panels w/ 6 wlo Sidelites Doors ExteriorDog Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 419.298.1740 In uUded Fiberglass Door with Wood Frames Scope., Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 61G20-3, Method I of the State of Florida Product Approval, Dept. of Business 6 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial Interest In the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Umltadons: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the " High Velocity Hurricane Zone'. See the Certification Agency Certificate for sixes. 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 wag dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instrudions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacture' s Installation Instructions. 4. Fastener embedment depths, edge distanoe and center -center distances shag be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-80. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-80 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-00 require further engineering ana"is by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No, Test Standard ETC- 01-741-10593.0 ASTM E330-02 / TAS 202-94 ETC- 01-741-10703.0 ASTM E330-02 /TAS 202-94 NCTL 210-1940-1,2,3,4 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886.02 / E19%-02 2. Drawinn No. Prepared by No. FL-15225.5-80 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testina Laboratory Sinned by ETC Laboratories Mark D. Passero, P.E. ETC Laboratories Wendell W. Haney, P.E. NCTL Barry Portnoy, P.E. Testing Evaluation Lab. Lyndon F. Schmidt. P.E. Sinned & Sealed by Lyndon F. Schmidt, P.E. Stand & Sealed by 1 a,/+ Lyndon F. Schmidt. P.E. i 1 7 % I' J' rr4i+b10r w Lyndon F. Schmidt. P.E. FL PE No. 43409 2/ 6/2015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Don 230 Valrieo. FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Cenifiate of Authorization No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thermo Tru Corporation, based on Rule Chapter No. 614320-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved In the approval process 9f the product named herein. Umlteflons: 1. TAIs product anchoring has been developed In compliance with the 5th Edition (2014) Florida' Building Code (FBC) structural requlrements excluding the "High Velocity Hurricane Zone. See the Certification Agency Cerli icate 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, loam, brick and other wall coverings. 3. Wood screws shall be installed following Installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instrudions. 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 / slitr material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225- i8M shall be determined by others for specific jobs In accordance with the governing code. 7. Site conditions that deviate from the details of drawing FL- 15225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201. 202, 203-94 2. Drawina No. Prepared by No. FL-15225-68M RW Building Consultants. Inc. (CA 09813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testlna Laboratory Slaved by Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden. P.E. Sialmd 8 Sealed by Lyndon F. Schmidt, P.E. Slotted &, Sealed by Lyndon F. Schmidt, P.E. c i 4 ' 3 t19 q; Ir w still III000 Lyndon F. Schmidt, P.E. FL PE No. 43409 2/612015 NOTES 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2 WOOD FRAMING AND MASONRY OPENING TO BE 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. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SE:ECTION OF COATING OR MEMBRANE IS THE 4ESDONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE -DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR C0=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. LIVITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED 1NPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWA3LE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 0. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16• TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTILIRE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACi:EVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LO'W E 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 MANUFACTURERS INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). D METAL STRUCTURE: STEEL ISGA, 33KSI OR ALUMINUM 6063-T5 1/8• THICK MINIMUM I TABLE OF CORTENTS I SHEET NO.1 DESCRIPTION 1 I NOTES 2 1 ELEVATION 3 - 9 1 INSTALLATION DETAILS RMSiONS DESGIPTIDN DA'E APPROVED ADDED CHARTS 03/06/12 R.L. REIASED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 09/05/15 R.L. S:13I L SIGNED: 1D/ moi5 MI WINDOWS AND DOORS LLC u111LI/III, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 5 R LO,% v 9Uii GENS' z: bt143" SERIES 430/440 XIX SGD x 96" REINFORCED itNOTESEOFzzV-Ui 0' F• c(0 ov. 'A oIu»1: Dwt IIo RLv 08 030E D s/sIONA 1\\C+\\\ 500 sal= WE02/23/D9 NTS9 4 6' MAX - 7' MAX O.C. 96" MAX FRAME HEIGHT i i i I J_ 6- MAX 143' MAX FRAME WiD7H SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RAT7NO t40.OPSF NONE SEE CHARTS Ji AND 02 FOR OTHER UNITS RATINGS MSIOAS REV DESGi3T10N I GATE AVGRMO A ADDED Cf1RTS 03/06/2 R :. B R-ASED PER NEW 7ESi1NG n0/15/13 RL. C ADDED FLANGE INSTALLATIONS 11/06/13 R L 6• MAX CHART MI 0 REVISED INSTALLATION DETAILS 09/OS/15 RL WHERE WATER INFILTRATION RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I Design pressure chart Ipso Framo Single Paul amid Total Frame 1Mdth (in) J0.0 31LO 42.0 1 47.7 in) moo109.00 126.00 143.00 Pos Meg Pot Meg Pos Nog Pot Meg 84.0 40.0 CAD 40.0 57.1 40.0 520 40.0 48.0 88.0 400 SMO 40.0 54.6 4.0 48.9 40.0 45A 920 40.0 6 40.0 1 51.7 40.0 461 41.0 42.3 96.0 400 5&6 40,0 1 49. 40.0 43.7 40.0 40.0 CHART 42 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET T Design pressure chart Ipso Fraw Single Panel and ToW Frame Wd'h (In) Helgnt 0 1 26.0 42.0 1 47.7 in) 90.00 108.00 126.00 143.00 Pos I Meg Pos I Meg Pos Meg I Pos I Meg tIA 60.0 60.0 579 1 57.9 52.0 520 48.0 48.0 d8.0 60.0 60.0 5t.6 54.6 48 9 48.9 45:0 411 920 59.6 59.6 51. St. 46.1 46.1 423 42.3 96.0 6 566 49.0 49.0 43.7 43,7 40,0 400 CHART a3 Number of anchor rocs Lions required FramO Single Panel and Total Frans 1Mdth (m) Helgmil 30.0 1 36.0 42.0 1 47.7 in) 90.0 10&0 126.0 143.0 Has Jamb Has Jamb HdS Jamb HaS Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 1 6 6 6 9 6 92.0 61 6 7 6 8 6 9 6 96.0 6 6 7 6 8 6 9 6 1s n 2-,9 SIGNED., 1012712015 MI WINDOWS LLCLAKESDANDPARKWA FLOWER MOUND, TX 75028 t\S\RlILI0 //// C.£NS-.1 -ice SERIES 430/440 XIX SGD 5 ta3" x REINFORCED ELEVATIONS TAT O.FB;t 1t=- due. orcrv. REV Ot:•FIDRI P•c F.A. 08 500503 D S ONITr11-41 NTS - 02/23/09 2 OF 9 111 G\`\ 1 PE'r40V5 1 2" MIN. I EDGE DISTANCE Lens A ADDED CHARTS 03/06/12 R L B REVISED PER NEW TESTING ' 10/15/13 R.L. 1 3/8- MIN. C ADDED P-4NGE INSTALLATIONS 12/06/13 R . WOOD FRAMING EMBE MENT OR 2X BUCK 4 D 1 REVISED INSALaTION DE -,AILS 03/05/15 IRL. BY OTHERS 1 3/8' Mil:. t— 1/4' MAX. MAX. EMBc{ DMENi I SHIM SPACE y I MAX. SHIM U i 70 WOOD s SPACE INTERIOR 1/2' MIN. SCREW - EDGE DISTANCE EXTERIOR I I 1 INTERIOR I ' 1 I ill f10 WOOD SCREW SILL -0 BE SET W ' dIC WOOD A BED OF APPROVED SCREW SEALANT qD Cf, WOOD FRAMING EXTERIOR AIL O4 2X BUCK WOOD FRAMINGBYOTHERS OR 2% BUCK JAMS INSTALLATION WOODFRAMfNGOR2XBUCKIN LATIONLBYOTHERS 1 3/8- MIN, EMBEDMENT 1/2" MIN ' EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION L SIGNED: 10/27/2015 MI WINDOWS AND DOORS LLC \t17111TIv 7900 LAKESIDE PARKWAY \\\\S R• 10/ij LOWER MOUND. TX 75028 ` •*VGEjvk 9'ps SERIES 430 440 XIX SGD 1:-A NOTES: 1 c3" x 96" REINFORCED k/ 51.lNTERIORANDEXTERIORFiNISNES.BYOTHERS, FRAME INSTALLATION DETAILS `GSNCTSHOtNNFORCLARITY. , TAT O F DESIGNED INACCO DANCE VMW ASTM E212. PERIMETER AND JOINT SEALANT BY 12 TO BE Lq. OrrC NCO t NTS DATE 02/23/09 08 - fl33OF 9 D i/S ONAytE\\\ i It xLvrsiDNs 3/4" MI.N. FIN DTSCIeVIDN I MT APPRRO" EDGE DISTANCE I A ADDED CHARTS i 03/06/12 R.L. METAL 1/4" MAX. B RfNISED PER NEW TESTING 110/15/13 1 Ri. STRUCTURE SHIM SPACE C ADDED FLANGE INSTALLATIONS 12/06/13 R.! BY OTHERS 0 REVISED INSTALLATION DETAILS 08/05/IS • R.L. t _ r 1 /4" MAX. i SHIM SPACE Or1 3E D TA 10 SMS OR MIN EDGE ISavCE r INTERIORSELFIlamm I SCR: DRILLING i ©i EXTERIOR INTERIOR 110 SMS OR SELF DRILLING SCREWS aSILLTO9ESETIN A 3ED OF APPROVED SEALANT po Sk1S OR METAL SELF DRILUNC STRUCTURE SCREW BY OTHERS M_TPL EXTERIOR STRUCTURE L 1 I BY OTTERS JAAdB INSTALLATION DETAIL j ! I McTALSTRUCTURE INSTALLATION 3/ 4 MIN. EDGE DISTANCE VERTICAL CROSS SECTION 14ETAL STRUCTURE INSTALLATION SIGNED: 10/27/2015 MI WIND1900CWS LAKESIDE D DOOPARKWAY LLC FLOWER MOUND. TX 75028 ` ,••GENSF 9iID NOTES: SERIES 430/440 XIX SOD =*• A(oJ 25 *= i. INTERIOR AND VaERIOR FINISHES. BY OTHERS 143" x 96" REINFORCED _y k5 NOTSHOWNFORCLARITY. FRAME INSTALLATION DETAILS 2. PERIMETER AND JOWT SEALANT BY OTHERS TO BE 0 ` TAT OF DESIGNED IN ACCORDANCE MTN ASTM E2112 owWN. ow, uo. Rn' i FS.'. 000P G' sew NTS °''F 02/23/09 08- 00 5030f9 0 ',/' ZONAll1a\` 2 1/2' MIN. EDGE DISTANCE 1 1/4" MIN c EMBEDMENT 1/4' MIN. EMBEDMENT CONCRETE/ MASONRY r ` CTER; 2 1/2' MIN. OPTIONAL EDGE DISTANCE IX SUCK TO BE 1 4" MAX. PROPERLYjrSHIMSPACESECURED3/16' TAPCON SEE NOTE 3 SHEET I r I 3/16' TAPCON CONCRETE/ MASONRY BY OTHERS EXTERIOR INTERIOR 1 ! SET IN EAP40VED3/ 16" TAPCON I SIEALANT MASONRY/ CONCRETE BY OTHERS e 1 1/4' MIN. EMBEDMENT e VERTICAL CROSS SECTION CONCRETE/ MASONAYINSTALL4T/ON 2 1/2 MIN EDGE DISTANCE H/ 4' MAX. SHIM SPACE INTERIOR EXTERIOR OPTIONAL 1X BUCK TO SE PROPERLY SECURED SEE NOTE 3 SHEET 1 PCNS' ONS D' SCROMN I 'SATE PPR:IFD ADDED CHARTS 00/O6/12 R.L. REVISED PER NEW TEn..40 ADDED FLANGE INSTALLATIOIIS 12/06/13 R.L. REVISED INS7ALLAT10N DETAILS 08/05/15 Q.L. 0 J if CITa JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCOP.DANCEVJITH ASTM E2112 1533Z, MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS oMwN, owe No. F. A. 08-00503 scu[ NTS o`er 02/23/09 S"ER5 OF 9 SIGNED: 1 Lo2i/2O I5 GEN` Qtc9`P_ z:, ATATSE OF ¢= FZORM* t -*,k ONA" N`\ A 1D FRAMING R 2X BUCK BY OTHERS 110 WOOD — I SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 3/8" MIN. EMBEDMENT 1/4' MAX. SHIM SPACE INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8" MIN. EMBEDMENT 1 /2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTNASTM E2:12 1. 3/8" MIN. EMBEDMENT T- 1/2" MIt, EDGE DISTANCE B10 WOOD SCREW WOOD FRAMING OR 2X BUCK 9Y OTHERS 1 /4' MAX. FSHIM SPACE REvmO4S REv DESCR"ON I xTE APPR%W A ADDEC CHARTS 03/06/12 R.L. B REVISED PER NEW TESTwG 10/15/13 R.L. C , ADDED FLANGE INSTALLATIONS ! 12/06/13 R.L. D REVISED INSTA_U710N DETAILS 106/05/15 P.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 7SD28 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS uu.N CW6 RC, F.A. 08-00503 W-*" NTS — 02/23/09 s"Lr6 OF 9 SIGNED: 10/27/2015 Ar REVISIONS 3/4" MIN. R!ti DFSGAI:1DH DATE AiVROVED EDGE DISTANCE 1I— I A ADDED CHARTS 03/06/12 R L METAL STRUCTURE B REVISED PER NEw TESTiNC 10/1>/13 R BY OTHERS 1/4' M r SHIN SPACE C ADDED FIANCE INSTALLATIONS 1 12/06/13 R D ?LYISED INSTALLATION DETAILS 108/05/15 IR.LI 1/4" MAX. r SHIM SPACE 010 SIRS OR 3/4 MIN. I OiSELFDRILUNC EDGE DISTANCESCREW INTERIOR EXTERIOR I WTERIOR 10 SMS OR o I oSELFDRILLING SCREWS SILL TO BE SET IN A BED OF APPROVED SEALANT IJ10 SMS SELF -DRILLING METAL SCREW STRUCTURE BY OTHERS EXTERIORMETAL STRUCTURE BY OTHERS JAMS INSTALLATION DETAIL M.ETAL STRUCTURE INSTALLA"7ON 3/4" MIN LiEDGEDISTANCE VERTICAL CROSS SECTION METAL STAUCTURE INS TAU.ATION 1 1 L SIGNED: T0/27/24T5 MI WINDOWSLLCDDOORPARKWAY tR 11l0 FLOWER MOUND, TX 75028•'\pENs•:9. 5 nroT>=S: SERIES 430/440 xlx SGD 6 *= 4ufkT'71t— 1. INTERIOR AND EXTERIOR M ISHES. BY OTHERS, 143" x 96" REINFORCED•' NOTSHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS p' Z PERIMETER AnO JOIN! SEALANT BY OTHERS TO BE DESIGNED F.A. 08-00503 N pRlo wt • G\`\\` pNAL I11111111tt scuE NTS D"n 02/23/09 sNEE17 OF 9 CONCRETE/ 2 1/2" MIN. MASONRY I E0_ DISTANCE BY OTHERS -- _ L a• 1 1/4- MIN, EMBEDMENT e' I i - .•1 II OPTIONAL iX SUCK TO B= PROPERLY i• SECURED 1/4, MAX E NOTE 3 SHIM SPACE SHEET 1 3/16- TAPCON EXTERIOR 3/16- TAPCON MASONRY/ CONCREi E BY OTHERS 1. 1/4• MI.V, EMBEDMENT 2 t/2T-- EDGE DISTANCE 3/16- TAPCON CONCRETE/MASONRY INTERIOR BY OTHERS r SILL TO BE SET IN J A BED OF APPROVED SEALANT EMBEDMENT W VERTICAL CROSS SECTION 2 1/2- MIN. CONCRETEA"SONRYINSTALLATION EDGE DISTANCE 1/4- MAX i r SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY S-cCURED SEE NOTE 3 SHEET 1 RLVISID16 REV 1 DES_ WON DAM APPAt"15 A ADDED CHARTS 03/06/:2 : R.L. 3 REVSED PER NEW TES-ING 10/15/13 IRL C ADDED FLANGE INSTALLATIONS 12/06/13 R L D I REVISED IASTALLATION DETAILS 08/05/15 1 R L. JAMB INSTALLATION DETAIL CONCP.ETE/MASONRY 7NSTALLATIaV NOTES., T. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEAL4M BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTU EPI 12 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96•• REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG No. PFA• 08-00503 E NTS DA1E 02/23/09 'ME 8 OF 9 SIGNED: 1012712015 ILr0 GENSF o 5 x= oAT(Ai E OF - Iu O.e,,o ORl01:• js1 NA'10aG\ 1 5/8" MIN EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE BY OTHERS HOOK STRIP 1 1/4' MIN. EMBEDMENT 1X BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED illl 1 3/ i 6" EXTERIOR —"_ PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM HOOK STRIP 1/2- MIN. EDGE DISTANCE 1 3/8- MIN. EMBEDMENT I 10 WOOD 1 U 1 I SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCJ44VOOD FRAMING RMSDNS OESCRIPuoN par, •PPROVO ADDED ChARIS 03/06/12 R.L REVISED PER NEW TESTIUG , 10/15/13 R.L ADDED FLANGE INSTALIATKINS 12/06/13 R.L REVISED INSTAL:P'10N DETAILS 08/05/15 I R.L. 3/4" MIN. METAL STRUCTURE I EDGE OIS: ANCE 3Y OTHERS I TRIM INTERIOR HOOK STRIP 110 SELF GRILLING SCREW ANEL EXTERIOR INTERLOCK SCR HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1 INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 L..— " C0L v L SIGNED: TO/27,20T5 MI WINDOWS AND DOORS LLC ou1111till/', R• L0 9 1900 LAKESIDE PARKWAY FLOWER. MOUND, TX 75028 5 GENo 0 51SERIES /30/440 XIX SGD 143•' z REINFORCED s tOa*= HOOK INSTALLATION DETAILSTAT OFE ; 1LC ORA>+• 7 08 D Sl illAtil\\` SDO503 9srruNTSo^h 02/23/09 Florida Building Code Online Gd('65Cbof CSF Page l of 4 111 Cusiness Professional Regulation Florida Dpilff ild acts Home I tog In I Use, Registration i Hot Topics I su"t Surcharge i sats & Facts i Publications I FaC sun I aas Site Map i LWft I search I Busines7f/* USEWPONCUM Product ApprovalProfessib`nal Regulation rrdyet e. Aealiral'ien search > Aaelical left U, > Appllmtton Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/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 Affirmation 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 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard XL ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 1 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity • ,Yes ` No ' N/A Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products i FL * Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-110-11,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-110.11 Drawln0 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: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.11-22.6, Not for use in HVHZ. W302 R6 AE IRC-6009-110-11 Report 7-10 FLDd( Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-10041 dfawina 7-10 sealed.Ddf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/-18.7,Not for use in HVHZ. FL5302 R6 AE IRC-6009-100-I1 report 7=10 sealed.pdf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-120.15 Drawing 7-10 FLodf Approved for use outside HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. FL5302 R6 AE IRC-6009-120-15 Report 7-10 FL.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. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130.15 Drawing 7.10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. FL5302 R6 AE IRC-6009-130-15 Report 7-10 FLmdf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Fun: R6 it IRC-6009-140-IS Drawing 7-10 FLpdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabui lding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDqunL7seV ZMF... 7/20/2015 I Florida Building Code Online Page 3 of 4 Other. Design Pressure +31.01-35.1, Not for use In HVHZ. FL5302 R6 AE IRC-6009-140-15 Report 7-10 FL.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.6 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL53. R6 11 _IRC-6009-1.50-iS 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.ISO.15 Report 7-10 FL•.odf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.7 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 Approved for use outside HVHZ: Yes FL5302. R6 11 IRC-6009.169-I5 Drawina 7-10 FL.odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other. Design Pressure +45.3/-51.2, Not for use In HVHZ. FLS302 R6 AE IRC-6009-t69-15 Reoort 7-10 FL.Ddf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6016-100-15 Drawing 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004B579 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. Fl55302 R6 AE IRC-6016-100-IS Report 7.10 FLodf Glazing option shall not be used In wind-bome debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FI S362 R6 11 IRC-6016-I10-IS Drawing 7-10 FL.edf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use In HVHZ. FL5302 R6 AE IRC-6016-110-1S Reoort7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 10 Stratford (M600); Heritage (M950); Dwg. IRC-6016-120-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL•510R6' It IRC-6016-120-IS 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: +21.8/-24.8 Evaluation Reports Other: Design Pressure +21.8/-24.8, Not for use in HVHZ. FL5302 R6 AE IRC-6016-120-I5 Reoort,7-10 FL.odl 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 FIM02 R6 It IRC-6016.130.15 Drawing 7-10 FL.odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +25.6/-29.1 Evaluation Reports Other: Design Pressure +25.6/-29.1, Not for use In HVHZ. FL5302 R6 AE IR-6016-130-15 Reoort 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. 12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https:// www.iloridabuilding.orglprIpT_app_dtl.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design pressure +30.1/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016-140.17 report 7-10 sealed.odf Created by Independent Third party: Yes 15302.13 I Stratford (M600); Heritage (M950); I Dwg. IRC-6016-140-24, 10' Thru 16' wide IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL5302 R6 11 IRC-6016-140-24 drawino 7-10 sealed.Ddf Verified By: TOM SHELMERDINE 0048579 Created by independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-6016.140-24 reoort 7-10 seaied.odf 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 it IRC-6016-145-24 drawino 7-10 sealed.Ddf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.91-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FLS302 R6 AE IRC-6016-145-24 report 7-IQ sealed.01 Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.15 Stratford (M600); Heritage (M950); Dwg. IRC-6018-110-15, 16'2 Thru IS' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6018.110 15 Drawln0 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: +18.2/-20.6 Evaluation Reports Other: Design pressure +18.2/-20.6, Not for use in HVHZ. 3,Q2 R6AE 1KC&Q18-11 VoLt 7.1 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. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 167 thru IV wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6018-120-15 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. +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use in HVHZ. FL5302 R6 AE IRC-6018-120-IS Report 7-10 FL.Ddf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. Ban91 Meri Contact Us :: 190 North Monroe Street. Tallahassee FL 32399 Ph : BM5D.e87.102 The State of Florida is an WEED employer. Coorrloht 2007.2013 State of Florida, :: Piftatir Statement :: AccesSlbaity Statement :: Refund Statement Under Florida law, email addresses are public retards. If you do not want your e-mail address released In response to a publk•remrds request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. Ir you have any questions, please contact 850.437.1395. 'Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which cork be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S.. please click b=. Product Approval Aeoepbl C2®.®® xY'tlrllvx/:1 NICE' https://www.floridabui ldi ng.orglprlpr_app_dti.aspx?param=wGEV XQwtDqunL7seVZMF... 7/20/2015 AILAASTARA RMAER damt ARACGD V/ (t) 1/4' . 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IructuraI EngIneering • Invest lgatIons Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: IRC-6016-120-15 Test Date: 11/8/2012 1 Project No.: 12-114 Design Pressures: 21.8 psf, -24.8 psf Report Date: 12/6/2012 Model #. 600 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' Any Roof Slo e; Enclosed Building Exp. B, 30' MRH 155 mph Exp. C,15' MRH 141 mph Exp. C, 25' MRH 134 mph Exp. D,15' MRH 128 mph Ex . D, 25' MRH 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 Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testnnz: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance in substantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door first, and then negative pressure was applied. Step 1: Preload the door to 50% of the Design Pressure and hold for 10 seconds. Step 2: Unload the door for I to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for 1 to 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations.• No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary' A 16-0"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 of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin) e+eoeoa Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" e`OQo s L Stlrt ;, ., Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin oM `g.';.•f, N +=',F.Q 8 short panel (18-1/8" x 10-5/8') or 4 long panel (38-1/8" x 10-5/8') windows (3/32" annealed glass minimum - meets ASTM El300-04) may be installed in I section : Pao (' ' ir- Submitted By: it r r,. •/may v06vv ..• ,,fit, Sp i 0 STRUCTURAL . SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921- G West Friendly Avenue • Greensboro, North Carolina 27410 • (336) 856-2686 • Fax (336) 856-2687 • NC Finn #C-1096 it 14. Florida Building Code Online Page ] of 4 FL17676.2 i 1ff 1 r fMNO I'1en>MT Mt( SOS Home I Log In I User Registration I Mot Topics Submit Surcharge I Slats a Facts I Publications 1 FBC Staff I BCIS Site Map 1 Links Search I Busines Professi I FR: Public UserUSoductApproval Regulation Product Approval Menu > Product or Application Search > Applkallun List > Application Detall FL # FL17676-RZ Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature lechnical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved x Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Ri Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 12/03/2015 12/04/202S 12/06/2015 Year 200E https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGY%sjrZFR6fG 1... 5/26/2016 ELEVATION 2' typ. 36' o.c L_ max. 2' typ. T-T 8" O.C. Max. 1_ v Co a'=4'CLEARANCE CALL FOUR SIDES) WHICH TH HEAD DETAIL FLASH BY OTH Anchor See Section De• IZE HEADER AS NEEDED CAULK UNDER NAILING FIN FWTIRE PERIMETER BEFORE FASTENING. Min Edge 7/16' d DYrri r. SHIM AS REQUIRED t Min Edge 7/16_ SHEATHING JAMB DETAIL MUST ACHIEVESCREW4 ( SHOWN ENETRA71ON • NG) INTO STUD.* SILL DETAIL Notes: 1. Installation depicted based off of structural test report JB2133.01-109-47. 2. Wood screws shall satisfy the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window from* width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design Toads. 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 teat window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners 2' from comers and no more than 8' on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +40.10/-50 UNITS UP TO 36' x 84' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) s . INSTALLATION INSTRUCTIONS do FASTENER SCHEDULE - FIN— aura en wa M.R. 12-14-09 to Windows & Ooars 3540 Single Hung WAM NONE I aI Gratz, PA 0114,,, I"' 3540-3240 SH FIN — 01 11 I VelldAor / Operations Administrator) MI Windows & Doors, L• LC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION ROA The product described betbw'is hereby approved fot.fisting1h. the next issue of the AAMA Certified Products Directory. The approval Is based on successful corripletion of-teSts, and the reporting to the Administrator of the results of tests, accompanied by related drawings, by an A" Accredited Laboratory. 1. The listing beloW.wlll be added-tD the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMANYDN)A/CSA 101/1.S21A440-08 LC-PG40•-914x2134 (36x84)-H . Negative Design Pressure = -50 psf COMPANY AND CODE COD NO. i SERIES MODEL & PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH DMIWindows8iDoors, LLCDo 7158• PVC)(O/X)(IG)(INS GL) 914. mm x Z134 mrn 867 MM x 892 nun Code REINF)(71LT)(ASTM) 310" x 7'0") 2110" x 2111".) 2. This Certification will explre July 27, 2020 (extended from July 27, 2015 per AAMA 103-14a) and requires validation unlit then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: B2133.01-109-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification 4te d Laboratories. Inc. Authorized for Certification T ArnericW Architectural Manufacturers Association Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC ARC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin•36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 Il 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 13540 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 ASTM E1300.04. FL17676 R2 11 Install - 3540 SH Fin 44x63.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: htips:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports ICreatedbyIndependentThirdParty: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 11 FL17676 R1 11 Install - 3S40 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate ' Approved for use in HVHZ: No F 7676 R2 C GsC 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 Fi 17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 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 li 08-01247E 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 3S40 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371E 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 11 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by independent Third Party: Yes Evaluation Reports https://floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQ\vtDgvFGYZsjrZFR6fG 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 13540 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 Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25• FL17676 R2 Il 0S-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 FIe 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)A2726.01-10 -47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Impact Resistant: No Rev"odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH' 108x74 Fin Frame Triple CHS 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 Il 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: aadr Neat Contact Us •. 1940 North Monroe Street. Tallahassee Fl. 323 Phone: 850,487,1824 The slate of Florida Is an WEED employer. Cdpyrlaht 2007.2013 State of Florida.:. Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your a -mall address released In response to a public -records request, do not send electronic mall to UK entity. Instead, contact the office by phone or by traditional ma8. If you have any questions, please contact 850.487.1395. 'Pursuant to section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address 0 they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Produ" Approval Accepts: is 99 CreditSAFL-SE https://floridabuilding.orglpr/pr app_dtl.aspx?parain=wGEVXQwtDgvFGYZsjr7FR6fG 1... 5/26/2016 Florida Building Code Online Page l of 4 FL17676.9 ProfessionalBusiness i FMNO DpMmtd BOS Home I Log In I User Registration { Hot Topics ( Submit Surcharge I Slats 6 Facts I Publlcatlorn I FSC Staff I BPS Site Map I Links Search I Busines/ Product ApprovalProfessillalILN/USER: Public User Regulation Product Approval Menu > ProduR or Applkatbn Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Cj Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/l.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 1 FL it IModel, Number or Name I Description 17676.1 13S40 SH I 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-SO 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 11 Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.ndf 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.Ddf 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 II Install - 3540 SH Fin 40x66.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144xB4 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf 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 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No OS/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 RI 11 Install - 3540 SH Fin ASTM E1300-04. S2x84.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.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 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 11 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.odf Created by Independent Third Party: Yes 17676.11 13S40 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 1 52x62 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 52x6ZDdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 11 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf 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 3S40 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 I1 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.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52xB4 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +2S/-2S Installation Instructions Other: R-PG2S FL17676 R2 11 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3S40 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.odi Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E3300-04. Installation Instructions FL17676 R2 11 Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 10804.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: FEE Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: BSO.4a7-I824 The State of Florida Is an AA/EEO employer. Coovrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement .: Refund Statement Under Florida law, email addresses are public records If you do not want your 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 050.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees Oeensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, pease provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts; is ED Cred it5AFE https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I ... 5/26/2016 f' w Velidator / Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing'Ih the next issue of the AAMA.Cerlified Products Directory. The approval Is based on successful completion of tests, and the reporting to the Administrator oflhe 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/I.S2JA440-08 LC-PG40•-914x2134 (36x84W Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL & PRODUCT MAXIMUM SIZE TESTED DESCRIPTION MI Windows & Doors. LLC 3540 SH (FINLESS) FRAME SASH 7157 PVC)(O0Q(IG)(INS GL) 914 mm x 2134 mm 067 ntrn x 892 mm Code: MTL REINF)(TILT)(ASTM) 3'0"x 7'0") 2'10" x 241") 2. This Certification will expire July 27, 2020 (extended from July 27, 2015 per AAMA 10344a) and requires validation unlit then by continued listing in the current AAMA Certified Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: 81910.01-109.47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev. 1/11) Validated for Certification 4te h, d Laboratories, Inc. Authorized for Certification T Ameri&A Architectural Manufacturers Association 36" MAX. FRAME WIDTH I 4" MAX. I ANCHORS TO BE EOUALLY SPACED. SEE ANCHOR CHART SHEET I FOR UNIT SIZE AND ANCHOR CUA14TITY O 84 MAX. FRAME hIEIGH X IJ- 4" MAT r I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.0PSF I NGNE Number oAenchors uirod at each jamb Height in) Panel Wdlh (in) 24.0 30.0 Ja.O 2" 2 2 2 30.0 2 2 2 3a.0 3 3 3 42.0 J 3 3 41L0 3 3 J 4.0 3 J 4 60.0 4 a 4 aa.o a a4 T2A 4 4 Too a 5 e4.0 s s TASIE OF CONTENTS SHEET (40.1 DESCRIPTION ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 I INSTALLATION DETAILS RC S S DE:C4IPn0N arc I morn..-o NOTES: 1) FHE PRODUCT SHOWN HEP.E114 IS DESIGNED AND hLANUFACTUREO TO COMPLY REQUIREMENTS OF THE FLORIOA BUILDING CCOE. 2) WOOD FP.AMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASCNRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) NX BUCK OVER MASOidP.Y/CONCRETE IS 01311ONAI. WHERE 1X SUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY Or THE ARCHITECT OR ENGINEER OF aECORD, 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WAND LOAD DUR_A110N FACTOR Cd=1.6 WAS USED FOP, WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING,, RAILS MUST BE REINFORCED WITH P.F-104S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR T,-IS PRODUCT IN WIND BORNE DEBRIS REGIONS 9) SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS A140 INSTALLATION ('ETAILS 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 68 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIE'JE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS S6+CWN IN ELEVATIONS AND INSTALLATION DETAILS. 12) ALL FASTENERS TO BE CORROSION RESIST4Nf, 13) 114STALLATION ANCHORS SHALL BE INSTALLED 1t4 ACCORDANCE WITH A14CPOP MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS iHAY THE MINIMUM SiRENriTH SPECIFIED BELOW: A. WOOD - MINIMUM SPFCII•lf; GRAVITY Or A=(1.42 B. CONCRETE - MINIMUM COMPR-SSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFO.^..LIANCE TO ASTM C-90. GRADE N, T`rPE I (OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS ft. E0 650 WEST II11111IIJA TREET 5GENS 9fii G ANTZ, PAAKET1R7030S0370 F• 6} x* =_ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES OF1j:*-;Q V.L, 08 501372 i7sS pNAi`Et \\N D,: NTS 10/17/11 1 OF 3 1' 2Y SUCK/WOOD I-RALIING \ BY OTHERS. 2X BUCK TO BE PROPERLY SECURED \ FLANGE TO EE SET CJ BED OF APPROVED SEALANT EXTERIOR FLANGE TO BE - SET IN BED O APPROVED SEALANT Q I 1; a" MAX J SHIM HEAP IC BE SET IN A BED OF APPROVED CONSTRU'TIOT: SELANT INTERIOR SILL TO BE SET IN BED OF APPROVED CONSTFUCfION ADHESIVE 1/4• MAX. SHIM 2` OTHERS. BUCK TO SUCK/WOOD FRAMING — B; VERTICAL CROSS SECTION BE PROPERLY SECURED 2XBUCK/WOODFRAMING INSTALLATION R! vrw.%S I REVMECRPTIONIOciEIsPGkowoi 3/ic wn. 1/4" KAx EMBEDMENT SHIM i 5 WOOD SCREW i 1INTERIOR 2X BUCK/WOOD FRAMING BY OTHEP.S. 2h BUG! TO \ I0 I EE PROPERLY SECURED d 111 EXTERIOR FLANGE TO BE SET IN SEC) OF APPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUOKM'OOD FRAMING INSTALLATION NOTE: INTERIOR AND EXTEMOR FINISHES. BY OTHERS NOT SHO".N FOR CLARITY. MI WINDOWS AND DOORS 051 o4CO///, 650 WEST MARKET STREET GRANTZ, PA 17030-0370 J\•. • • • . ! 9 i, GENS. ,d' 0 9,5 SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36' X 84 o C INSTALLATIONDETAILSf+• $STATE OF t<, s Or Ao atv V. L. 08 BONA t a6\\` II 5011372aiENTS10/17/1t 2 OF 3 MArOINRY/-LONCRET£ BY OTHERS OPTICNAL 07 BUCK BY 4, OTHERS. IX BUCK IG BE 4 RO-'CRLY SECURED. 'ZEE NOTE 3 SHEET I FLANU TO BE g III i/,- MAY. j SETIV BED OF y SHIM APP-RavED SEALANT ' HEAD 10 BE SET IN A SEP, OF APPROVED CONSTP,UCTION SEALANT EXTERINTERIOR SILL i0 BE SET 114 i SED OF APPROVED OiJSTRUCTIOH ADHESIVE r FLANGE TO BE - I/4" MAX SE11111 BED OF SHIM APPP. OLT-D SE;drirJT `II —-_ J a - M1S0NRY/!,'OrJ!,'RETE OPTIONAL iX BUCK Br a• BY OTHERS OTHERS. iX BUCK TO BE / PRCPERLY SECURED. SEE { NOTE 3 SHEET 1 _ I VERTICAL CROSS SECTION MASONRY, CONCRETE INSTALLATION F.. I 0E',LW%IW" enrra;. s arc A-M r.TD I 1/ 4" MIN. _ _ 1/4" MAX EMBEOMENr ` SHIM JAPCON MASONRY/ CONCRETEII BYOIIIERS51 INTERIOR EDGE DIST. CPIIGNAL IX BUCK BY - EXTERIOR OTHERS, iX BUCK TO BE PRCPEF. LY SECURED. SEE - FLANGE 10 BE NCTE 3 SHEET I SET IN FEE) OF APPROvEO SEALANT HORIZONTAL CROSS SECTION MASONRYiCONCRETE INSTALLATION NOTE: INIERIOR AND EXTERIOR. FINISHES, BY OTHERS. NOT SHCtirN FOP CLARIre. M650 IwDOWESTM tlk IILI0 R ED SDOORS GRANTZ. PA 17030-0370 TREET`\\ J`y GENS,•9iA SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW ir• IdOyKFS *= STEEL REINFORCED - NON -IMPACT 36" X 84iyZ INSTALLATIONDETAILSTATOfpO•• ` DPFW .% on, uo ccv ii'n S 0872/S,ONA,t`\ cara;c z ca NTS10/17/11 3 OF 3 7 L. Roberto Lomas P.E. 1432 Woodford Rd. Lcwisvillc.'NC 27023 336-945-9695 rllomos@lrlomospc.com Manufacturer: M) 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 mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Building Code. Supporting Technlcai Documentation: 1. Approval document: drawing number 08=01372, titled Series 3540 Finless PVC Single Hung Window — Non - Impact, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: B1910.01-10947, signed and sealed by Michael D. Stremmel, P.E. Architectural Testing, Inc. York, PA AAMANVDMA/CSA 101/I.S.2/A440-05 Design pressure: +40.10/-00.13psf' Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. L nritations and Conditions of use: Maximum design pressure: +40.0/-50.0 psi Maximum unit sae: 36" x 84' Units must be glazed per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll formed steel. This product is not rated to be used in the HVHZ, This product is not Impact resistant and requires. Impact protection In wind borne debris regions. Installation: Units must be Installed in accordance with approval document, 08-01372- Certification of Independence- Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the,product(s) for which this report is being issued. Also. I don't have nor will acquire a firiancial interest in any other entity involved in the approVal process of the listed' prodUct(s). 1 of 1 0 y/i 0 E NZZ 4.-TAT 0,,8t251 10 OF 0 , ; s .10RIOP **X%. Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 w Florida Building Code Online FL17676.16 Page 1 of 4 FM JO F1epMMtd EaS Home I Lop In I User Registration i Hot Topics I Submit Surcharge I Slats a Facts I publications I FaC Staff 1 BUS Site Map I Links Search Busines / bfessi iial a product Approval USER: Public User Regulation pm0uct Aooroval Menu > Produtt er Aoolkatbn Search > Aoolicatbn List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email n Ml Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 13540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.ndf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C 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 If Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame I 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.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 11 Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 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.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date j 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 R1 II Install - 3540 SH Fin ASTM E1300-04. 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 1 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure. +35/-47 Installation Instructions i Other: LC-PG35 FL17676 R2 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.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.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 j Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I ... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 11 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.0df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other:R-PG25 FL17676 R2 11 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE S12141 3540 Fls S2x84.ndf 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 3S40.AWS.IG.FIN.48X72.R3S.(072016) Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.0df 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: 850-487-1824 The Stale of Florida is an AA/EEO employer. Couvrioht 2007.2013 State of Florida.:: Privacy Statement .: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 950.487.139S. 'Pursuant to Section 455.275(1). Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalts provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: RE CreditbAFE https:Hfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G I ... 5/26/2016 112 Validates I OweWns 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 ih the next issue of the AAMA Certified Products Directoly: 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 TESTEDAAMAIWDMAICSA1011I.S. 2IA440-08 LC-PG35`-2731x1867 (108x74) Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL 8 PRODUCT DESCRIPTION MAXIMUM SIZE TESTED MI Widows & Doors, Inc. 3540 TRIPLE SH (FIN) FRAME SASH 10817 PVC)(OIX.OIX.OIX)(IG) 2731 trim x 1867 mrn 60 mm x 919 mm Code: MTL L_ tWS GL(REINF)(TILT)(ASTM) 9'0" x 6'2") I ( 2'10" x 3'0") Z This Certification will expire April 12, 2017 and requires validation until then by continued listing In the current AAMA Certified Products Directory. i 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01409.47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev. 1111) Validated for Certification h, 4W_ oci led Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION low 12' 0.0 2- typ. — Max r-- 2' typ 1 TF 2' o.c. max. L n fb-*&"CLEARANCE ALL FOUR SIDES) WHICH S THING Min Edge Distance JAMB DETAIL HEAD DETAIL n"I IVY ME Anchor See Section Details) Min Edge 41 SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS DUIRED DRYWALL OWN WITH 1/2' SHEATHING) MUST ACHIEVE 1-1/4- PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck Installations ore assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted of each fastener location. Shims shall be load bearing. non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration. water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from comers and no more than 12' on center. Design pressures of smaller window sixes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) wmo INSTALLATION INSTRUCTIONS dr FASTENER SCHEDULE — FIN— atiw- ee am V.M.R. 8-20-09 e own 3540 Single Hung NONE I am Windows & Doors Gratz. PA Continuous Head and Sill oft -a 35/0 SH CSH nN — A Florida Building Code Online p (J I I I n` Page I of 3 1 Paj6NrArWVnjd Busines l eas Home I Log In I user ftowrauon rDduat ApprovalProfessi0PsEa: wont user Hot Tapia I Submit Surcharge I Slats a Fels ! Publications I FBC SNIT I BUS Site Mao I Units I Search I Regulation Product Ae KMt Menu > Pm m or IbMicallon Search > eoollatbn Ust > Appiketlon Detail FL # FLI5333-R2 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Address/Phone/Emall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger®miwd.com Brent Sltlinger bsitlinger®miwd.com Windows Mullions Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer A Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/201S Steven M. Urich, PE Ni Validation Checklist - Hardoopy Received NUMdOW X= AAMA 450 2006 AAMA 506 2008 ASTM E1886 2005 ASTM E1996 2002 CODE SECTION 1710.5.3 2014 hops://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WI... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option D Date Submitted 06/19/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL # Model, Number or Name Description 15333.1 1 1/8" x 4" STRUCTURAL MULLION 1 1/8" x 4" STRUCTURAL MULLION HORIZONTAL HORIZONTAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-00907C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure, +60/-60 Evaluation Reports other: FLIS333 R2 AE 511458C.Ddf Created by Independent Third Party: Yes 15333.2 1 1/8" x 4" STRUCTURAL MULLION 1 1/8' x 4" STRUCTURAL MULLION VERTICAL VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 RZ 11 08-00906C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: +60/-60 Evaluation Reports Other: FLIS333 R2 AE 511457.C.od/ Created by Independent Third Party: Yes 15333.3 1442 AND 5348 HORIZONTAL 1442 AND 5348 HORIZONTAL MULLION SINGLE WITH MULLION TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 RZ 11 08.00138D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports. Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 5102190.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.4 1442, 1448, 5348 AND 5548 VERTICAL MULLION 1442, 1448, 5348 AND 5548 VERTICAL MULLION Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-001390.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 5102206'.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15333.5 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-00140D.:idf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510221D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.6 1445, 1447, 5347 AND 5547 1445, 1447, 5347 AND 5547 HORIZONTAL MULLION TWIN HORIZONTAL MULLION WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 11 08-00141D.edf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510222D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.7 11445, 4 "05347 AND 5547 VERTICAL 11445, 5347 AND 5547 VERTICAL MULLION I https://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW]... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08.00142D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15333 RZ AE 510223D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.8 1445-2, 1447-2 AND 5347-2 1445-2, 1447-2, AND 5347-2 HORIZONTAL MULLION HORIZONTAL MULLION SINGLE WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 11 08-00143D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 510224D.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.9 1445-2, 1447-2, 5347-2 AND 1445-2, 1447-2, 5347-2 AND 5547-2 HORIZONTAL 5547-2 HORIZONTAL MULLION MULLION TWIN WITH TRANSOM Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS333 R2 II 08.001440.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: REFER TO APPROVAL DOCUMENT FOR DESIGN Evaluation Reports FLIS333 RZ AE 510225pWj PRESSURE RATINGS Created by Independent Third Party: Yes 15333.10 1445-2, 5347-2 AND 5547-2 VERTICAL MULLION 144S-2, 5347-2 AND 5547-2 VERTICAL MULLION Limits of Use Installation Instructions Approved for use In HVHZ: No FLIS333 R2 II 08-00145D.DdI Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE-510226D.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15333.11 1X3 STRUCTURAL TUBING 1X3 STRUCTURAL TUBING MULLION VERTICAL MULLION VERTICAL Limits of Use Installation Instructions Approved for use in HVHZ: No FL15333 R2 ll 08.00668C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS333 R2 AE 511127C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Mack Nc:t fnmaQ Us ,: k= Hm[h 112= Street. Tellehassm Fl 32399 phone• a50m487.fs74 The Stale of Florida Is an AA/EEO employer, CaDvilont 2 -2013 Seta of Florida.:: Privacy Statement:: Arcessiblhty Statetnem :: Aef uul a.. nt Under Flod" low, email addresses are public records. If you do not want your e-mall address reloesed in response to a Wblk•records request, do not send tlectronic man to this entity. Instead, contact the office by phone or by traditional mall. lr you have any questions, please contact 850.487.1395. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F,S, must provide the Dapartmam with an emall address If they have one. The ernads provided may be used for official communicatlon with the licensee. However emall addresses are public record. It you do not wish to supply a personal address, please provide the Department with an emaa address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please tack hne . Product Approval Accept: mfa00 crc SAFE https://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEV XQwtDgtH8572gvd WI... 7/20/2015 h(;T; S: lj AIE PROD! C" SWAN HLd:I`J IS 17ESILNED AND F:AJ:LCAC°U?=0 TC C-W--L` :MATH RFOLIIRFUENTS O' lHf, fWRICA BUILDING C,.CF. 2i %kC,:D °4 yli4C '0 FE OESIOiJEO ANO '%N {.RED IC PBO'__LM TvJJSF=R ALL LO%,DS T^ ,TZIJClUP'. I':AMING1TH' ESPONSIE- UIr C•i tl,c ilJ'siliEC' OR Ea iyE=ROF RECORD. 3) 4!L0:VA3L_ STREST WP vZErSC OF r.'a5 N i l!SCO II. Ti-.- C': I^^ Of H!C P::OCLI(T SI,C%YN HERE",, YJNO LOAD CLRC IC\ OP. Cc- a Y'tii JSF:J FtJO 'n,iOJ ANC-(•R 4} A='OPL:cF' aPA::T PPCTECTIV:-"STEFd t''.^ $= 14= FOR --IS OUCT lft WINE- eC'.•E DEERIS F!ECONS WJ 17 .44) 70 _3. is :! I_iIC.: P=:fS5J4E ;,NO I..ST.ALLPTOtJ DETAILS SH3s: N I -IS J47:" d°'.T i:??!Y' C\-t 10 :?UI_LION. sMl`IDCWS MUS' ICE? SEPARAIE 6) TINGLE :.v.0 vlS C =t I ULLEO AR_ ;JOT JVITLD T(', T-Iosv SI• C'.`T, I`! III.:; C•u*.KG. W,Nc0w5 lA-ST 3E 11F;:LF%:TJKrj 6Y GENERAL AL JF IN! RJ 7) J:$I ': PRESSJPC Or Y LLED LNI: 5HALL UL COI,TPOLLLC H' 'r LES_ EP. D_-SIvIJ PR=S:UPE OF Tr:F 'a!:I' lCm CIRTHE I'JDP.JIDU-L d. 1NDCW ^F 00CP I;\IT. aUJ: ITS V,.- BE '.W _: -:TETHER INDE71Y1:I f AS ! NG Al ;;IN:LE UNiT .•%I0'• I A'JD rEGIT A?E "JOT EY!:EEOEO /,ND i:.ILI.I N IS Rj Id.. LLICIJ •FRTIC.AL I::STA_LA_ICf: IS 51(;VI4. b_L_IC•'I MIl' r_ USED I`! •I;; R ZGNTAL APPL ^'n0FJS AS AS OIf.1EKS'C\S IfIC :MTEE• r.ER_ r. A?E 10- E-CEECEO AN:, vULLICI, IS AN.-CPED-CCv^?OI`!G IG T- I:i 0^,7k1I:I_NT. X :;N PRESSLRE TAELC NSIv1,0UNS Al )EFI`!: " c0U!!'cli ULS!:N LOAC 01P, FL:IRICA 9JI_01NC. COLIE CFNPTcp 1(•. i; DCT° RMv%E TRIBUTARY WICT-i ANC VULL•6t: SrIAV CASED ON ROQUCT TO RE NSTaLl F 0. SEE F.')R T"r,1:;1"AR "r.'10-H, n(*A- I K:7111011 SPA% •UNIT HEIC•n;) iNIC IRIE+VTA•IY Yl;)4.. Ai T/IE Ii.TER$"C CJ• = kO:; u,D COL'JA,`! ('QI,iAIN.VJJ TI,i MULLION SPAN AND- AIGUTAAl XID-1 P=SPC_- WEL) IS T+c MULLICN RATR45 FOn P? ODUC? I': STEP 7, MUI I I!)f. 1A11KG I+IJS' BE EQUAL C'< C-,E=.TCR TIIA`I 1_ :U NI:O CES!GN Ps:E55.''C C3iAIt+cO IN SrEF i, TABLE 0= CONTENTS 51•ECT i:, DES. RIPT%,.% t h( i'F5 2 C, Cf.FGJR,`TION5 AN • :P aR' INSI -LAi ON DETAI_S 4 kO- O .PENIS CRC=o;, hv fVl1 qa+.vEf. Rt':•StC IC CCV=L' W,iI 12011-1 Of, anl'iE0 uC,ES ARP Ctt4;1T i:;>EO usNS 1?/ 13 k.:. kE`:.SE?:` 16TALL,11`4O-aLS CS%'':•I. R'. i•NC CRIN•; N3'=S• I? -Cn, A-11-KRI90, IV'O IJ.ASO!.? l,S' iOUR (4) 3/)0" :+A5CvRY ANL'a0 S' lTl, A JI.Vi! fA "1=A•-'A.4:1'" 07 3C,'5R, * AT F.AI r END CF vuwot, K Ty SLFFCIEni LENc")- TC ' Hl.:r ,t T a' !dltJltdU`d E'R(EED'aE1JT Iqi% S:JCSi=ATE :HTn M N,.- Ird =EIGE 0.57ANCL. LC'Cr- _ .,NCiOzS >S SyO:\N 11% ELE':^.TiCN C'-•"•ILS. i•i• f 'ORING INTO WOOD--a`AI;!•; OR 2" 3i.'•K USE FQ'JR (4'' &iD t..^•OC A7 CA. N a,: j ;W PULUGN W1111 SUi F ;IENI F:1(,fil (f) ACi,IF%- A I N AJU- NBECfJ! LT INTO SL'ESTRAiE JJO M:NfVLM EDGE j STANCE IJCH:;:S AS-'IC'A', IN ELE,ATION CE-A!L'i,. TTACI-N: U7+115 'k) M,1It10N ,Ian kd Svc SELF TaPPI^G SCR::YS KITH SJF° iC!_I,T LI:I CIH -O ACr'EVf A L9IAR,,IV E:3_CtiF.!:T U- 'rFEE -RfA:S AST FI' r MULLICU :TALL LQ(4iC SC <EYJ- SF,vY 4 IPl AN!.-(,,P, fLF::: CN. Aj JCR AlNi::::Y wslls NM•>CP,IN-3 SCHECL.LE RE. F? 10 N::If)nW Arr:2C i:SI IfI\ INSTRUCTIONS, AVCHORS _,Wt. L EF INS.A.t-O 11; a::C(:NI)k4CE W.11-1 ANC-1,4 Wll,tJ= A';TURER S I`.3TAL11TICfi :FTN- C'IQN5, =i::7 AN:$t^,RS SHA_L f:Ci BE •JS== IN S::3STF. T_S wlT4 STFCN,:T,S L=SS 71W.' }IE VINMLI:! STF•EN>TIf S=EG:!EC 5_,•... MOCD - MIN IaI.-M 3PECI"-C CIF ;-0,12 9. C:' f.CRETE - VIN11JUk, CO!JPRES_IVE SI?RUJ;TI: 0= ' _0•, PSI, SIGNED: 0611612015 MI Wi 1001VW. CROS Y AND R0R5 LLC CARROLLTON, TX 75006 J\5\% AEI`!04f4z fir, v G HS,•,iP 0 6 ,' 7u E OF jS/ONAi)\' 442, 1448, 5348 AND $548 VERTICAL MULLION GENERAL NCTES 08-0 39 D scxe :. NTS 01/O6/09 1 OF 4 41* Inc ICOMBINED WICTH II W1 II-- 9J - 1 T' 1 I f i FRAME 1-EIGHT WrN00W WINDOW J 192- OMSINEM WICTH COE1BNc3 i F:h;4E LOW C- H_-Z:WJNOOW ri1ULLION A`11-"!I W2 T- r a'j vic, FF.,ZME LVINDO hh c W) i I 192' COMBINED V1QT- 04il uTta n3tin 192" 1111 r1r-1.7 96, f?`tE 1t/NOOW WJNOOW Ilrl•r.i l4UL I.OV SPAN; f J_L-LJ 1- 1CMBN90V. DTH 1-- V. i I f WINDOW FR=I.JE hcl•,HT i HMO W1- L- n tny' C.,VOINEO u1014 FE :*.S r: c7.r."rrc. a 171 f5i. 10 COA-LY WlrH Tj li_lSC4 .137C3 A.10 CHAP EwSEt rJS1-1eTIGN v?F!L•i CnvsImzb WIOT, 1 If J WINDOW F7i\d[ / H 0C,1; WINDOW IlUI. .IE•I / W2 13 4ti HIC1. 1; Li::lh APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 192'AS SHOWN HEREIN. Mullion span 0n) T=y w 0th 18.00 24.00 20.00 26.00 142.00 48.00 1501400 pn) 60.00 68.00 T8.00 184.00 80.00 Oft 24.00 136.5 136.0 130. 0b' 30..0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 30.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 26.00 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 130.0 42.00 130.0 130.0 130.0 130.0 1300 130.0 130,0 730.0 130.0 130.0 130,0 130.0 40.00 130.0 130.0 130.0 130.0 129.6 129.E 129.6 120.6 129.6 129.6 129.6 129.6 54.00 130.0 126.3 105.9 66,282.2 80.8 80.9 II0.9 t10.9 80,9 80,9 80.9 60.00 1i7.5 00.7 75.3 9 8 53.1 6&1 5&1 53.1 1 3.t 66.W 07.7 67.3 55.6 4&1 43.2 39.9 37.8 36.6 36.3 36.3 3&3 3&3 3&3 72.00 67,2 51.4 42.2 36.3 32.3 29.5 27.7 26.5 2&8 25.6 25.6 78.00 S2,7 40.2 329 28.1 21,9 22.6 21.0 1&8 192 6 1&6 1&6 W 42.0 32.0 26.1 222 11.6 17.7 16.4 t5.4 14,7 a6268 I&B 13.8 W.00 34.1 25.9 21.1 17.8 16.7 14.2 13.0 12.1 11.5 5 10,b 10.5 96.00 26.0 1 21.3 17.3 t4,6 t2.8 tt,b 10.5 LARGE AND SMALL MISSILE IMPACT, LEVEL O, WINO ZONE 3 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 1442, 1448, 5348 AND 5548 VERTICAL MULLION CONFIGURATIONS AND CHART F,A, _1 _ 08-00139 CatE NTS 0a:r 01 /06/09' s"rr- 2 OF 4 nn•c r_.rtc tH:C6j07 R,L, ilJ/ 12j 12 P I ' SIGNED: 0611612015 F: SIM.5 NO. I PANT NUMBtN I LftA:11Ir11UN 1 L11`10AULJ E'F RV Vt!1 KN ,' 7 1442.1448_5348 & SW 1 X 2 112 % its MULL ALUM. 6005 T-5 DISTANCE sCE - 2 ( 1320_ .WOODJMASO,- AN CLIP ROTf.S I&: r_:1:e1 0 tut•'n, n'I: ^C:7 "57 o1; C:f; ,,9 R.L. 3 1330 WOODIMASONRYANCHOR CLIP { `h ET D r._:aS!c r;;,IEs 41C CKART 4 1 1350 MOUNTING PLATE ( y I SUSSTWTE 1., I3 IRS. 5 1438 WOODM64SONRY ANCHOR CLIP I 3Y 01%tm B 14" WOOD/MAWNRYANCHORCLIP _ ••r _ _] Rc?I ZI_=V•L-410%: vriimu` i Et,-GESUwmIs i • e • i!•:,: ES I;tZ I .. BYOT}!ETS • . ' a ETiL. • L• /. `• ¢ • lWC/ rDR $CRtlY /fi.` IfL• if •• • L S NOT:SIAND2 I ON SNEE T I HH" r f tiViiJORSCRt1h • S WINDOW UNITS 1LLIt.: 3 SEE NOTES 1 AND 2 y F':: 4 - - f S; SL8 ON SKEET 1 ,- i P.?'•..2'.r.1S.s11:+C"...k? ''Pr SH Or?_c" VAX O.C. 2 n TOPT • E.S-F^ r..I uB?fi,IGJ 02-1= VERTICAL NuuJON TOP CLIP INSTAUATION Or O ANCHOR SCR-cW SPJE KOTES 1 AND 2 ON SHEET I ANCHOR SCREW SEE NOTFs I ANU ON SKEET 1 — I I • I a 4 y i ll•. it •—' I, ,•... R SIGNED: 06/16/2015 I ' • MI WINDOWS AND DOORS LLC 1111111fjvi ' El Vo/, I?. r • . ISU33SW1TE' JISQi S'A43rI:5. J1:1 •: W Br OTHERS t001 W. CR053Y RO J • .... , . q / T • 17HTIGIMJJLLMJN V j BOTTOUCUPPJSTIJJATTmI CARRO ILTON, T% 75006 r••\GENy tom SUBSTRATE •. . • '' 9Yan+Eas { • . , . ,. IUiPliWRJ CMG:1442.` OI=' r!'° - 1448, 534E AND 5548 VERTICAL MULLION 1t• t25 _ o 4y", a a cy I •, y E' L Sr =- INSTALLATIONDETAILS gip' STATE Of ; t Z 41111 v9tTJGtMtJi_JON OT'OtSlCLIPINSTALLATTON F.grJiHJVU ° DvE CF .• r GIST.u1'. r. • c:.. aw .r, i • pR1CT;•: s M1jH= CT13cL F. os- coolie D i S pMA T` CnrF NTS Ot/ O6/09OF 4 It r MULLION CLIP C , AWMWUM60fAS• M f I.ILJ v. OMULLION CLIP ALUM/NUM600S5 m NfOLINTING PLATEIALUMWUM6p05-TS U21/21MULLION L'• MULLION CLIP ALUMWLIM600ST5 ' ALUMWUM600ST5 n f%15:C 17 ::UEt:•LY MT'FI :3:' =D= tll:LG/8 R.l. 3 N rASiC fl07:5 AND CHART tlS: '?;'12 u- R_' 1SeC NNAE D F=r15cC :VSPALt:•ilUri i;TN_5 _ _. U_: 15: 1` DI?L, C{ MULLION CLIP J ALUMINUM6W5-T5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 1442, 1443, 5348 AND 5548 VERTICAL MULLION COMPONENTS F. A. 1 08-00139 sa: r NTS 01- 01 /06/09 1"14 OF SIGNED. 0611612015 STATE Of A, ORIQC• c: 1ij, YONA I0aG```` L. Roberto Lomas P.E. 233 W. Main St. Danvillc, VA 24541 434-688-0609 Manufacturer: MI Windows and Doors LLC 1001 West Crosby Rd. Carrollton, TX 75006 Product Line: 1442, 1448, 5348 and 5548 Vertical Mullion Engineering Evaluation Report Report No.: 510220D Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Product description: Mullion: Extruded aluminum 1" x 2 1/2" 6005-T5, part number 1442, 1448, 5348 and 5548 Mullion Clip: Extruded aluminum 6005-T5, part number 1320, 1330, 1438 and 1439 Supporting rechnica/ Documentation: 1. Approval document: drawing number 08-00139 Revision D, prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion structural analysis and anchor calculations report No. 510212B prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use. Maximum design pressure: Refer to approval document Maximum unit sizes: Refer to approval document Units attached to mullion must have their own separate approval. Units may be mulled indefinitely as long as maximum unit size is not exceeded. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in wind bome debris regions, up to wind zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; the mullion or the individual units Installation: Mullions must be installed in accordance with approval document 08-00139 Revision D. Window units must be installed to substrate according to the manufacturers installation instructions and/or approval documentation. Certification of Independence: Please note that 1 don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 N \5 R ! IL 0 v •G E iV S•gcP. 0JK 1251 • TATE OF ; e, 00 A1- Luis R. Lomas, P.E. FL No.: 62514 06/17/2015 NOTES, I THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOVIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE, FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5 WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIN SIACK TO BE 1/4", 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPUCABLE 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 #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOIES ELEVATIONS INSTALLATION REWSONS I REV I oEuievroR I arc I APPRMEO 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2 GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18 THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDUTES, 3500SP, 3540PX. 35401, 3540SOLITES, 3540SP. 3250PZ, 3250T, 3250SDUTES. 3250SP, 3240PW. 3240T, 3240SDILITES. 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP. 3580T, 3580SOLITES, 3580SP, S-350OPW, S-3500T, S-3500SDILITES. S-3500SP, S-354OPW, S-3540T, S-3540SDLITES. S-354OSP, M-350OPW, W-350OPW, W-3500T, W-3540PW. W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 91OSP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP N.G. Ta)M_ TLKtD Qv+'56 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES 08-02859 NTS — 02/04/16 --1 OF 3 SIGNED: 0211712016 2' FI H1 96- MAX. FRAME WIDTH MAX 10" MAX O.C. 2" MAX 2- MAX 10" MAX iU" O.C. AX. AMC IGHT SEi FO OF SERIES 3500 FIXED WINDOW 2" MAX J EXTERIOR VIEW RN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50,W 60.0PSF NONE NOTES: I. MAXIMUM O.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART All Height CHART I NUMBER ANCHORS FEMSIMS I m I or.wmvmF I Mic I , "w"o MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION ow•wF: owt Fo. N.G. 08-02859 VALE NTS GTE 02/04/16 SHE"2 OF SIGNED. 0211712016 o 00 OF ; w 0RI t" NA jO10aG` APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8• MIN EDGE DISTANCE 6 WOOD SCREW APPROVED ANTBEHINNUFIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4• MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS B6 WOOD SCREW 1 1/4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4- MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION DESCIVM" .>< NOTES: 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WAD 2 PERIMETER AND JOINT SEALANT BY OTHERS rO BE FRAMING DESIGNED IN ACCORDANCE WITH ASTM E2112 ^,, 4.. 'F v c r1 I Y/ yr6 BY OTHERS SIGNED: 0211712016 M650WINDOWSDOORS L0 z EST MARICEAND TREET \\\J\51It GRATZ, PA 17030-0370 r,•v GENs•J y SERIES 3500 FIXED WINDOW 0 6 * - X 60" NON —IMPACT N INSTALLATION DETAILS TINTE OF N. G. 0We 110,08- 02859 ae k R10 SI- E NTS OAE 02/04/16 ISHEV3 OF 3 t Florida Building Code Online Page 1 of 2 glj y limgpd SOS Home I I.ag In I User Registration i Hot Topic I SuhWt surchaMe I Stats a Facts I PubkoWns I FaC staff I acts Site Map I Unks I Search I Busines //U Professi1 c 1 Product Approval eR:i uNr Regulation Pmduct Aeeroval Henn > BiOAutl'or Application Senrtro> Aoollctbn list > Appllydtlon OMeil ' FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813)884-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw®rwbldgconsultents.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer W, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 3. King, P.E. S6 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 oof:rPlim. ZTKOIB Standard Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.org/t)r/pr app_dd.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 R Florida Building Code Online Page 2 of 2 Date Submitted 04/30/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/10/2015 Date Approved 06/22/2015 Summary of Products FL d 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 FLI 019 R5 11 Inst 12019.I.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 12019.1 for Design Pressure Ratings by FL12019 R5 AE Eval 12019.1.odt specific application and for any other additional use Created by Independent Third Party: Yes limitations and Installation Instructions. pack Moal CpDla= :: 1940 North Monroe Street_ Tallahassee FL 32399 Phone: 950,487-1824 The State of Florida Is an AA1EE0 arloloyer. Coavneht 2007.2012 State f Florida.:: PFvacy Statenwrit :: Accesslbllit, 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 mad to this entity. Instead, contact the office by phone or by traditional mail. If you hove any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees; licensed under Chapter 455, F.S. must provide the Department with an email address d they have one. The smalls 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 addrm. 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., purse dirk JIM. Product Approval Accepts: a M_ P.M. Crc t. rE https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDquJEQfBP6a6FJ... 7/20/2015 rD o ACM M AMERICAN CONSTRUCTION METALS 5140 West cuffon Street Tampa, fl 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing ore subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed property to receive loods from the soffit and/or r x 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAKE Of CONIEMS SNEET11 I DESWIFIVON I T a elemlions d genera notes 2 Panel details 3 sotto details a design preigim 4 SoKt detaB 4 design pressures S SoRd details, design pressures 3 bill of materials TRIPLE 4 04 14-012 (011r RMK) Tj 4 (A 3r IKCIQ QUAD 4 Q4 a40121011rn" 0-014 janrmm swc N.T.S. oMc, m JK aac o . LFS 1CVdlx P s.soRa• —J T IL .!_!CIA SOFFIT AIR FLOW TABLE SOFFIT TYPE AM FLOW S )FM TYPE NA FLAW won pia• tea. ear 3.91 2.71% Fa a vanes n.rl em! 11.74 8.16% 11.74 8.16% 3.69 2.56% I 3.69 2.56% I-V 1.25 DISS D15S a O'l CHANNEL 2 -- 3 :O CHANNEL Atminum t.ovewct Perl---.I A15 LR. O3112. .n S DT v L ar JLMI IBe AND END DETAILS ITCOVERAGE 1' PRCN 25/8" —y— AvuAaeweLoulLn I T 6. 16 COVERAGE 69' ( REF) 4D0 MGMP 262 AVALAMIm /aLowLes I 6 QU 125 a000a0-- U 0a 000I tc:n n n n n n PATTERN PULL SCALE) § LOUVERS FORM® IN SAME 2 0@ECIION AS RIBS) L p 3gpr J VIEW'A-A" ( 4 x 5CALE) S 6 FULL VENT- W(DE ATTERN LOUlQS loaned in =. a lCliOn as ltbs) J 125' LU O O 0 1 0oo00 o—r r00 0001R00000oa0ao 0 0000000000 J LOUVER PATTMN LOUVERS KWMED IN SAME DF&VION AS RI831 o-w VIEW' A-A ( 4 xSCAlF1 S 6 FULL VENT - NARROW VENT PATTERN Lowers Termed insamedirsel'on as rips) z 0 ow SY, JK atc r. LFS oarmT+c no: FL-12,019. 1 V SPAR" A' ROOF OVERHANG ROOF ROOF FRAMING FRAMING ALUMINUM I FASCIA TRIM A. 98. SPAN ' A A {- ROOF OVERHANG ROOF OVERHANG 00 ROOF :WNti=o^ FRAMING ii `......••. -• ` i a e' i 11*1 11 1r``` „ o Z ALUMINUM FASCIA E a i v TRIM ag 9 a SOFfITJ CMU OR SOFFIT J EMU OR SOFFIT J EMU V A8 az WOOD SEE DETAIL A / FRAMED SEF DETAIL' C' FRAMED SEEOETAIL'A' FRAMEDo SEE DETAIL' S' - J SEE DETAV D' SEE DETAIL' C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL W Sham wl tru/ham ng caWlem) (Shown wl Wss/han*V (alWleM) (Shwm a/ lnj/ttamng onblem) SINGLE SPAN IENGTM A- DESIGN PRESSURE (PSO POSITIVE NEGATIVE r 70.0 141.0 107 60.0 60.0 Ir 50.0 50.0 14, 38.5 38.5 Ir 30.0 30.0 NOTE: W VOUFRAMWU AND WNNtl:11VFq IV ut DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD DETAIL " B " F- Channel TRIM NAIL ATTACHED THROUGH FASCIA 0 Id* O.C. MAX. STAPLES INSTALLED END OF PANEL AND FL B' MAIL O.C. SEE DETAIL -J'. SHEET 51 1/ rMAX. DETAIL" A" Fascia STAPLES NSTALLID 0 ZC O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL ® IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 0 17 O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL 01 T O.C. ONTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FIAT AGAINST PANEL STAPLES LOCATED 21' O.0 INTO FRAMING 1/ 1_ 3- - -- i MAX. s I' MAX. STAPLES INSTALLED 0 I T 0 C. (NO W0001 N J-CHANNEL SLOT OR 1-NAIL 0 I T O.C. DETAIL " D " J- Channel Foscio STAPLES INSTALLED 0 ITO.C. (INTO WOOD) N J-CHANNEL SLOT OR T-NAIL 0 IT O.C. INTO WOOD OR MASONRY) STAPLES LOCATED O J 2P O.C. INTO FRAMING 1' MAX. DETAIL " C " J- Channel IH. Seim N. T.S. om.On JK SUBSTRATE M07ES: a«. W. LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER olwawc No 2 MASONRY SUBSTRATE: 3.000 PSI CONCRETE (ACI301) FL-12019.1 OR HOLLOW BLOCK (ASTM C90). s-ev a<-L i SPAN ' A ' ROOF OVERHANG ROOF FRAMINGALUMINUM FASCIA TRIM EMU ORSOFHTSa000 SEEDETAIL'E' FRAMED SEE DETAIL F' SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown w/ bur4framing oveftng) TRIM NAIL ATTACHED THROUGH FASCIA 0 16' O.C. MAX. SPAN " A ROOF OVERHANG SEE NOTE 2 ROOF FRAMING ALUMINUM FASCIA 9 TRIM EMU OR SOFFIT M000 FRAMED SEE OEULL"G"—J SEE DETAIL' E' L SIDE VIEW - SINGLE SPAN w/7-CHANNEL Shown wl busSI1rarnk9 onrhmV) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL TAAOOFPAT AM` .......... ad 1SMo. O.C. - 1: OETALL'J •. SHffT S) I I h- S DETAIL" E" Fascia 1 -- i F-- I W MAX DETAIL" F" F- Channel STAPLES INSTALLED 0 2e O.C. (INTO WOOD) ON F-C~NEL LEG OR WAIL 017 O.C. ONTO WOOD OR MASONRY( STAPLES INSTALLED IrO. C. ONTO WOOD) IN FCHANNELSLOT OR T11NL 012' O.C. ONTO WOOD OR MASONRYI SUBSTRATE NOTES: 1. WOOD SUBSTRATE G = 0.42 OR BETTER 2 MASONRY SUBSTRATE: 3.000 PSI CONCRETE (AO 301 OR HOLLOW BLOCK (ARM C901• CONNECTOR NOB: ill I. WOOD FRAANNG AND CONNECTIONS TO BE DESIGN® i/ SY THE ARCHITECT OR ENGINEER OF RECORD 212d COMMON NAIL OR 3/1C TIW IAPCON CONCRETE SCREW MIN. 1-1le EMBEDMENT( 0 2N"ON CENTER SINGLE SPAN TENGTN A DESIGN PRESSURE (SF) POSMVE NEGATIVE e 70.0 141.0 to 60.0 60.0 1r 50.0 50.0 ta• 36.5 36.5 u' 30.0 30.0 STAPLES LOCATED 24' O.C. INTO FRAMING IRS.... ... sees S 2 1/ B" MAX. 1' MAX. DETAIL " G " J- ChOnnel STAPLES INSTALLED 0 IrO. C. (INTO WOOD) IN !- CHANNEL SLOT OR T•NAIL 017 O.C. ONTO WOOD OR MASONRY( LC N.T.S. BY. JK Br: LFS w" c no. FL- 12019 I cI 4 or 5 M' j 7 TI61N DESCRIPTION MATE" I FASCIA .0215" THK. AL 3105 - H 14 ALUMINUM 2 7 CHANNEL .0155 THK. AL 3105 - H24 ALUMINUM 3 IV CHANNEL A15T THK. AL. 3104 - HI9 ALUMINUM 5 QUAD 4PANEL(DI 15OR.0135'THICK AL. 3105 ALUMINUM 6 1 TRIPLE 4 PANEL (.0115 OR .0135' THICK) AL. 3105 ALUMINUM 7 1115 x I WC TRIM NAIL S.S. B IS GA. X I/4-SS STAPLE / 7/B" MIN. EMBEDMENT STEEL 9 7 X 2" BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP I EXT.1513T PLYWOOD OR BETTER WOOD 1 I 09E DIA. T-NAIL w/ 51T MIN. EMBEDMENT] STEEL 12d X 3.1 /4" H.D. GALV. STEEL COMMON NAIL 0 24"O.C. w/ 1,31C MIN. EMS 1=4- DETAIL " H " IX2 VERTICAL FRAMING (G>=0.42) ATTACH w/ 2-0d COMMON NAILS 0 TOP TO ROOF FRAMING 12d X 3.1/6" HD. GALV. STEEL COMMON NAIL 0 24' O C. w/ I-3/C MIN. EMS. STAPLES NSTAU.ED 0 v STAPLES INSTALLED 0 END OF PANEL AND END OF PANEL AND r MAX O.C. — B" MAX O.C. SEE DETAIL "J1 (SEE DETAIL "J C. MAX DETAIL " J " DETAIL "I" ROOF CVERHANG 18 H 3 SEE DETAIL' A" SHF-T 3) TWIN SPAN LENGTH w/CONTINUOUS SATTEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE 16" 70.0 70.0 lr 66.5 66.5 20" 60.0 60.0 2T 54.5 54.5 24" 50.0 50.0 SPAN • A It 1+•, f : 3dn SEE DETAIL'S' ' o it e E SHM3) 1•i fl` e p emi6NWm6LL1 4 SPAN SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ Uus/"rrdng cantilever) SPAN a' ROOF OVERHANG SEE DETAIL' G' SRET 41 ROOF FRAMING SEE NOTE 2 1 I I 1 I 11I CHu OR MO00 SffOETAL"1• 8 11 FRAHE0 SEE DETAL. SHEET 3) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DE3rGNED BY THE ARCHITECT OR ENGINEER OF RECORD 212d COMMON NAIL OR 3/16' RW TAPCON CONCRETE SCREW IMN.1.1 /C EMBEDME•0) 0 2C ON CENTER SIDE VIEW - DOUBLE SPAN w/BATTEN Shown w/ Lrus;/harmng ovehan9) SUBSTRATE NOTES: 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2 MASONRY SUBSTRATE_ 3,000 PSI CONCRETE (ACI3011 OR HOLLOW BLOCK IASTM C90). er: ar: FL— 12019.1 a 5 or R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C' P.O. Box 230 Valrico. FL 335" Phom 813.659.9197 Florida Board of ProRsslonal Engineers Cenirfcare ofAuihorindon No. 9813 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 1d of the State of Florida Product Approval, Department of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest In the company manufacturing or distributing the product or In any other entity involved In the approval process of the product named herein. Limitations: 1. This product has been evaluated and is in compliance with the Sth Edition (2014) Florida Building Code (FBC) excluding the "High Velocity Hurricane Zone". 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by drawing FL-12019.1 are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2• X 2' batten strips. 5. Aluminum soffits shall conform to the rewuiremerlts of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. S. See drawing FL-12019.1 for size and design pressure limitations. Supporting Documents: 1. Test Retort No. Test Standard TEL 01190073 ASTM E330-02 2. Drawlna No. Prepared by No. FL-12019.1 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) 4. Quality Assurance Certificate of Participation issued by Keystone Certifications, Inc., certifying that American Construction Metals is manufacturing products within a quality assurance program that complies with ISO/IEC 17020 and Guide 53 Sheet 1 of 1 Testing Laboratory Slgned 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. t11i11881 F,' o SCHJI,11 3 .•' `C E N tpF.• s 140 434DO E 4•w, S;ItTF O ` i fi:'01Oi 1pP'• i F. Schmidt, P.E. FL PE No. 43409 4Nn0t5 l Florida Building Code Online hr1 l Page 1 of 2 B'usiness : Professional Regulation Ra Rmwrz vmwld acts Home I toe to I user rtephtRom ! Hot TOPKS I Submit Suroarge I Slats S Facts I Publl[illon6 I FOC staff I at1S site Map I Unts I sore+ I Busines V Professi - aI Product Approval uses: wbk Umr Regulation piwpJ;Mmy s P[O>luct or Aoelkatbn SearM > AOollntbn List > /tppllgtlon peb11 FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RlverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolllns®adasroofing.com Authorized Signature Meldrin Collins mcollins@atiasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden M, Validation Checklist - Hardcopy Received Certificate of Independence FLi630S R4 COI ATLi3002.4.2014 FBC Product Evaluation Shinoles.odf Referenced Standard and year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7150 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summary of Products FL it 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 ATL33002.4 2014 FBC Product-Evaluatlon Shinoles.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shinoles.Ddf Created by Independent Third Party: Yes Dark Neat Contact Us :: ]VAD north atoms! Street_. Tallahassee FL 32392 Phone: 850,487•2824 The Stale of Florida is an ANEW empbyer.•CCity ittht 2007=2013 Slated Florida.: • PrwAy Statement :: Actiessibnity Statement :: Refund Statement Under Floids law, emall addresses are public records. If you do not want your e-mail address released In response to a pubic -records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 550.407.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under chapter e55, F.S. must provide the Department with an Wrap address n they have one. The emarts provided may be used for official communigl1o11 with the ncensee. However enroll addresses are public record. If you do not wish to supply a personal address, please provide the Department with an ernall address which can be is available to the public. To determine If you are a licensee under chapter 455, FS., please click b=. Product Approval Accepts: c—"d tYUfit 1'\tl•INn. https://www.floridabuilding.org/pr/pr_app_dtl.aspx?parwn=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangenfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1. 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Constniction 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 (17ST5878) ATL-107-02-01 TAS 100 1995 PRI Constriction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA 16-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATLA32-02-01 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) ATLA35.02-01 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 0 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATLI3002.4 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 PRO Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATLA72-02-01 ASTM D 3462 2009 PRO Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRO 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 PR Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRO Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRO Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161. Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton S Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StornMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. 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. ATL FL 16305-R4 2 of This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterO 30 & Basic Wind Speed (Vwt). Tough-Masterl) 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 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. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. 36• 4 Nails Lr j—------- 12" 4 4 12' —+-- 12' Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36' Nails 12" • ? 1 4 h--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 Prol-AM'" Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vosd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 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. myr ti »w eanow M' 0• 0 Vr I Figure 3. Prol-AMTM' Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 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 Pinnacle® Pristine & Basic Wind Speed (Vui): StormMaster@ Shake Basic Wind Speed (Ve{e): 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 manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or '6 Nail Pattern' detailed below. 3{{. p n{n.LWMIrr r J// n im r rr UOO=1L= Ouf--DlCrD,,!7 =-IC70CDC-j M• ' r1 O CD C) r 1 ( (t-1 , r 1 -1f=a ._ 1 C. L7 p 0 r=D F/ FJ-' 7IK Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattem (Non-HVHZ only) 793V m 17 {s {r. mA WV *Ww ru, errrrr arr,cw 0 1C 0000 00 000 0000, ,.. 000 00o rMoo or o oo• o TIT I L 1V- Figure S. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATI-13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shalt 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 (Vmi): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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' nw Ie" Figure 7. StormMaster® Slate 4 Nail Pattem 9" Figure 8. StonnMaster® 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 (VwO: Basic Wind Speed (Vero): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 11 . t 1M.y urN,.p r - -1- 1C F T ; f 1• L 1 0 •o d Figure 9. Pro -Cut® Starter Strip T ATL13002.4 FL 16305-R4 Page 7 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC Pro -Cut& Hip & Ridge Basic Wind Speed (Vwt): Basic Wind Speed (V,so): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. I 1.2" I 12 ga. 1-1/2' ring shank nail 12" 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 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 501 Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. I aY R! f No 74021 9 STATE OF 7"4J F CERTIFICATION OF INDEPENDENCE 2015.06.2 hZ&-912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services. LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any company manufacturing or distributing products under this evaluation Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE V" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-ON-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) ATLA 18-02-01 ASTM D 3462 20D9 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 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 3181 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 10D 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 20D9 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 ATL73002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles0TECHNICALSERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed. Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. AT03002.4 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 ATLAS ROOFING CORPORATION Asphalt shingles GlassMasterO 30 & Basic Wind Speed (V,ji): Max. 194 mph Tough -Master® 20 Basic Wind Speed (Vesd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 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. Undedayment: In accordance with FBC requirements. Min. slope: 2.12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ): Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installation (Non-HVHZ): Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern' detailed below. Nails M•1' 12" • SW1L Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 36" Nails 12" 4 1 Ste" 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. SCREEKTECHNICALSERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vet): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern* or "6 Nail Pattern' detailed below. 70 7? 1Ma 1703 9*-"W C6rQnW 111N Mtl r lYP 1• 0 0 0 0 0 0 0 0 0 0 0 0 Figure 3. PrOLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) rw ur 1ge wrroo+ we1.wupa..9 • r 1R' rw lam L•_/- 4= f_=J [.J r -G 0 E=3 — --- r• 9 w• I Figure 4. Pro-LAMTO Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-114 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnack" Pristine & StormMaster® Shake Basic Wind Speed (Vuit): Basic Wind Speed (Vew): Deck (HVHZ)• Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): IM.q phYbMnOme 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 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 0000 ISC= 0 OG7LiI l i :1CC=J l C'1 M L7 CO (O O O C=1 C1 67 AFigure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only aW IW nafti•C1I / MIM YI aew lsw I1• 7 1' 1' g O O O o O O CD O O O O O OC! O OO fie 4• 0 0 0 0 o O o a o O o 0 0 0 0 r I 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 StormMasterO Slate Basic Wind Speed (Vtdt): Basic Wind Speed (Vw): Deck (HVHZ): Deck (Non-HVHZ), Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or "6 Nail Pattem" detailed below. ITLilke- i Figure 7. StormMastertti Slate 4 Nail Pattern U;L, J. 9" Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify, CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vol): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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 manufacturers published installation instructions. Shingles shall be attached as shown below. 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,d,): Basic Wind Speed (Vaal): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and 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. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. r 12 ga. 1-1/2" ring1 i r shank Hall 12" 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 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 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 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 4 RG P i No 74021 Cr Z 33• STATE OF :W CERTIFICATION OF INDEPENDENCE 2015.06.2 9 12:55:48 4,,1/Iw W,• . 04'00' Zachary R. Pnest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services. LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial Interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply.warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4. Florida Building Code Online U n6er 10,I uM Co Page I of 1 Ell L 15ZI (,o- MW - . Business : ProfessionalI r IIr FbddaOepirtlll od DCIS Hurtle I Log In I User Registration : Mot Topics Submit Surcharge I Slats S Facts Publications I FlIC stare I SCIS Site Map I Links I Search Busines,`jm$,/ Product Approval Professitk2l rUSER: Public User Regulation Product lomoval Menu > Product or AeeGcatbn Search > ApP1lraUon Ue,t Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Kesuits, A ucaavoe FLit I TvaeManufacturer Validated_ft lWatu FL15216-R2 Revision InterWrap, Inc. John W. Knezevlch, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments MprP' e0, oy Voca. .ipprvvq•vy v yyu re .,,..,,...,. ..... ......... . .... _. ..._ foe > t 1s :: 194o Heith Momee Simi- janallayme Fig, ,]399 Phone: 9so•ee74924 The Suite of Florida Is an WEED employer. C^^vrbht 2007.2till State er norida.:: Privacy Statement :: Accessibility :: Refund Suit mmt Under Florida law, email addresses are Public rewrds. it you do not want your email address released In response to a public•recovds request, do not send m electronic an tothis entity. Instead, Contact the once by phone or by traditional map. 11 you have any questlOAs, please Contact 850.497.1395. •Pursuant to Section 455.275( 1), Florida Statutes, oifective October 1. 2012, Ikenmes licensed under Chapter 455. F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please, Provide the Department with an email address which can be made available to the public. To date. Ing It you are a licensee under Chapter 455, F. S., please click here . Product Approval Adcepb: du ftr'il lEa`111 .It MI!1 NICY https://www.floridabuilding. org/pr/pr_app_lst.aspx 7/20/2015 it Florida Building Code Online Page 1 of 2 Business & Professional Regulation ra r ra Flolfdit!)epMMpMd Bcls Home I top In I User RegRlratlon 1 Hot Topics I submt surcharge I slats a Fans I Publications I Fee stars I eels site Map I unws I search I BusinesProfessio l®Product Approval USER. Public User Regulation ProOuet AeotOYal Honu a Napue[ er Aaolicatbn Srareh a Aaalkatbn List > Application Detail FL q FL35216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozaroo@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 F 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 Validation Checklist - Hardcopy Received Certificate of Independence ELIS216 R2 COI 2015 01 COJ Nleminen.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgv3yVVKJZI 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 OS/04/2015 Date Approved 06/23/2015 Summary of Products FL li i Model, Number or Name Description 15216.1 1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Umits of Use. FLIS216 R2 11 2015 04 FINAL ER INTERWRAP RHIN F1.15216- ROOF R2.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports Cl IS216 R2 AE 2015 04 FINAL ER 1NTERWRAP RHINORO_OF FLI5216- R2.Ddf Created by Independent Third Party: Yes BbcA Mpat Contact llsus :: f oeo No h Monroe Street- Tallahassee FL 32399 Phone: 850•497-1124 The State or Florida Is an ANEW employer. Copyright 2007.2013 State of Rome, :: givam Stilltaimol :: Accessibility Satement :: Refund Statement Under Florida taw, email addresses are public records. If you do not went your e-mail address released In response to a public -records request, do not send electronic man to this entity. Instead, contact the Woe by phone or by traditional mail. It you have any questions, please contact 050 487.1395. •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 errUf) addrosSlf they have one. The emarls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the DgWMient with an email address which Can be -nude available to the public. To determine If you are a licensee under chili ter 4S5. F;S., please click peril. Product Approval Accepts: ME Cre it r hUps://www.floridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwtDgv3yV VKJZI Q... 7/20/2015 1 QOTRINITY EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 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 5`" Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity( 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 I,F. of J.-,• ss:.::.... The IaatmBx eelappcerbywas puthorl:ed DY Roped NlemNen, P. E.on0e/27/20I5. This does not tame esanetectronkaIN sl`rod document. 9{rod, sealed hardcoples haw been transmined to the Product Approval Adminlstrator and to the named dient CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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 Prooertles Standard Year 1507.2.3, 2507.5.3. T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 2507.9.3, 2507.9.5 on Heating 2507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITSITST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COO.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 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 AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OFrnoNs Underlayment Asphalt Shingles Nail -On TileI Foam -On TileI MetalI Wood ShakesI & Shingles Slate or Simulated Slate RhinoRoof U20 Yes No INo IYes I Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificote of Authorirotion #9503 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 QOTRINITYIERD 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 Interwrap published instructions. 6.4.3 Double Laver: 2:22 < 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 PERW REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20.3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA3673; (604) 520.3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Certificate oJAuthorizotion #9503 FLIS216-RZ Revision 2: 04/27/201S Page 3 of 3 r EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNITQOERDOXFORD, cT 06478478 PHONE: (203) 262-9245 FAX: (203) 262.9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5"' Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 C Cmotto-3 1`H 1 6 FS •: : by eoben Weminen, eJ. t ' The facsimile seal appearing was authaned g S 9k 1tt.••` P.E. on 04/27/2015. This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 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. 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 15D7.8.3, 1507.9.3, 1507.9.5 on Heating 3507.2.3, IS07.5.3, 2507.8.3, 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 100539395COQ-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 12/27/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U201s a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product Is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Asphalt Wood Shakes Slate or Underlayment Shingles Nall -On Tile Foam -On Tile Metal Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certi/icote o/Authorizotion a9503 FLIS216-R2 Revision 2: 04/27/2015 Page 2 of 3 QOTRINITYIERD 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 < 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 Sinnle Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. B. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design,LlC. Evaluation Report 140S10.02.12-142 Certipcote of Authorizotion #9503 FL15216R2 Revision 2: 04/Z7/2015 Page 3 of 3 02/11/2015 13:41 UD P.0021004 MI® MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 118os sw 26 street, Room 208 DBPARTMENT OF RBQULATORV AND ECONOMIC RESOURCES (MR) Mivrd. Florida 33175.2474 BOARD AND CODE ADMINISTRATION DIVISION T (786)315-2590 F (786) 31-.2599 NOTICE OF ACCEPTANCE (NOA) 2=,n ismididmpov/ecnnomv Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shell not be valid after the expiration date sated below. The Miami -Dade County Product Control Section in Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will Incur.the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. bESCRUMON: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no chanp in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then It shall be done in its entirety. 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. l.f•C(l NOA No.: 13-0014.09 Expiration Date: 04/iSf19 Approval Data: 0JI23/14 Page I of 3 S 0211112015 13:42 ffAX> P.0031004 ROOFING ASSEMBLY APPROVAL Category: Rooting Sub -Category: Ventilation Material: Steel Minimum Slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR %ABELED BY APPLICANT: Manufactured by piroensione Test Product Auolicsnt 6nadfleadono Description Weather Vert Vent: 4- K" x 19" x 46" TAS 100 Galvanized metal roof vent Deck flange: 24" x 52' Thicknea: 0.0217 inch:.... _._.. _. MANUFACTURING LOCATION 1. Jacksonville, FL EvmENcB SuBm n>zD Test Agency Tat Identilliw Test NamelRenort Date PRI Asphalt Technologies, Inc. TAS 100 SEM-002.02-01 08/14/03 CC -ES AC 132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: wood Deck DeferipUoa: 15/3j" or greater plywood or wood plank System Type A: Mechanical attachment of vent for shingle roofs Cutout: Mark a 3 K" x 46" opening centered between layout linen and aligned minimum 6 inches from the ridge. Set blade to thickness of sheathing and cut opening Brush any sawdust and debris. Installation: Vents should be evenly spaced on the roar slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4596 asphalt roofing cement. Secure vent to the roof deck with 1•IG" golvanind 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 4596 roofing cement. (See drawings herein). Net Free Area: 99 square inches. NOA No.: 13-0814.08 Expiration Date: 04/15/19 Approval Date: 0123114 Pop 2 of 3 t' 0211112015 13.43 ffa P.004/004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturer's current published application instructions and the requirements set forth in the applicable building code. 3. This acceptance is for installations over asphaltic shingle roofs only. 4. Weather Vent shall not be installed on roof mean heights greater than 33 feet. S. All products listed herein shall have a quality assurance audit in accordance with the Florida Building Code and Rule 9N-3 of the Florida Administrative Code. 6. All approved products listed herein shall be labeled and shall bear the imprint or identifiable marking of the manufacturer's name or logo. city, statk and following statement: "Miami -Dade County Product Control Approved" or the Miami -Dade County Product Control Seal as shown below: DRAWINGS o • ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0804.08 Qxprration Date: 04/15/19 Approval Date: 01R3114 Page 3 of 3 Florida Building Code Online `U-.5 Page 1 of 3 Y9r]III a:avr c::.+ c rtoialoipc, cc]u'caf FbIW D.Vr it' 005 Moore I lop In I User Registration . NM ToPts I SLIbmilt Stocitarge i suits & FICtSons Busines Product ApprovalProfessiai ®USER: Puok User Regulation Praautt Aeeroral Menu > > Applkatlon Ust > Appllcatlon Petall FL # FL2197-RS t:3' Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone6Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ]CC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, I.I.C. Certificate of Independence FI 2 197 RS COI Certificate of Independence for Evaluation.odf Referenced Standard and Year (of Standard) standlllid Y11111: ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr app_4tl.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 I FL It I Model, Number or Name Description 2197.1 MI8SHS 18 ga. super high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 lnstallatfoorSR-198S Ac)rif20ll.Ddf Approved for use outside HVHZ: Yes Verified By: )CC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1988 Supplemental FL2197 R5 AE ESR-1988.odf for the Florida Building Code 2197.2 Mil 16 16 ga. truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2397 RS 11 lnstallationESR-1311_ftgv2011.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Can use HVHZ per ICC-ES ESR-1311 Supplemental EL2197 R5 AE E-1311.odf for the Florida Building Code 2197.3 MT18HS 18 ga. high strength truss connector plate Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2197 RS 11 lnstalla.tt R-1988 Aori120LL2SH' 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-1988.11df 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 RS 11 lbstallatlonESR-1988 AoriI2D11.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-1988.11df 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 Approved for use outside HVHZ: Yes FL2197 RS Il InstalletionESR-1311 filw2011.odf Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Can use HVHZ per ICC-ES ESR-1311 Supplemental FL2197 R5 AE ESR-1311.Ddf for the Florida Building Code. osck beat Cavan us :: SeaO ararth S rear- Tallahassee EL 2nft Phone: a50.4e7.1924 The State of Florida Is an AA/EEO employer. Ceavnaht 2007-2011 Slate of Fleftil, :: PnyKy Statement .:' I : Refund Statement Under Florida low, email addresses are public records. If you do not went your a -mall address released in response to a oublk-records reeuesl, do not send electronic man to oft entity. Instead, contact the office by phone or by traditional map. If you have any Questions, please contact 850.487.1395. -Pursuant to Section 4SS.2750), Florida statutes, effective October 1. 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. Tie emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455. F.S., please dick b=. Product Approval Accepts. W id https://www.floridabuilding.org/pr/pi app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Pagc 3 of 3 Cr Ar EI htips://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. Excerpt from IMES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 0617 53—SHOP-FABRICATED WOOD TRUSSES REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 EVALUATION SUBJECT: MITEK® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS AND MT20HSTM ICC (ICC ICC PMG:' LISTED.,' Look for the trusted marks of Conformityl -16, 2014 Recipient of Prestigious Western States Seismic Policy Council ii a[n iaw•, WSSPQ Award in Excellence" A Subsidiary of toot ._Or 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 subje&t of the report or a ' v LL express or as \ recommendation for its use. There is no warranty by ICC Evaluation Service, C,implied. to any finding or otter matter in this report, or as to any product covered by the report. Copyright © 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www3cc-es.org i (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mll.com EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, MI116, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codes (IBC) 2012, 2009. 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 Tire ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses; 3.0 DESCRIPTION 3.1 MiTeke M46 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the 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/.4nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model 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 MiTeke M-20 HS, Mil 20 HS, and MT20HSTM: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14neh (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, CC•GS Evaluation Reporn are nor to be construed as representing aesthetics or any other attributes not speclfieally addressed. nor are they to be construed as on endorsement of the subject of the report or o recommendation for its use. There it no warranty by ICC Evaluation Service. U.C. express or implied, us to any finding or other nwtier in this report, or as to any product covered by she report,::. Copyright 0 2015 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSIITPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek* metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments. the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 6.0 CONDITIONS OF USE The MiTek® Industries metal truss connector plates described in this report comply with, or are suitable attematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the manufacturer's published installation instructions, when required by the code official, must be submitted at the time of permit application. In the event of a conflict between the manufacturer's published installation instructions and this document, the instructions in this document govern. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 5.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 6.6 fabrication, quality assurance and special inspection, refer to the applicable version of ANSUTPI 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 ANSIfTPI 1. 5.8 MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed °M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' fib/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 176 121 137 126 Hem4lr 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For SI: llbfin' = 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 Pounds/inch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Poundsllnch/Palr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension ® 00 0.70 2012 0.50 880 0.59 1505 Tension ® 9(r 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation (see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0,52 1321 Shear values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear ® 30' 0.61 1173 0.63 738 0.61 1085 Shear ® 60' 0.73 1402 0.79 936 0.67 1184 Shear ® 90P 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear ®1W 0.35 672 0.46 544 0.3 537 For SI: 1 Ibfinch = 0.175 N/mm, linch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 1 Most Widely Accepted and Trusted Page 4 of S 0330" 01w 8 4 mm 4 1 nun 00000 oaoo ooaoo o°o°o°a°o ooao o00000000 WoTm 000ao M-16, M 1116 012V 0 2w 0125- 32only) a4min 32mm ODODDDODODa 00000D00000 OD00D000000 10000DO000D lu000000000000000000000 0 or" 106mm H 0 365P 03rim M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In inches) ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0 12V 0.2W 0 SW 0 30V 32mm 64}mm 127{mm 9`3—mm goo bad ODD aoo ODD ODD gooD D 0go000D goo ODo ODO J ODD ODD ODD 0 ODO 000 Ono NIDTH 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.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek* TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HS" 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTek* truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and M720HSTm. described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building 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. CC-L-Evaluation Reports are not to be construed as representing aulhelics or any other attributes nut specifically addressee nor are they to he construed as an endonement of the subject ojthe report or a recommerdallon for Its use, There Is no warranty by lCC Evaluation Service. 11C, express or moicit as to any finding or other matter in this reporl. or as to any product covered by the report. ----- Copyright 0 2015 Page 1 of 1 IMES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orsi 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 MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTeko Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 and 2010 Florida Building Code —Residential, provided the design and installation are in accordance with the International Building Code® (ISC).provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20. M-20 HS, MII 20 HS, and MT20HSTO has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC•ES Evaluation Repwrs are not to be comtrued as representing avthesics or any other attributes not spec jcally oddrascd nor are they to be construed as an endorsement of the subject of the report or a reconncadotlon jar Its use. There is no warranty by ICC Evaluation Service. I.LC. express or Invited, as `m to ary fnding or other natter In rhss report, or as to any product covered by the report. CopyrightO 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 ICCti. _ I,CC ICC. C PMG, 'LISTED Look for the trusted marks of Conformityl 2014 Recipient of Prestigious Western States Seismic Policy Council WSSPQ Award in Excellence" ICC-h.S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construed as an endorsement of the subject of the report or a t . r 'm lied asrecommendationforitsuse. There is no warranty by ICC Evaluation Ser ice, LLC, expresso r p Pon=aM . to any finding or other matter in this report, or as to any product covered by the report.....«M Copyright 0 2015 IMES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.lcc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeko TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS"- 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 Intemational Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 20091BC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeko metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (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 MiTeko M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-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 MiTeko M-20 HS, MII 20 HS, and MT20HSTM: Models M-20 HS, MII 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-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC•l:S F.voluaiton Reports are not to be construed as representing aesthetics or any other alrribules not specifically addressed, nor are they to be construed as on endorsement ojthe subject ojthe report or a recommendation jor trs use. 7here is no warranty by 1CC h r atuutlon Service.1.I,C, express or Implied, as to anyfinding or other matter in this report, or at to ony product covered by the report Copyright 0 2015 Page 1 of b ESR-1311 I Most Kridely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 6.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek* metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 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 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, 6.5 5.6 6.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek* Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTek® Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek* metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTek* connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed 'M-16°). Additionally, boxes containing the connector plates must be labeled with the MiTek* Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibtln=!PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND MII 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 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fa 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-flr 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 FA = 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, M1120HS AND MT20HS Efficiency Poundslinch/Palr of Connector Plates EHlciency I Pounds/inch/Pair of Connector Plates Efficiency PoundafinchlPair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 90' 0.36 1013 0.47 820 0.48 1219 Tension Values In Accordance with TPIA with a Deviation [see Section 5.4.9 (e)) Ma)dmum Net Section Occurs over the Join? Tension @ 0' 0.68 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60' 0.73 1402 0.79 936 0.67 1184 Shear @ 909 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Inch = 0.175 N/mm. Cinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern wtih 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 6 o 3sa 0 lov 0.427" b 4 mT 4 1 mm 1011me H ti H o- o-o-o-o ooo ooooo 000000 oo o00000000 00000 WVFM M- 16, M1116 0123' 0 2W 0. 125, 0 36V 3• i m O4nun 1.2mm 8 DDODDDaoDDDD DDDDDDDDODDD DDDDDDODODDO IIDODDDODODOD wum ODODODDDODDD DODODaD000DD M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES ( In Inches) ESR4311 I Most Widely Accepted and Trusted Page 6 of 6 0.1w 0 2W 0.5W 0 30V 32+m}m 6Am+m 93'mm 12.7mm I BUD boo, ODD goo Boo ODD 1100000000D 00 J t. r— goo DDD ODD goo ODD ODD goo ODD ODD M-20 HSI Mil 20 HSI MT20HS FIGURE 1—,APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Contlnued) IMES Evaluation Report ESR-1311 CBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mil.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the wee truss connector plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17. 17A, and 23, when design and installation are in accordance with the International Building Code® provisions described in the master evaluation report and with Chapters 16, 1GA. 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015. ICC-FS Fvaluation Reports ore not to be comimed as representing oesthenes or any other attributes not spectJkully oddm%sed, nor are they to be construed ] as an endorsement of the subject ofthe report or a recommendation for its use. There is no warranty by ICC Fruluation Service. U.C. espress or implied as li nHgil to anyftndmg or other matter In this report. or as to any product covered by the report =63 —-- Copyright 0 2015 Page 1 of 1 ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 63—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek°TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mill 20 HS, AND MT20HS"' 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"e, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeOTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'", 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, Mil 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 Evaluation Reports are not to be construed as representing aesthetics or any other otirtbutes not speaflcally addressed, nor are they to be construed as an endorsement ojthe subject ajthe report or a recommendation jor its use. There la no warranty by ICC Evaluation Service. LLC, express or implied as to ony Jindmg or other matter in this report. or as to any 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 MT20HSFm ICC ICC ICC c PMG LISTED. Look for the trusted marks of Conformityl 2014 Recipient of Prestigious'Western States Seismic Policy Council WSSPQ Award in Excellence" ICC-ES Evaluation Reports are not to he construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service, LLC, express or implied, as to any finding or other matter in this report, or as to any product covered by the report. A Subsidiary of toDi or ._ , qC wreirw: nmc+,a 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) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT. MiTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codee (IBC) 2012, 2009, 2006 International Residential Codee (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADISC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTeke M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 min)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTeke M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-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, Mil 20 HS, and MT20HST": Models M-20 HS, Mil 20 HS, and MT20HS714 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 3/44nch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-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, 1CC-rs Fvoluanon Reports are not ro be construed as representing aesthetics or any other attributes not spectfically addressed. nor are they to be construed as an endorsement of the subject of the report or a recommendoilon for its use. There is no warranty by ICC Fvaluatlon Service. U.C, express or implied as to any finding or other matter in this report. or as to any product covered by the report. ix Copyright 0 2015 011 Page 1 of 5 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSUTPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTeke metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTeke metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable aftematives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 This evaluation report and the 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 govem. 5.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 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 MiTeke Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using MiTeke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from 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. 5.6 Metal truss connector plates must be installed in pairs, on opposite faces of truss members. 6.7 Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/fPI 1. 5.8 MiTeke metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSIffPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed "M-16"). Additionally, boxes containing the connector plates must be labeled with the MiTeke Industries name, the metal connector plate model, and the evaluation report number (ESR-1311). ESR-1311 I Most Widely Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND 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 fir-4arch 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. 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 roger 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 ply Efficiency I Pounds/Inch/Pair of Connector Plates I Efficiency I Pounds/inchfPalr of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° 0.70 2012 0.50 880 0.59 1505 Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5A.9 (e)) Maximum Net Section Occurs over the Join? Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ W 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ 01 0.54 1041 0.49 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 601 0.73 1402 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 645 0.45 792 Shear @ 1200 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 544 0.3 537 For SI: 1 Ibfinch = 0.175 N/mm, finch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted Page 4 of 5 0.3w, 01sr 0.42r 8 4 mm 4 1mn 10}& mr•r H II I I o - M-169 M1116 0125' 0 25W 0.125` O MY 3 2#ruin 8 4 rn'un 3 2 mm 9 3 rrnm 1 000000000000 000000000000 000000000000 J 4 I:n0o0Q000aoo0 0o0000000000 000000000000 I %vIm I M-20, M 1120 FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 1 Most Widely Accepted and Trusted Page S of b 0.12V 0.25W 0 WD" 0 3E5 3.2mm 8.4mm 127mm 813a 000 DDD ODD OD0 DDD ODD DODog ODD 1: 00D DDO ODD w JODO DOO ODD n oDo ODD 000 wurm 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. wwwJec-es.ora ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following code: 2010 Califomia Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS°e, described in master report ESR-1311, comply with CBC Chapters 16, 16A, 17, 17A, and 23, when design and installation are in accordance with the International Building Codee provisions described in the master evaluation report and with Chapters 16. 16A, 17, 17A, and 23 of the CBC. This supplement expires concurrently with the master evaluation report, reissued in June 2015.. CC-FS Ewtuotion Reporls are not to be construed as representing aesthetics or any other attributes not spec/fically addressed, nor are They to be construed as an endon. emem of the subject ofthe report or o recommendation for its use. Mere is no rraPMniy by ICC Evaluation Service. Ur. aprem or implied as to any finding or other matter in this report. OF as to any product covered by the report. Copytight 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.o 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. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MITe0TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HST" 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, MII 20, M-20 HS, MII 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, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'", 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, Mll 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality •assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the'ieport holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. 1CC-ES F.roluasion Reports ore nut to be construed as representing oestheiles or ony other attributes not specifically addressed, nor are they to he construed of on endorsement of the subject of the report or a recommendationfor its use. %bore is no worronry by ICC Evaluation Senllce. L1.C, express or Implied us so any finding or other owner In flits report or as to any product covered by the report 0iio L Copyright O M15 Page 1 of 7 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 PM L/STEO Look for the trusted marks of ConformityI N2014 Recipient of Prestigious Western States Seismic Policy Council W55PC) Award in Excellence" A Subsidiary of ppCMu'Nar ICC-ES"Evaluation Reports are not to be construed as representing aesthetics or any other attributes not "scam specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a r rrecommendationforitsuse. There is no warranty by /CC Evaluation Service, 1./.G, express o implied, as to any finding or other matter in this report, or as to any product covered by the report. Copyright © 2015 ICC-ES Evaluation Report ESR-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org ( (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI $3017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, MII 20 HS, AND MT20HSTM 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)t The ADIBC is based on the 2009 IBC. 200918C code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTee 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 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTee M-20 and Mill 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 M1Teke M-20 HS, MII 20 HS, and MT20HS"': Models M-20 HS, MII 20 HS, and MT20HS " 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 centerines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC•FS Evaluation Reports are not to be coarrued as representing aesthetics or any other attributes nor specifically addressed, nor are they to be construed os an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Service. U.C. express or Implied as to aryfinding or other matter in this report or as to any product covered by the report w S Copyright ®2015 Page 1 of 6 ESR-1311 I Most Widely Accepted and Trusted Page 2 of 5 multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. 5.4 Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal -Plate -Connected Wood Trusses. 4.2 Allowable Design Values: Allowable design values for MiTek® metal truss connector plates to be used in the design of metal plate connected wood roof and floor trusses are shown in Tables 1 and 2 of this report. Allowable design values are applicable when the connection is made with identical plates on opposite sides of the joint. This evaluation report is limited to the evaluation of connection capacity of the MiTek® metal truss connector plates listed in this report. The design, manufacture, and installation of trusses employing the truss plates have not been evaluated. Allowable values shown in Table 1 have not been adjusted for metal connector plates embedded in fire - retardant -treated or preservative -treated lumber. Proper adjustments must be made in accordance with the requirements indicated in a current ICC-ES evaluation report issued to the chemical treatment manufacturer. If the evaluation report does not contain information on the adjustments, the chemical manufacturer must be contacted for this information. Compliance with Section 2304.9.5 of the IBC and Section R317.3 of the IRC (Section R319.3 of the 2006 IRC) is also required. 5.0 CONDITIONS OF USE The MiTeke Industries metal truss connector plates described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 This evaluation report and the 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. 6.2 Each application for a building permit, using these metal truss connector plates, must be accompanied by documentation showing that the design, manufacture, and proposed installation conforms with the requirements of the applicable code. 6.3 This report establishes plate design values only. For items not covered by this report, such as truss design, 5.5 6.6 5.7 5.8 fabrication, quality assurance and special inspection, refer to the applicable version of ANSI/TPI 1, engineering drawings and the applicable code. The design values (allowable lateral resistance values and effective tension and shear resistance allowable design values) used in the design of trusses, using MiTek® Industries metal truss connector plates, must not exceed those listed in Tables 1 and 2 of this report. Load combination reductions must be in accordance with the applicable code. All lumber used in the fabrication of trusses using M?eke Industries metal truss connector plates must be graded in compliance with the applicable building code and must have a moisture content not exceeding 19 percent at the time of assembly. Wet service factors from ANSI/TPI 1 Section 6.4 must be applied to the table values when the lumber moisture content exceeds 19 percent. Allowable values shown in the tables of this report are not applicable to metal connector plates embedded in either fire -retardant - treated lumber or preservative -treated lumber. Metal truss connector plates must be installed in pairs, on opposite faces of truss members. Galvanized G60 metal truss plate connectors subject to corrosive environments must be protected in accordance with Section 6.5 of ANSI/TPI 1. MiTek® metal truss connector plates are manufactured in Saint Charles, Missouri; Tolleson, Arizona; Tampa, Florida; Edenton, North Carolina; and Bradford, Ontario, Canada. 6.0 EVIDENCE SUBMITTED 6.1 Data in accordance with the National Design Standard for Metal Plate Connected Wood Truss Construction, ANSI/TPI 1. 6.2 Manufacturer's descriptive literature. 6.3 A quality control manual. 7.0 IDENTIFICATION The MiTeke connectors are identified by an imprint of the plate name embossed into the surface of the plate (for example, the M-16 plate is embossed'M-16'). Additionally, boxes containing the connector plates must be labeled with the MiTeko Industries name, the metal connector plate model, and the evaluation report number (ESR-1311).' ESR-1311 1 Most Widely Accepted and Trusted Page 3 of 6 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/ln'/PLATE) LUMBER SPECIES SG AA I EA AE EE M-16 AND Mil 16 Douglas fir -larch 0.5 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, Mill 20 HS and MT20HS Douglas fir -larch 0.5 165 146 135 143 Hem -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: 11blinz = 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 roger presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roger 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-/SAND Mil 16 M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS Efficiency Pounds/Inch/Pair of Connector Plates Efficiency I Pounds/Inch/Pelr of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0' 0.70 2012 0.50 880 0.59 1505 Tension @ 900 0.36 1013 0.47 820 0.48 1219 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)) Maximum Net Section Occurs over the Joint' Tension @ 00 0.68 1945 0.62 1091 0.67 1716 Tension @ 9V 0.30 849 0A8 841 0.52 1321 Shear Values Shear @ 00 0.54 1041 0.49 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 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 @ 150° 0.35 672 0.46 544 0.3 537 For SI: 1 Iblinch = 0.175 N/mm, Cinch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely Accepted and Trusted Page 4 of 5 94mm d Imm 000 0 00000000 0 0 o o°a° o o 00 00 o00 0 0000 0 oao oo 1 wCam 1 I M- 169 M1116 0 125' 0 25M 0 125• 3 2 mm G A mm 3 2_mm 00004000p 0000Dp0000 0000000000D 1:00000000000 il 00000000000 14 00000000000 0 rtr 106mm 0 30V 9i3 m' m 1 M- 209 M1120 FIGURE 1— APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) ESR-1311 I Most Widely Accepted and Trusted Page 6 of 5 0 126- 0.250- 0.5W 0 366- 32mm 64mm 127{nun 9`3^m m 000 boo, boo 00o 000 000 000 000 000 r 000 000 000 J 000 000 000 o_ _ 00o 00o 000 Urm M-20 HS, Mil 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.ice-es.org 1 (800) 423-6587 ) (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTee TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS1e 1.0 EVALUATION SCOPE Compliance with the following code: 2010 California Building Code (CBC) Property evaluated: Structural 2.0 PURPOSE OF THIS SUPPLEMENT This supplement is issued to indicate that the MiTeke truss connector plates M-16, Mil 16, M-20, MII 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. CGFC Evaluation Reports are not to be construed as representing aesthetics or any other attributes nut spec6ftcally addressed, nor are they to be construed as an endorsement of the subject of the report or o recommendotton for its usn There is no warranty by ICC Evaluation ,Service, UC, express or implied as 040 to anyfinding or other mallet, in tho report, or as to any product covered by the report. oYu,n mvS-S 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.ont 1 (800) 423-6567 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.rnii.com EVALUATION SUBJECT: MlTekeTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mill 20, M-20 HS, Mil 20 HS, AND MT20HSTO 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS. MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR431I, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, Mil 16, M-20, 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 Codem (IBC), provisions noted in the master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES L• voluarion Reportr are not to be construed as representing aesthetics or any other attributes not specically oddreased, nor ore they to be conso-ed as an endorsenlent of the subject ofthe report or a recommendationfor its use. There is no warranty by ll;C Evaluation Service. U.C. erpress or Implte4 os to any finding or other matter in thA report or as to any product covered by the report W'4!N Copyright 0 2015 Page 1 of t Florida Building Code Online Page 1 of 2 Professional Regulation ElmB'u"s'in"'e"s-s r 12 Ro ida pepat MMId gas Ilona I Lag In I User Registration i Mot Topics Subml Surcharge I slats & Fick Publications Fac Stan I BGS SP.e Map Units Search Bus`i'nNe'sIDLCd1"j* USER: ProfessitAi Product Approval Public User Regulation e..rt.jc. or AeWlcalkm Sea rh > AeeliriUan Lisl > ApplifetlOn Datdl FL A FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmengBOyahoo.com Authorized Signature Xianbin Meng benmeng8®yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 9; 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 Ri Validation Checklist - Hardcopy Received Certificate or independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard ASTM D1761-06 ASTM D1761-88 Florida Licensed Professional Engineer or Architect FU4239 R3 Eauly Eoulv.odf Year 2006 2000 https://www. floridabui lding. org/prlpr_app_dtl .aspx?param=wGEV XQwtDgUDEJErtOSCei ... 7/20/2015 Florida Building Code Online Page 2 of 2 tp Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Suminaiy of Products FL * Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL14239 R3 .11 Dwo,odf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. This design provides allowable capacities for the FL142-39 R9 AE -Eval.odf. system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Dopy Next cnnt-1 Us :: 1940 North Ndraea %iron Tadal —ee Iry 112M Phome: BS0.497-28M The State of Florida a an AWHO employer. Cann Inllr 2007,2011 Sale of Florida.:: PrWam StAttfnent:: :: Refund ctetement Under Florida low, emad addresses are Public records. it you do not want your e-mail address released In response to a outlk•records reouest, do not send electronic mad to oft entity. Instead. contact Uhe 011lce by Ofhorhe or by Vadtbrhaf rMU. If you have any 9uestnons, please contact8S0.487.139S. •PursllaM to Section 4S5.275t 11, Florida Statutes, effective October 1. 2012. licensees licensed under Chapter 45S, F.S. must provide the Department with an erred address 1f hey h&wa ode. The errgW* provided may be used for offiWl Oerldnuniollen with the licensee. 11e0 errer emab addresses are public record, if you do not wish to Supply a paffONl addrM, plesSe provide the Depann ent with an a mo address which can be made available to the public. To detarMne It you are a hcensee under Ch&pW 4$S, FS., please CUoc belt• Product Approval Accepts: a im E a .Curitvmlll nnc, WWRA https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS tCENTER OF GRAVITY ASSUMED TO ACT AT THE (' GEOMETRIC CENTER OF THE u I MECHANICAL UNIT. W MECHANICAL UNIT MUST Be wv SQUARE OR RECTANGULAR, x A NO IRREGULAR SHAPES. H , jr MAX: OZW TVP v MOST STRUCTURE DESIGN / ' ^ `-> BY OTHERS. SEE OESI ' SCHCOULES FOR ALLOWABLE SUBSTRATES _ MECHANICAL UNIT 7SL6 MIN, WEIGHT, HECHAMCAL UNIT PER SEPARATE r CERTIFICATION. TYP. 1 SEE DESIGN tCENTEROF f SCHEOULEFOR GMVITT •' MAIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE -DOWN CUES. l,2 SEE DETAIL L/3 IL 213FORCUPINFORMATION 3 TYP. TYP. H 3' MAXI r MAX .,`V O TL TV 3 TYP.Eptc 1 TIE -DOWN ISOMETRIC TYPE OF CUP AMO MUMBEROF CUPS ISOMETRIC PER CORNER WILL VARY PER1vacTIOHTYPESCI<A ON SHEET 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE rIXtOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TO DETERMINE THE MAXIMUM ALLOWABL E ROOF -TOP INSTALLATION HEIGHT, H. FOR ANY GIVENMECHANICALUNITTATCONFORMSTOTHEOIMENSIONRESTRICTIONSANDOERGNCRT911AUSTCDHEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT WTTM THE FOLLOWING OQTE10Aa VWa ITO MPH• EXPOSURE W AB' TALL a 4S' DEEP a 46' WIDE• 100 UB (WEIGHT AS VERIFIED BY OTHERS) IMSTAAEO TO 3000 PSI MIN CONCRETE WITH (1)•31 CLIP AT EACH COMER OF UNIT (TOTAL OF (A) CLIPS) Mee vv`vv •_• PROCEDURE STET I RESULT I OETERMINE THE CONHECTIOR TYPE e"Ec. ON THE OAGRAMS ON SNEER 2 1 CON ECTON TYPE 3 TWS INSTALLATION IS INTEN0E0 FOR A V4Ra170 HRH, EXPOSURE'S'. THIS OESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TOUSE CRITERIA CORPESPCHDS TO TABLE S 3 IDETERMINT LARGEST FACC AREA OT MECHANICAL UNIT TO Be INSTALLED 4r.40'• 16FT• Th15 UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF AS'. ROTC. /NtOOUCT APPROVAL ALLOWS THE UM1T TO SIT INSTALLED ON TOP A CHECK MAXIMUM UNIT HEIGHT RESTRICTION OF AN A/C STAND TMAT IS A AXIMUM 30-TALL IFAM A/CSTAND IS UTTLUID CX= 70 SEE "MAT TNESTANO OOHS MOT EXCEED 30' Dr HEIGHT S CHfON IgnIKUM UNIT WIDTH RESTRICTION tl WI IN M GRCATCR THAN HIRINUM AVOW WIDTH TH:S UNIT MAY BE INSTALLED AT 0.00E HEIGHTS LESS THAN OR EQUAL TO 15 FT. THIS UNIT MAY BE STALLEDINONROOF-TD HEIGHTS GREATER THAN6DE7EIDHINETHEALLOWABLEROOF -TOP HEIGHT OF THE INSTALLATIONADDITIONALLY, THANFARANDLESS100 er. SEE I') ON TABLE S FOR THE 14UKMCAL VALUES OF "( is DESIGN EXAMPLE DESIGN NOTES: a THIS PRODUCT` HAS SEEM OESIGNED IN ACCORDANCE WITH ASCE 7• IS AND THE OIRLDING ODDf FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HUIIRICANt 2Of INDICATED IN THE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN ORITENA USED 6 UV7ryl•, -_.N-- CALCULATETHE ALLOWABLE ROOF -TO HEIGHTS CONSIDERS ASC0 7.10 SBCION 29.1.1 FOR ROOF TOP HEIGHTS (M) 660 IT AND SECTION 2Ir.S FOR ROOF TOP HEIGHTS (M)>60 rr B SCCTIOM 29!.I FOR TNSTAILATIONS AT GAAOL (CC,X..P).l0 WITINII THE HVKt ftN Rl Ujl D' GGHL,.-aa1.10 CUTSJDf THE HYHIZ, (G41r.a1.5 FOR All U3CATTONS (DOfKURREt(f). IN AOCD1lz" 1YFM ASCE 7.10 OIA/TERS % 2f• tp Ri lJ Q2ALL 0O7HERRDESIGNVARIABLESARETHEHEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF C m IN THE SUILOING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON AXI W 11. ,y { 3 W MAXIMUM30' TALL A(C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS i H 3 LASTED INTHEOF3[GN SCMEMAES, GENERAL NOTES: mot 1. THIS PRODUCT HAS BEEN DESIGNED AND SMALL Be FABRICATED IN ACCORDANCE WIN THE RLilU1REMENTS Oi THE FIDRIDA BUIlD31G CDOE B ASCE 7-10. THIS PRODUCT PAY BE USED WFIIIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33.tn% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 7. DESIGN IS BASED ON CLIENT PROVIDED PRODUCT AND Olt SHEETS FROM TEST j z REPORTS rTQ19)07117A. F Y 7 BY TESTING. EVALUATION LABORATORIES. INC NO SUSSTIIRIONS WITH RIITEN APPROVAL BY THIS CNGIHtER SMALI BE PERMITTED. A. MAXIMUM B MINIMUM OIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SMALL J O Z CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPCCIFICATIOMS CLEAR SPACE. TONNAGE, ETC.) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS a Z AND ARE THE EXPRESS RBPORSURLITY OF THE CONTRACTOR. O Z d G S. FASTENERS TO Be P12 X %' OR G ERTE R SAE GRADE S UNLESS NOTED OTHERWISE TAPCONS REFERRED TO HEREIN SHALL BE ITW SURLDER BRAND, CARBON STEEL ONLY, ri N INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANC40R SCHEDULE FOR ANCHOR Q m ^ R6)UIPENEMS. All FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION Z TO PREVENTELECTROLYSIS. 6. ALL STEEL CUPS SHALL BE ASTM A2S3 STEEL (GRADE 0) WITH FY-33101 ORRO PROTECTED AGAINSTCORROSIONWITHAMAPROOF.= C W. BETTER •• jJe a ALL STEELMEMBERSSMALLBECOATOF PAINT, ENAMEL OR OTHER APPROVED PROTECTION, G90-RATED COATING REQUTRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM, z ALL CONCRETE SMALL BE STRUCTURAL CONCRETE A' HIM, THICK AND SMALL HAVE d MWMJM COMPRESSIVESTRENGTHOF30MPSI, UNLESS NOTED OTHERWISE. IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM OTSSUGMR S. THECONTRACTORMATERIALSTO PREVENT ELECTROLYSIS 9. ELECTRICIL GaOU.w, WHEN REOLI)RED, TO BE DESIGNED B INS`AltEO dr OM9K. m 10. THE ADEQUACY OF AItY EXISTING STRIlCTt14E 10 WITHSTAND SUPERIMPOSED LOADS SNALLIM VERIFIED BY THE ONSITE DESIGN PROFESSIONAL AND IS NOT INCLUDED IN IMR ( ps THIS GFRYIFICATON.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADOM014AL CERTIFICATIONS OR AFFIRMATIONS ARE IMIENOED. 11. THE SYSTEM DETAILED HEREIN IS GEMERIC AND DOES NOT PROVIDE INFORMATION FOR A S% aFIC SEE. FOR SITE CONDITIONS DIFFERENT FROM TIE CONDITIONS OE`MLED q t8i MEREIN, ALICEASEOENGINEERORREGISTEREDARCHITECTSMALLPREPARESITESPECIFICCOCUMENTS FOR USE N CONJUNCTION WITH THIS DOCUMENT. 12. WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY yI y OF THE I45TALUNG CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED C OR ALTERED WATERPROOFING MEMBRANE IS RCSTORED AFTER FABRICATIO4 AND INSTALLATION OF STRUCTIRE PROPOSED HEREIN. THIS ENGINEER SMALL NOT BE RESPONSIBLE FOR ANY WATOR LEAKAGE ISSUES WHICH MAY OCCUR AS 6 jT WATER - TIGHTNESS SHALLDEEFULLRESPONSIBILITYOFTHEINSTALLINGTHECONTACTOR. MI }• 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPAW THE YWt WINO IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10. SPEEDS USED RIHVHraRFRNTRLNOMa15-2378 I J G r.. , ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS COW • jyp• 7 , t 3' MAX ( `- 1' CUPS '" , To. o o` 1' ales 3' MAX H r MJU 3. MAXTW rs' ` - 1 . ^ r • d'`` O1 RURSTRATETP OEip2TTOMU- 5116-O cAARON STEEL ITIN SUILO" TAPCON. CONCRETE. ZY.-FULL EVECD TO i• THICK MIN, CONCRETE, 3)1' MIN. 3000 PSI NIM.) EDGE DISTANCE, 31'- MIN. SPACING It)ANY ADJACENT ANCHOR 0- 0I4 SAE GRADE S ALUMINUM: WELT METAL SCREW To N. OJ]S MIN. AWMINUM, PROVIDES) THICK, 606 PITCHES HIM. PAST MIN, ALUMINUM) THREAD PLANE STEEL: 1)-P II SAE GRADES 0. 125'MIN, SHEET METAL SCREW TO THICK, 33 K9 STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN. PAST THREAD PLANE suRSTRATe OxImu TIOMS IF t)• SJt6'O CARWH ST L•R TWO SIR DEY TAPCO•y CONCRETE: IW FULLEMlEDTO 'Sj• 1' THICK MIH, OONCRETF. 31V MTh. 300o PSI MIN.) E00E DISTANCE. it., M101. SPACING TO ANY ADIACENT ANCHOR. 2} P La SAE GRADES ALUMINUM, SKEET METAL SCREWS TO ALUMIPUN4,1EIcx' - PIT" ALUMINUM, PROVIDE (5) T 6 PITCHES KIN, PAST NIN. AWMINVM) THREAD PLANE STEEL: 2)•0I4 SAE GRADES O. I23' M,IN• SHEET METAL SCREWS TO THICK, 33 KS' STEEL, PROVIDE (51 NIN. STEEL) PITCHES "IN. PAST THREAD PLANE 1. EMBEDMENT AND COG! DL5IANCE EXCLUDES FINISHES. IF APRICABIL I.- 2, ENSURE MINIMUM EOW DISTANCE AS NOTED IN ANCHOR SCHEDULE, CONNECTION TYPE C 1 3, SEE DETAILS ON SMELT 3 FOR ANCHORS ATTA00MG TD MCCHANtCAL UHIT. CONNECTION TYPE C2 C L i• CLIP • UTILIZE (l) AT EACH CORAtR FOR A TOTAL OF (A) PER UNIT I- CU - UTILIZE (2) AT EACH COPNER FOR AL TOTAL OF (a) PER UNIT I r S F r Sx E_0 3' P1A%I rCUPSrm.y (, . r CLIPS i r MAX P ,CL 3' MAX UNIT LnoTN 6- MAX 6' MAX CUP OFFSET I — CUP PAIR SPACING— (CUP OFFSET nn f:1n 3' TYP MECMA,VIGLL tt------}}-- CUP•CJP UNIT PER SPACNG SEPARATE CERTWMATION UTILIZE ( A) CUPS EA SIDE OF UNIT FOR A TOTAL OF a) PER UNIT C3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL 2' CLIPS • VnUZE (I I AT EACH COPMR FOa A TOTAL OF ,(4) FER UNIT 2' CUP$ • UTILIZE (2) AT EACH CORNER FOR A TOTAL OF % T 3 N•T•S• PIAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTFRN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNIT. 1S- 2378 Dol Ci 0.069' THICK ASTM 083 ISTEEL. TYP. 3)-012 SAE GRADE 5 SHEET METAL SCREWS n rn i o FORCUPSUPTOSIYJN ( LONG. UTILIZE (5)-012 i TI a SHEET METAL SCREWS FOR CUPS LONGER TH1W S. TYP. ' FOR ANY CLIP LONGER THAN 10• UTIL) ZE (5)-912 SAE GRADE 5 SHEET METAL SCREWS, TYP. V 00 0 a 1S' 0 HOLE, WITH a ANCHOR FROM I' CUP ANCHOR SCHEDULE. TYP. OTHFQ DIMENSIONS S( M:LAR) 1 1" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRiC 0. 072' OR 0. 11 T' THICK ASTM 0,293 STEEL TYP. 3)-412 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4' LONG. UTILIZE ( 4)•412 SHEET ETAL SCREWS FOR CUPS LONGER MAN 4•. TYP. k LES, NOT 10 FORS. TYP, 0. 50• FACTORY - MILLED Y.'O HOLES; 1/ UTIUZE ( 1) OR (2) ANCHORS FROM r CUP ANCHOR SCHEDULE TYP. 0. 50' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SMALL BE 6063-TG MIN. ALUMINUM SHEET WITH FtY-30 KSL 0,125' MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTMA6S3 Fye33KSI MIN. STEEL, GRADE 33, 22GA MIN. (t-0.02W). 0. 066' THICK AST14 A283 STEEL CUP, TYP. BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED. TYP. 3)- 012 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS UP TO 5- LONG. UTIUZF (5)-917 SHEET METAL SCREWS FOR CUPS LONGER THAN 5'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE VARIES) ZIIII . 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3' a V-0• DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH F1Y-30 KSI. 0.125' MIN. THICKNESS, STEEL MOUSING UNITS SMALL BE ASTM A653 FY-31.1 MIN. STEEL GRADE 33, 22GA MIN. 0-0.02991. 0. 072. OR O.LL3' THICK ASTM A293 STEEL CUP, TYP. BASE OF UNIT SHALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED. TYP. 3)- 012 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4' LONG. UTLLIZE (4)-f 12 SHEET METAL SCREWS FOR CUPS LONGER THAN 4'. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. I) OR (2)ANCHORS PER ANCHOR 3! 8' SCHEDULE T. SUBSTRATE PE.R ANCHOR p t•SCHEDULE VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 3' . 1•.p' DETAIL CLIP IS DESIGNED FOR FULL CONTACTWITH THE BASE OF EACH MECHANICAL VNIT, TYP. V aa! i nzn OZd= F b Q g z d 1 cZt L m }) 15- 2378 0 TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HUrRICANE ZONE-) MAXIMUM I SURFACEAREAOF UNIT UNIT 1 UNIT'S LARGEST HEIGHT WIDTH u I C2 •0 CA IFACE I 6FP 12/'MAX 1 12, MIN NIA ' ATGRAOE AiGRAOE H_s200R I 9FA _ 32•MAX NIS'MIN N/A ATGRAOE ATGMOEt 160F1 4R' AT CJUIOE IIS200R NS30FT ' Nt200FT . GR' y< AT GRADE NS60R_ AT GRADE Hy5200 FT I 9Fr' 4W MAX 24'MI4 NIA I AfGRADi AT GRADE HS 160FAT , 12 FT . -.,N/A } AT GRADE • Af GAAOE • H 140 FT_ - t6 Fri _ _ M!A ATGMDE N/A ATGRADE 20 Fri _ T MIA TGR/DE _i MIA 1 At GRAVE i5 fT' N/A AT GRADE N/A AT GRAM 13F' •. 60'MAX , 4B'MIN NIA NIA NIA _ AT GRADE NIA NH - . • •TWA _ • TAT GKADE 1 iNIS TABLE 15 PERMISSIBLE TO BE USEO WITHIN THE NVHZ WHICH CONTAINS BROWARO AND MIAMI-WE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISC CATEGORY 11 STRUCTURE-) AIIOWABIERO(1F•TOPHEIGHTIHI TIE•OOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF UNIT 1 UNIT CT C2 C3 CA UNTf'S LARGEST HEIGHT WIDTH FACE i i 6 FT' ZC MAX , 12' MIN MIA H 9200 FT AT GRADE 60R<Hs 160 FT H 1200 FT 9FT' 137-MAX I is, MIN N/A 60R< 14 Ns FT AT GRADE NS200FT 4 if' I Hs200FT H1100FT MS7110Pf , 60R<HRADE f11 6 FT' ATCMOE Nf200R 60RH<3H52401100R HSZOOR MIA HS200R DE NS=Fi9FT' 143'MAX Z4'MIN t2 R' I N/A if GRAOE 60R<H 6200Fr- 60R<N MIA T N f 200 R I I 16 R' I I N/A AT 6PADE N/A H s 200 R 20 w NJA AT GRADE NIA H S 200 FT 2S FT' NIA N/A NIA H530 R 1 60' MAXI 48' MIN 4 _` 60R<HS700FT AT GRADE_ 30 R' N/A M/A N/A 6on,Nimn 36 R' I NIA NIA MIAr AT GRADE - AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTHORITY HAVING IUAWCTION FOR THE APPLKAEIUTY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 SFRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE•) AIIOWABIE ROOf•i0P HflGHI (NI - - - TIE-0OWN CONFIGURATION TYPE ` MAXLVIUM I 7 UNIT 1 SURFACEAREAOF Ulm Cl C7 C3 C4 UNITS GEST NOGNT WIDTH 1 6 FT' 21' MAX E2• W N/A. 1 AT GRADE ATGRADE N f 2 R 9R'R' V 32 MAX Is*MIN 1__ NIA AyT GRAOf NJA 30 R IR' I• 1 ATGMOE H5200fT AT GRADE 1 N320D_R 6F" NIA HS LSFT ATGRAOE HS200R 9TV d31 MAX 24'MIN NIA AT GRADE ATGRADE Nf L10R 12 FT' NIA AT GRADE NA.. AT GRADE 16 FT' FT' N/A AT GRADE NIA I AT GMOE TO I ./AAT GRADE ATGWL NIt OEZSR' HIA 1414 MIA AT GRADE 3pp'T' • 60' MAX. 16' MIN r - 1 NIANIA _ N/A/A ATGRAOE16 ITS I WA RA N/A AT GRADE THIS TABLE LSPERMISSIBLE TO BE USED WITHIN THEHHVNZ WHICH CONTAINS6ROWARD AND MIAMI•DAOE COUNTIES. CHECK WR/4 LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUHnES. TABLE 4 : Vult= 170 MPH, EXPOSURE 0 FOIL USE WITH A RISK CATEGORY 11 STRUCrURE'1 • - NUXIMUM SURFACE AREA OF UNIT UNIT C1 UNITS LARGEST HEIG14T WIDTH rArf AtLOWASLE ROOF• T& HEIGHT (H) -M•__ - nE4TOWNCONFIGURATION TYPE d CZ I C3 C4 ADE 6 R' 1241 MAX 12' MIN NIA I H S 200 R I AT GRfBOR H S 200 Fi 160R< H AT GRADE L9FT' 371MAX' 3S1MIN NIA NIA HS200R 6pR<H5200fT1 b"" I a: VWI 6 13 cc9 WaWNCC w bi08 a U a xn 0d ° r6' I Qa- 0 Lu wa , N F'• 4 0 a m V m LL 4FT' AT GRADE 6OFT<HsWGR. I 15200 FT H 5200FT H5200FT CA` Il+ 6R' NIA H12WFF NS15FT 60 Fr H1200 FT H1200R piq9 aCiC t 11 E 9fT' IB'MAX 241MINN/4 HSISFT 60 Ft<Ht200 R. AT GRADE HS2p0 FT i 1 12 FT, ryJA ATGRAOt 60Fr<Hs110FT NIA N5100FT 16 Fr' N/A MIA N/ A TIHS7 60 Fr<H S700 R. IOFT' NIA iIi GRADE I NIA 60R< MFT 5200FT tf! b t 030 lAWAt171 1ATGRAOE 7SR' NIA MIA N/A 60rT< H12001` 15-2378 60' MAX 43' MIN Ai GRADE u. Aln H r, ALw eeSatgtOrj 30 FT' MIN,NIA M! A 60FT1. s 100 FT NIA •-_• - _ y 36W NIA MIA^ AT GRADE AS AN EKAMPLE. THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNn- CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. Q E 0 7 I TABLE 5 : Vult=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) ALL0WABLE ROOF-T0P NOW TIE-0OWN CONFIGURATION TYFE MAXIMUM SURFACEAREAOF UNIT UNITI C1 1 0 CA j UNIT'SLARGEST HEIGHT WIDTH I FACE I 6FT' 12A'MAR 12'MIN I60 FT<H5120 FTI H5200FF 1 HSZOOFT HSZWFT 9FT' I 32'MAX IV MITE ATGRADE Nf 200 FT HS200 FT HSZWFT OFT' i Hszoo FT H6200FT HsZOOFT H1200 FT I 6 FT, I H S AO FT y N S 200 FT 6o FT<NS2ooFT H f Z00 FT H S ZOO FT 1 9Fi' AB'MAX 2A'MIN : ATGR 6D FT<HADE FT 560I H5200 FT HS100R HSZ00 FT 12 IT, ' AT GRADE I Mf200FT HSFr 60 IT< 4OZOO FT HsZWFT I I 16R' ; i N/A HS200 FT N515R NS200R 20 FT' i WA MS200 FF NSISFT FT< HSIDO FT HSZOO FT H f 200 FT IS IT,IN/A ' H 5 40 FT AT GRADE r .+ •'60'MAX 4'MIN - 60 FT<H5ZOO FT, 60 FT <N SBOR 30Fr MIA NS15 FT AT GRADE H9200 FT I 60FI<Ns160FTw36FT" - WA 60 T HM90R- AT GRADE NS2 FF AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARO COUNTY. NECK WITH LOCAL AUTHORM HAVING JURISDICTION FOIL THE APPLIC4TUTY OF CNIS TABLE WIININ CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult= 140 MPH, EXPOSURE D F0A USE WITH A RISK CATEGORY II STRUCTURE') TABLE 6 : Vult= 140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE'I MAXIMUM SURFACE AREA OF UNIT UNIT CI UMTS LARGEST HEIGHT IS WIDTH 6FT' ZA' MAX 3Y MINI AT GRADE 9 FT' 32' MAX l5' MIRY WA 1 AFT' I H520p FT 6R' 1 ATGRADE 160 FT <H 5180 FT 9 FT' 1 4' MAX 2A' MIN I ATGRADE 12 IT, WA l 16 FT WA 30 FT' I N/A 25 FT' N/ A 60' MAX 4' MIN FT' N/A^- 30 36 FT_ . I NIA ALLOWABLE ROOF - TOP, HEIGHT (NJ TIE-0OWN CONFIGURATION TYPE MAXIMUM I SURFACE AREA OF UNIT UNIT Cl Cl C3 UNIT'S LARGEST ( HEIGHT WIDTH FACE I 6FT j1' Zd' MAX III MIN WA H9200 FT i 3OFT FT AT GRADE 9 fT' 1 3; MAX IVMIN N/A H f 200 FT 60 FT < H S 140 FT HSAO FT fR, 60 FT < H 1200 FT HfZ00FT Hf200FT 6FT' GTA tooIT Ns200FT Hs200FT60FT9FT' I4'MAX 2/'MINWA Hs200FT Fr N/A 60 FT< ISZ00 FT 11 FP ' HSAOFf ATGRADE i 60FT< H9 200 FT 60FT<H%6OFT ATGRE AO N/A T6FI' N/A 60FT<Hf200FT ZO fT' MIA ATGRAOE 60 FT<HS 200 FT ATGRAOE 25FT' I WA ATGIIAOE 60 FT<H I W FT WA 30FT N/A WA WA' 36FT WA I N/ A N/A CA H S ZOO FT H 5 20O FT , Hs10OFT i HSZWFT H 5 200 FT , H s Z00 FT i N s ZOO FT Hf 200 FT ' N S 200 FT - MS40FT FT<HS200 FT AT GRADE j IT HS200 FT, ALL0WASLE ROOFTOP, HEIGHT (NJ TIE -DOWN CONFIGURATION TYPE C2 C3 1 I CA 0 HS200 FTIHs200FTIHSI00FGryIHlIWFT15" Hf 200 FT 60 FT< IT H5200FTHSZOO FT Hf200 FT W` rw ° N ! H 9200 FT H3200 FT I H52OOFT N 5200 FI HSAOFT HI200FT 60 FT< N5200 ET wW C H S100 FT t T GRADE A 160 fT6WE RNSZWFT ' HSISFT s200 FT ATGiA06 Hs 20D FT OFT< H H 530FT OFT< H5200 FT AT GRADE Hf200 FT Z 1 AT GRADE O FT<HSIAOFT AT GRAM, I Hs2OOFT J z ATGRADE WA- Nf100FT Z ^ ATGRADE I MIA _ Nf30FT GOFT< Hs200FT' w O e ^° u Z Z' rA hc. F L m 15- 2378 2 yl P • • R •T• ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESSO EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number. FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2' Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 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 48TM01.7.61-88 test standards per test report(s) #TEL 01970387A and #TEL 01970387E by Tes t ratodes, Inc. ' •,•:yqp STRUCTURAL ENGINEERING CALCULATIONSLjFrankl% qjg eer's Seal Valid fot Structural engineering calculations have been prepared whichs!V• f 2 ?: evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height 3. Minimum Unit Weight 4. Maximum Allowable Unit Surface Area IInII1 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 12TN AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM 1 ENGINEERING C_xPF1 SS` 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM taylor morrison MO,M• Inlol,W by You TaylorMorrison 2600 Lake Lucian Drive Suite 350 Maitland, FL 32751 Junes 2017 City Manager City of Sanford 300 N. Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Sins Address% 4 VU This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and S until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 andS for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. a NESSES: Owner Iv Signature Brian Brunhofer C—fdE cc O President, Taylor Morrison of Florida, Inc. py@ted Name Sis gnature / STATE OF FLORIDA 4d",,,, A6 6,;; COUNTY OF ORANGE Printed Name The foregoing instrument was acknowledged before me this/S—clay o#aInc. 2017, by Brian Brunhofer as President for Taylor Morrison of Flori A who is Dersonally known to me. A. k _ IX9 Notary Publi St e f FI a• N• Print Name: Lq4j_` : ••• ission Expires: i- yt ••.J_O& Tb02d2d4N20 CMm 111111CC9, m\:Oo` er CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 7- IS43 Documented Construction Value: S ; 0 0 Job Address: a lr7 OC k I — Al. /,a'7 Historic District: Yes No q Parcel 1D: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of UseEl Move El. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Nameo.Ajd-•fYbr i m -Wornes Phone: 40`1 coo"ZW -do `-1'1 Street: Q(ot LA-I:A " C i -e Y-1 Pit SU 2L2o Residentof property? City, State Zip: IYIc a+l—1 Contractor Information: Name 1') LA g= - ca 1 Phone: !- 01 1o-1sSc7 0 Street:. I53 fz-:f ( e Fax: 4Cn 1oi-`ll—Il City, State Zip:' t l o d is m $ State License No.:. I` C KZ)O Say Name: Street: City., St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE T:O. RECORD A NOTICE OF 1Q0KVtENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF 'COMMENCLMENT MUST U RECORDED AND POSTEDEI) U>tl'Y'ItE 701g TE _8EFO919 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 constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. r... __ .I .L... J.... ...1.1:..n f .A. NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be county, be additional permits required from other governmental entities such as waterfoundinthepublicrecordsofthis management districts, state agencies , and there may or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. f the executed 00ntrgc't is The City of Sanford requires payment of a plap review fee at the time esteofimatedconermitstructionaittal. A lueoof the job at the me of submittal. rti in order to calculate a plan review charge and will be considered the omit is issued, in The actual construction value will be figured based'on the current ICC Valuation Table in effect at the time the p accordancewithfocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will•be applied to your permit fees when the permit is issued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signaturo of Ovmu/Agent Date Sigrretureof Contractor/Agent pate 1 . e fn,l LD&I -. Print tractor/Agent's ame Print Owner/Agent's Namo 17 Sign ureofNotjy-Stateo Flor a Date Signature of Notary.State-Of Florida KARENHUGHES Notify Pldic-State of Florida cc mraisslon1GGO&M My Comm. Expires filar 26, 2021 osr;. 9onded A rtiontlH Ati r Known to Me or Contractor/Age " Owner% Agent is Personally Produced M Type of ID f Produced ID Type of ID ------------ BELOW IS FOR OFFICE USE ONLY Plumbin Roof Permits Required: Building Electricals • Mechatriaal g Gas . Construction Type: Occupancy Use: Flood. Zone: r-- Min. Occupancy Load: " It of Stories' Total Sq Ft of Bldg:------A f Plumbin # of Fixtures New Construction: Electric - It of Amps 15 A• g " Fire No AlarmPermit: Yes ofl-eads _ Fii-e Sprinkle Permit:.Yes No-[] _:_. :.._..... APPROVALS: ZONING: - l1ILI'T1ES: WASTE WATER: ENGINEERING: FIRE: BUILDING: • COMMENTS: DESCRIPTION AS FURNISHED: lot 284, THORNBROOKE PHASE 4, as iecorded in Plot Book 81, Pages70thru71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison' of Florida, Irrc. LOT 311 N 00.14 55 " W 40.00' yh ? LOT 284 J4.80' 34.80 5.00' ,,, „ 5.00, w W D O FORMBOARD FOUNDATION o O ti TOP OF FORMS - 24.38' N^Cq O O ti LOT 285 O LOT ?83 0b 5.00, hry hOi 5.00' 21.3' 1 I 25.20' 25.20' 10' UTIL. ESMT. s.e.)N OOD 14' 55" W 40.00' 9 ti p+ o ROCKY GROVE LANE 50' RIW) TRACT I UTILITY Ef ACCESS R/W ti' 314.30' PC) LVI 4,9UU SOFT. LMNG 1'. 157 SOFT. GARAGE . 451 SOFT. ENTRY 74 SOFT. GQ` LANAI - 128 SOFT. BREEZEWAY - N/A SO.FT. DRIVEWAY - 403 SOFT. A/C PAD - 9 SOFT. WALKWAY - 73 SO.FT. IMPERVIOUS- 47.8 R 2294 50_FT OQ PROPOSED - nNISHEO SPOT GRADE ELEVATION N/w - 440 SOFT. APRON - 110 SOFT. PER DRAINAGE PLANS BUILDING SE78ACKS: SIDEWALK - 200 SO.FT. V- PROPOSED DRAINAGE FLOW FRONT - 25' SOD - 130 SOFT. LOT GRADING TYPE A REAR - PROPOSED i F. PER PLANS - 24.3' ' SIDE 5. PROPOSED INFORMATION SHOWN AREA - 513 SO.FT. 0' SIDE CORNER - 10' C E BASED ON SUPPLIED PLAN DRAEWAY - 513 SOFT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUC17ONS PER SIDEWALK - 273 SOFT. CLIENT NOT FIELD VERIFIED SOD - 2 636 SOFT. CRUMVHE'YER-SCOTT ASSOC,, INC. -LAND SURVEYORS LEGEND - LEGEND - P , FLAT PAL • POINT ON LINE 5400 E. COLONUIL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436r . rtELD TYR. • TYPICAL I.P.. . MOM 11P[ RL • POINT Or REVERS[ CVATUM IR. • IRON ROD .CC. .POINT or CON WND CWVATUI[ MOTES: 1. THE (INODPSIpEI) OM MEREW COOP,Iwr MS SORYEY lam WE SX~05 Or PRACTICE SET FORM BY PC rt0A0\ "tD Or CA COICKI[ MDMDWN1 Ito. • RADIAL pRO pyW, wRYEIORs AND Vypp6 N pMPIFR A/-17 FLORIDA AOWNOTRIA YL COO( PIMSWM M SECTION D7L027, nAM01 SrA7VES SET 1x. . 1/i' fA VILD ASsi NA • NON -RADIAL 2, VKM ChOMED WIN A4IPEY011'S 90NATUAC AND OMI ML AWO SEAL TM SMVr WP OR CM0 ARE NOT VAUM amRECOVERED VP. - VITNcii POINT 3. THIS SUIKY Doi PADARM THEM TIRE ROVAUV10N FIDOrtIIEp To T1¢ SUTtYOIC iMOK WY D[ OTHER RQTpCigNt PA.D POINT or DEGONUIG CALL . CALCULATED PA. C. POINT Or CGKKLNC KT PAX • PCRRAIOR RCILR[MCC MONUMENT COR LLSEMEMS TNAF AFFECT INS /ROPEW.. 4. NO WOOMOVND WPRO"Vff5 IL1K Kw LOCATED UAE$S 01Namw swam CCNT17RDf rr. . rwISNED rL00R ELEVATION WD . MAIL D_V . DOTI.DIMG i[TDACK LINT[ P. INS SORYEf IS PROMMED FOR IW SOLE BENEFIT OF DNOW CERTIFIED 10 AND ZWLW MY B R[LYO UPON !r ANY *pot mm. RSH . RIrA11-Or-VAT DM • DCNCID 11ANL OWENSIONIF SNOW FOR THE L*rA?WM Or WPROIpDRD M[REON SMOMD M07 06 USm To R[DONSTAOC7 DOUNDARV LIMES CSMt. . GALEIKNT D.R . Mi[ D1JiRING AR7 D:ARO = AIR W AU14110 CATLO1 AND ON IM AM SCNORN AS 009 BAR RT DRAIN. . DAADV.GC Pin. . 6 CLEMTIONS O' SHORT, ARE OASCD OR'NATIONAL GCOO[TIC O AN or /D296 UM = OnjotMr NO= OWN LINK f[C[ ICLRTOiCA1dA1000pUMIXIN ML 471f. - VD- WOOD MCC C/D CONCRETE oIGOI P.C. • POINT EF CLRVAIURE SESALE 1' - 2p'-- DRAWN W. ••• ITP.T. • wunPOINP1 iANGp CY SC. U2 EDL:ERT1mv By., a1E ORDER Ho. D ELAENG714 PLOT PLAN 05-31-2017 2107=17 C • CHOR FORNGWI) FOUNDATION/ELEVS. 07-21-17 2020-17 C.D. 0® ID DEARING NORTN 6., TN4 BIRLDIHO/ PROPERTYtN)ES. NOT UE WITHIN THE ES ABUSHED 100 YEAR FLOOD PIAHE AS PER FIRM' 70M GRUS EYER RYS. / 4714 ZONE w MAP / 12117C 0055 F. S W. SCO RLS 1 4801 UNIVERSALUM 1% NIM M10-14mm- ENGINEERING SCIENCES RoportDeft 7ZE 17 rw'Mw+tmts ft Gemalwada &0gr re - EmxommmemnA snelr/rn CaaO s+44 5t ,mas - (C vasenuav m I 1.aGa+n a,Tirsaii gt - BB,m tA,ratldl Ism rc'cpi,a, Bari Ikn eeoumm - q?,eYnir aw - &vdlafemA Cal m'mri ri,gUr iann 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 - F: 407.423.3106 / 7^/L e(; 3 In -Place Density Test Report Client Taybr Morrison of FbFida. Irroorporated 26W Lake Lucien Drive Suite 350 Maitland. FL 32751 Project Thombrooke 40s & 50s, SF Flouse Laos Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Lot 284 (456 Rocky Grove Lane) Material: Native Reference Datum: 0 = Bottom of Footing UES Technician Nkmc s Teft Date Teshet 07R612017 pof' ;r Z--Je4 s Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The bests below meet the n*dm an 95% rela84e soi oompacN a rexpien d of Laborakwyl Pry nuefturn dry density. TeatNoistum PkL 1.0catim at Test R 9e am* nu Q7 me Field nu soi DWO ACM Pans or Fan 1 North Foster 0-1 ft 105-4 11-8 108-3 14-8 103 WA Pas: 2 South Foster 1 2 ft 105-4 11-8 107-7 11-6 102 WA Pas: 3 East Fooler 12 It 105.4 11-8 109.4 12-6 104 WA Pas 4 Northwest Corner of Pad (TOF) 1 2 f f 105-4 11-8 107-8 142 102 WA Pas: 5 Southeast Comer of Pad (TOF) 2-3 ft 105-4 11-8 103-7 15-9 98 WA Pas: Rem dm TOF = Top of Fi T ndnhliwh n .nnlnnl n.nlnn/:nn /n I Inivn...nl'n wl:nnlw /An O..hl:w nn'1 nnronl..nw nll .nnn.Iw nrr w..A.n:Mn•! nw nnni:dnn/:nl nr'.nnrh• ..! n•r. nl:nn/w nn•! nnlhnri.n/:nn CITY OF SANFORD BUILDING & FIRE PREVENTION 1PAi PERMIT APPLICATION Application No: 1 b ( p Documented Construction Value: Job Address: Historic District: Yes No Parcel ID: ResidentiaQ Commercial L Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: 'Ift Du ,l I 'V/S nTitle: e Phone: `0-1-•1j15-300a Fax:p1-333_385.3 Email:U C'I(;1 V.C[rn-N j Property Owner Information Name UaY Phone: Street: Resident of property? t City, State Zip: Cortra or Information Name l- ._ .:1...i't' Phone:• Street: tsco Fax: go-7- City, State Zip: Sarl' State License No.: 0ACJ3QLP O Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 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 be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accuraatte workwillbe done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Print Owner/Agent's Name Date of Contractor/Agent Print Contractor/Agent's Name Signature• of Notary -State of Florida Date Signature of No ry-State of Florida Date CHERYL D AKERS y MY COMMISSION # FF998962 EXPIRES June 05.2020 1 07)798-0r5) FlorWallotaryService.eom Owner/ Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: COMMENTS: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 1 Revised: June 30, 2015 Permit Application MW /tmf.MW»f Iwi (•u) Venter Namt• 1 Nf JC I N IIll fl/ MNe D.I. l S/19/2016 l•1u veroor 9ltuturc Date 6 snL/»n PLLI Ifl150 Qr• QN QW -ry :a;oln .w,.t1 IY 11trwfalS ALLY D.. IY ID Qfs 9Ntml{ a.rdrair.AW BraY.a'sa DWMIIYf Gall SuCDIkt me/r.n/!If laallm/ Irx..nb. n. lQmtA an.Dnuorww. mmr Mw rrW Ifllw WK , IrMAM Yl W W.111D, Yr tOkOrlDNep1 fW tll)n)) 4abWll Lm r..rWru WImTlK br4.b Yl wrtaJr4 Nr LOI pI1pw0 1N m1fRn 4r Ysl.1 y.rMIMMIMWw.. n. 1nlOt1D DwawH w00a.0 4r10.eW UlIY WK IIDYIrb DR.fA xulb.M1, N. mrmrouwLa m11))]) r.. urn r 1 tl III OW 4Y- IYIImI nwrMM»I lY»1» Vr4rIMID.A...n OOtm.. 4V NWN If11p WK Ibr1.fM OILW14 MTr,•AmWtWMIIKI M mill!!) 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Datt eq l N J Yb/»1q U Ia.W I FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: 1H RIB Zgf Builder Name: Street: ys6 pvry grove Lg4e Permit Office: J City, State, Zip: 57,rQ rd , r L 3 Z 7-7) Permit Number: % — 043 Design Location: _ '0 f-A b rod ke Jurisdiction: Envelope Leakage Test Results Single Point Test Data: HOUSE PRESSURE: Sa' 6 Leakage Characteristics CFM (50): 35 ACH(50): ' Q FLOW 12 15 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./?/J _ , %% SIGNATURE: S C PRINTED NAME: ! DATE: 1 114111 Where required by the code official, testing shall be conducted by an approved third -party. A written report of the test results shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: Florida Building Code Duct Leakage Results Builder: Neighborhood: Address: 17S6 J-0 Ve Lot M w q i City: "a i State: r-L Permit #: Square Footage: Z 1,36 Stage of Construction for Test Fl Rough in with Air Handler E] Rough in no Air Handler Opost Construction Duct Leakage Test Results: Duct Leakage P requirement: percent re uirement: /o System CFM25 Square Footage Duct Leakage CFM/11y00s ft. Location Pass or Fail 3,d Z13 7 /a 2 3 4 5 Rating Company: Rater Name: Rater Signature: 13f Pass Inspection Date: C Is-MV) F-] Fail 1 l4 1/7 111 "La The Energy Code Experts 9570 Regency Square Blvd. Suite 410 Jacksonville, FL 32225 Phone: 904.482.40001 1.866. SKYETEC www.SkyeTec.com DESCRIPTION AS FURNISHED: Lot 284, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Deon Loche & Monica Inez Sloton; Inspired Title Services, LLC; First American Title Insurance Company; Taylor Morrison Home Funding LOT 311 AT 00014 '55 " W I REC. 1/2" I.R.1 40.00' 1 REC, 1/2" I.R. NO I.D. NO 1. D. Ty'• s. 26.80' LOT 284 S 34.80 3.5'K3.5' 16 5.00' AC PAD COV'D. CONC. I.C. D 13.8' D 5.00' 5.00' 30. 8" RECESS FOR w POCKET SLIDER w h ^ O OOO w TWO STORY UD RESIDENCE F.F.-24.46' LOT 285 LOT 283 0 9 COV'D. BRICK 05. 0' r 5.00' hry v o, 8.7' Oi 21.3 5.00' BRICK 16' WALK BRICK 25.20 OR' 5.20' s, 0 10' UTIL. ESMT. 314.30' SET N&D 5' CONC. WALK REC. 112 I.R. 14596 NO I.D. B.B.)N OOD 14' 55" W 40. 00' -- ON LOT AREA CALCULA710NS_, 1-07 = 4X00 ;1I.f7 LIVING = 1.157 SO cl. 9 9 GARAGE = 4<1 '50M. ry 9Q F ti,• Q CNIRY = 7.1 SO rT. IANAI = 175 'o rT GQGQr= ROCKY GROVE LANE OR AC'AIY40j5'.ri. 50' R/W) TRACT I WALKWAY = 93 SO1-1 UTILITY do ACCESS R/W IMPERVIOUS= 4/.8 :1 2, 294 501 rT G SD 2 .SDIi 5o rr asLOARA6% ULATINT! R/W = 440 so rr. T. Q PROPOSED = FINISHED SPOT GRADE ELEVATION A17RON = 110 so F PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 >o F-r. 1h PROPOSED DRAINAGE FLOW FRONT - 25' SOD = 730 _ .90. ram. r LOTGRADING TYPE A. PROPOSED F. F. PER PLANS - 24.3' REAR - 15' n A ' PROPOSED INFURMArION SHOWN AREA ;;,/40 • •5? = f. SIDE = 5. 0' BASCO ON SUPPLIED PLAN DRIVEWAY = 51.$ i0 ! I. SIDE CORNER - 10' PROPOSED GRADE PER CONSTRUCTION PLAN V AND/()R INSTRUCTIONS PER SIDEWALK = 27.E SO r1. CL/E7J1' NMI' rlEl U VERIFIEI'> SOD = ? 636 O.! CRUSENMETYER-SCOTT & ASSOC; INC. - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PZL POINT ON LING F . r1CLD TTP. . TYPICAL NOTES: IP. IRON PIPC PRG •POINT Dr RNERS[ CURVATURE 1. ME UNDOTSIONED DOES HEREBY COMFY THAT THIS SURVEY MEETS THE STANDARDS Or PRACTICE SET FORTH BY ME FLORIDA BCARO OF IR. IRON ROD tL POINT Or C04PEWD CURVATURE PROFESSIONAL SURVEYORS AND AAPPERS W CHAPTER W-17 FLORIDA ADMINWR4nVr CODE PURSUANT 10 SECDDN 472.027, FLORIDA STATUES CM CONCRCTC MOMAICNT BAD, • RADIAL SCT IR• . IV2- IX /BLB 4396 MR. NON -RADIAL 2. UNLESS EMBOSSED WRN SVRVEYOR'S SIGNATURE AND ORIGINAL WED SEAL MS SURVEY MUD OR COPICS•ARE NOT VAUD. 3. THIS SURVEY WAS PREPARED FROM TARE INFORMATION FURNISHED TO THE SURVEYOR. INDIC MAY BE OTHV RESTRICTIONS REC. RCCDVCRCDVP. • VITNESS POINT pas. POINT Or DEGDNING CALL • CALCIRATCD CRNANon REFERENCEMONUMENT PALC. • POINTOFCOMMENCEMENTPRMNUMEOREASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENT' HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. t • CENTERLDE FT. • FINISHED FLOOR ELEVATION D. THIS SURVEY IS PREPARED FOR LIE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUEO UPON BY ANY OMER ENTRY. NLD • NAIL L DISK BSL • WILDING SETBACK LINE R/V RIGHT-Or-VAY DM • JIMMDMRK S. OMMOW SHOWN FOR INC LOCUTION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSIRUCT BOUNDARY UNCS. 7, BFJFWOS, ARE BASED ASSUMED QATUM AND ON THE LINE SHOWN AS BASE BEARING IRS-) ' ESMT. • EASEMENT BJL MS[ YEIJNHG pR'11L • DRAINAGE B, EMIATIONS, W SINWN. ARC WEED ON NAITOHAL GEODETIC DATUM Or 1929. UNLESS OTHERWISE NOTED. Vill. • UTILITY B. C[R11FiGTE OF AVMORI2AITON Nt'. 1380. arc • CHAIN LINK FENCE VDFC • VOOD FENCE C/o • CONCRETE BLOCK SCALE H-- 1' . 20'—a DRAWN BY: ••' P.C. • POINT Or CURVATURE P.T. • POINT Or TANGENCY CF.RTinED BY: DATE ORDER No. DESC. - DESCRIPTION R • RADIUS L PLOT PLAN 05-31-2017 2197-17 SRC FORMBOARD FOUNDATION/ELM. 07-27-17 2929-17 C - CWDCHORD B[ARI11G FINAVELEVS. 11-02-17 4733-17 NORTH µ THIS BUILDING/ PROPERTY DOES. NOT UE WITHIN THE ESTABUSHEO 100 YEAR FLOOD PLANE AS PER 'FIRM' TOM . USENMEY R. R.L.S. / 4714 ZONE X. MAP / 12117C 0055 F. JAMES W. SCOTT. R.LS 1 4801 k