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425 Rocky Grove Lnj JUN 12 1017 ci yer CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S )OD. Job Address: /. 'I d 1101/4- L4 P L, Historic District: Yes No 0 Parcel ID: 27-19-30-510 -0000- 04; 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORN BROOK PHASE LOT NUMBER: q 4 Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 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 City, State Zip: MAITLAND FL 32751 Fax: 407-257-6940 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: N/A Address: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF QCOMMENCEMENT. 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: 5i° Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application t NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment 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 c9ppliance with all applicable laws regulating construction and zoning. of Print trite of Florida bate 1 r nu1' k * MY COMMISSION 4 FF 209108 EXPIRES: June 27, 2019 y,), .4 BWedTAN Budget Notary Senkes Owner/Agent is ACES Personally Known to Me or Produced ID N/A Type of 1D Signat"Pro f Confor/Age ato JOHN ASAVftGHT Print Contra r/A ame Signaz o -State of Florida t r°t' ar P` D. A CLARI( MY COMMISSION I FF 209109 EXPIRES: June 27, 2019 Bonded Thro Budget Notary Seft, Contractor/Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[' Electrical [R Mechanical RF Plumbing© Gas[] Roof Construction Type: Occupancy Use: 1Z3 Flood Zone:47 5 t Ai i4CHc't- Total Sq Ft of Bldg: Min. Occupancy Load: IF .53 # of Stories: Z New Construction: Electric - # of Amps 200 Fire Sprinkler Permit: Yes [I No R # of Heads Plumbing - # of Fixtures Gk Fire Alarm Permit: Yes No APPROVALS: ZONING: 111logiz2 UTILITIES: ' I WASTE WATER: ENGINEERING: OTC- 6"Z- FIRE: BUILDING: 5F 9- i,S t? Ok to construct single family home COMMENTS: - with setbacks and impervious area shown on plan. 52`4 Ime. Revised: June 30, 2015 Permit Application I 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: 425 Rocky Grove Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-0900 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O 'FICIA USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-1911 Reviewed by: Michael Cash, CFM Date: June 29, 2017 tl ID),,, Application for Right -of -Way Use for Driveway, Walkway & Landscape O 7 Department of Planning & Development Services rdo 300 North Park Avenue, Sanford, Florida 32771vwlnw.urdordflyov 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 a 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 surrey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. 71fd 1/i?DOK' SOT' baDrroCalld dotY CallKtonrooal4 1. Project Location/Address: 2. Proposed Activity: 10 Driveway Walkway Other. 3. Schedule of Work: Start Date C v / Coomplpletion Date Emergency Repairs 4. Brief Description of Work: JIMMI WAY me JVRV VA This application is submitted by. Pro% /, n pp r ` I ,yy } owner Signature: UU,wP.rint Name: 111W4 /IO PA /A/W&S Address: 44NE /7W AX V Phone: 0%M- 44 Q Fax- dU-MI160 ftffi W OCM Date: V Maintenance Responsibilitiesflndemnification 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 installabo iimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permiltee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-d-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated ofteria, or completely restore the righted -way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestors expense and, if necessary, file a lien on the Requesters property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and told harmless the City, its councllpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or Injury of any nature whatsoever to person or property. and the costs and expenses incident thereto (occluding costs of defense, settlement, and reasonable attomey's fees up to and including an appeal), resulting in any fashion from or arising direly or indirectly out of or corm 0 c P with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: Date: This permit shall be posted on the site during construction. 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Park Avenue Sanford, Florida 32771 RE: ESTOPPEL LETTER Thornbrooke Single Family Lots in Phases 4 and 5 Address:A M 0 nGYaa C-n)vt L.AVLt This ESTOPPEL LETTER is provided to the City of Sanford for reliance upon by the City of Sanford as the basis for issuance of Permit No. for the following work: construction of Single -family home unit in Thornbrooke Phases 4 and S. Taylor Morrison of Florida, Inc., hereinafter referred to as the "Owner", recognizes that issuance of Permit No. will be made with numerous limitations as more particularly set forth herein. The Owner recognizes that this approval does not exempt us from complying with any applicable building codes, land development regulations, comprehensive plan requirements, or exempt our site or building(s) from any applicable development regulations. By issuing Permit No. the City does not guarantee approval of any other development orders or development permits. The Owner acknowledges and agrees that no Certificate of Occupancy will be issued by the City for the single-family homes in Thornbrooke phases 4 and 5 until all required land development approvals have been obtained and all required improvements have been installed, inspected and authorized for use by the City. The Owner hereby grants the City the right to deny use of single -family townhome unit in Thornbrooke phase 4 and5 for occupancy until all of the above referenced project is in compliance with all applicable development regulations. The Owner hereby agrees to indemnify and hold the City and its officers, employees and agents harmless for any and all losses, damage, injuries and claims in any way relating, directly or indirectly, to the permitting or construction of the above referenced project or the issuance of Permit No. . The Owner also agrees to the following as additional conditions for Permit No. The Owner hereby agrees to disclose the contents of this document to any and all of our successors in interest, contractors, subcontractors, and agents. The undersigned further warrants that he or she is authorized to bind the Owner and has been duly authorized to sign this document. WITNESSES: Si nature Gboeec- Ncso ed Name w Tature Printed Name Owner a_ Brian Brunhofer President, Taylor Morrison of Florida, Inc. STATE OF FLORIDA COUNTY OF ORANGE The foregoing instrument was acknowledged before me this day o , 2017, by Brian Brunhofer as President for Taylor Morrison of Florida, Inc. who is personally known tct me. Revision ^ .. City of Sanford Response to Comments- v °— Building& Fire Prevention Division JUL 21 2 Ph: 407.688.5150 Fax: 407.688.5152i Email: building@sanfordfl.gov 121. Permit # / 1. Submittal Da e Z Project Address: 14 zgo .(( Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: RdBuilding Plumbing Electrical Mechanical Life Safety Waste Water Fax: General description of revision: In f1 1t 1ivtu n/I CeG c ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building! u J` CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD,, FLORIDA 32772 PHONE: 407.688.5150 FAx: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 17-1911 Date: 07/14/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: daphneclarkincna,cfl.rr.com Project Description: New Single Family Home Job Address: 425 Rocky Grove Lane (Lot 90) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: 1. Plumbing Riser has multiple errors/missing information: v * Outdoor kitchen rough -in not shown Full bath I" Floor not shown Washing Machine 2id Floor not shown FBC 107 The Product Approval package is incorrect: 4 panel sliding door installed on house (package has 3-panel slider) Missing french door product approval/install instructions FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorey@sanfordfl.gov. . Respectfully, Steve Fiorey Residential Plans Examiner P. Revision ,,P ^Y/ Response to Comments City of Sanford Building & Fire Prevention Division OPh.: 407.688.5150 Fax: 407.688.5152 I/Email: building@sanfordfl.gov AUG • 2017 y a Permit # / l — / % / 1 _ _ _ _ _ Subm Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: 0 Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: General description of revision: 4umhm iZ R400 ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building SF e-/S• / 7 CITY OF SANFORD BUILDING AND FIRE PREVENTION DIVISION 300 N. PARK AVENUE SANFORD FLORIDA 32772 PHONE: 407.688.5150 FAx: 407.688.5152 PLAN REVIEW COMMENTS Application Number: 17-1911 Date: 07/31/17 Contact Person: Daphne Clark Contact Phone Number: 407.257.6940 Contact Fax Number: 407.905.5736 Contact E-mail Address: daPhneclarkincQ)cfl.rr.com Project Description: New Single Family Home Job Address: 425 Rocky Grove Lane (Lot 90) The following is a list of the areas of the submitted plans that contained violations of the codes adopted by the City of Sanford and enforced by the Building Division. The violations noted must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal. Changes to construction documents that require an Architect or Engineer's seal must be submitted with the appropriate seal. Provide two copies of affected plan sheets and/or supplemental information as requested. COMMENTS: Original Comments 1. Plumbing Riser has multiple errors/missing information: Outdoor kitchen rough -in not shown Full bath I I Floor not shown Washing Machine 2"d Floor not shown 2ND Plan Review Comments The above specific areas were not addressed on the revised riser. Washing machine on 2nd floor not shown, the plans show a full bath while the riser shows a powder bath, and the plans show an outdoor kitchen rough in which is not shown on the riser. If any of these specific areas are not being built, all applicable plan pages need to be revised. FBC 107 Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Please direct any questions you may have to Steve Fiorey at 407-688-5065 or by E-mail at steve.fiorevna.sanfordfl.gov . Respectfully, Steve Fiorey Residential Plans Examiner II-I911 COUNTY OF SEMINOLE STATEMENT NUMBER: 171 IMPACT FEE STATEMENT <_ f 17 DATE: June 30, 2017 BUILDING APPLICATION -10000404 BUILDING PERMIT NUMBER: 17-10000404 q Ll UNIT ADDRESS: ROCKY GROVE LN 425 21-19-30-510-0000-0900 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 425 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 90 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS NllA Single Family Hou ing .00 1.000 dwl unit .00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD PASingle Family Hou ' ng 5,000.00 1.000 dwl unit 5,000.00 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT / RECEIVED BY: A Y \ SIGNATURE___ PLEASE PRINT NAME) Q ^ DATE: r' NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS IAREADVISED FIABRYADETTHE SMNLEOUNTYD, IRE/RESCUELIARYN/OREDUCAIONNALL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDERAND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # % 1 - lqf l 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 Address: -7 Z.< /&Cx t C—/IO C 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 s Min Max Ins ection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Parcel ID Number: ;[N 9-30-S LQ-0000-QQ6 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. II IIII11111111111111! III!! IIIIIIIIIIIII GRANT MALOY, SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BK 8949 P9 69 QP9s) CLERK'S A 201706910E RECORDED 07/07/2017 03:24: _6 PI1 REcom)ING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT qO Legal Description : Thornbrooke Phas/1_, according to the plat thereof, as recorded in Plat Book Pag O of the public records of Seminole County, Florida. Addresses : 49 EPzkxj!nnJao — Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(I)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION M3.13, 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. H. Date Signed: D Signature of Owner's Agent: JyKn Asa Wright Taylor Morrison of Florid c. Sworn to and subscribed before me this by John Asa Wright ersonally known to me. Notary Public DA Clark My commission expires: 6/27/19 C 5CE" Ti15Pal,, No.•FF209108•,, otary Signature: aTi;,rl..:ITCO-L .IR 471cov U M hLORIDA 4 DEPUTY CLERK RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name- , p Lo190ThombrookeEdenIIIBGRW Street: FoZ,S feoC C,-raVf. La M.Ci Builder Name: Taylor Morrison Homes Permit Office: 9Q vcrK4 City, State, Zip: FL, Q ti wof Permit Number. USANFORDOwner: Jurisdiction: 69-150119 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types(3543.6 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1762.50 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1561.80 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 219.33 112 4. Number of Bedrooms 5 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (2034.0 sqft.) Insulation Area a Under Attic (Vented) R=38.0 2007.00 fl2 6. Conditioned floor area above grade (1`12) 3422 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(586.9 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 348 a. U-Factor• Dbl, U=0.34 458.90 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 336.4 SHGC: SHGC=0.31 b. U-Factor Dbl, U=0.58 128.00 1`12 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=O 32 a. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 b. Central Unit 25.2 SEER:16.00 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:9.00 SHGC: b. Electric Heat Pump 21.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.879 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems 8. Floor Types (3422.0 sqft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1740.00 1`12 b. Conservation features EF: 0.950 b. Floor Over Other Space R=0.0 1428.00 1`12 None c. other (see details) R= 254.00 fl2 15. Credits Pstat Total Proposed Modified Loads: 84.96 Glass/Floor Area: 0.172 PASSTotalBaselineLoads: 96.56 1 hereby certify that the plans and specifications covered by Review of the plans and S741, this calculation are in compliance with the Florida Energy specifications covered by this O gHE p Code. - calculation indicates compliance yam,,,°'' € `,.,g with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 3/-16/-1.7 this building will be inspected for y compliance with Section 553.908 1 hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code.v COp WE v OWNER/AGENT: ! DATE: i BUILDING OFFICIAL: 7 DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot90ThombrookeEdenlllBG Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3422 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Homes Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1740 16182 2 Block2 1682 15138 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1740 16182 Yes 6 1 1 Yes Yes Yes 2 2nd Floor 1682 15138 No 0 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor __ -- 254 fl' 19 0 0 1 2Slab-On-Grade Edge Insulatio 1st Floor 167.3 ft 0 1740 ftz 0.49 0 0.51 3 Floor Over Other Space 2nd Floor __ -_- 1428 ft° 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 2230 ft' 500 ft' Medium 0.85 N 085 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1994 ft' Y N 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILINGF# Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 W 0.11 Wood 2 Under Attic (Vented) 1st Floor 38 Blown 216 ft' 0.11 Wood 3 Under Attic (Vented) 2nd Floor 38 Blown 1791 ft' 0.11 Wood WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below Omt To Wall_T.ype R_Value-Ei-In_Et-In Area-R_Value_Eraction-Absor._Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 11 53 11 9 4 503.2 ft' 0 0 0.6 0 3 NE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 4 NE Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft' 0 0 0.6 0 5 E Exterior Frame - Wood 2nd Floor 13 33 0 9 0 297.0 ft' 0 0.23 06 0 6 E Exterior Concrete Block - Int Insul 1st Floor 11 33 0 9 4 308.0 ft' 0 0 0.6 0 7 SE Exterior Frame - Wood 2nd Floor 13 4 11 9 0 44.3 ft' 0 0.23 0.6 0 8 SE Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft' 0 0 0.6 0 9 S Exterior Frame - Wood 2nd Floor 13 56 6 9 0 508.5 ft' 0 0.23 0.6 0 10 S Exterior Concrete Block - Int Insul 1st Floor 11 51 0 9 4 476.0 ft' 0 0 0.6 0 11 W Exterior Frame - Wood 2nd Floor 13 40 0 9 0 360.0 ft' 0 023 0.6 0 12 W Exterior Concrete Block - Int Insul 1st Floor 11 19 7 9 4 182.8 ft' 0 0 0.6 0 13 Garage Frame - Wood 1st Floor 13 23 6 9 4 219.3 ft' 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 2 Metal Low-E Double Yes 0.34 0.31 27.1 ft' 1 It 0 in 1 ft 0 in Drapes/blinds None 2 n 2 Metal Low-E Double Yes 0.34 0.31 19.3 fl' 1 ft 0 in 14 ft 10 in Drapes/blinds None 3 n 2 Metal Low-E Double Yes 0.34 0.31 19.3 fl' 1 ft 0 in 16 ft 3 in Drapes/blinds None 4 ne 3 Metal Low-E Double Yes 034 0.31 15.4 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 ne 4 Metal Low-E Double Yes 0.34 031 19 3 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 6 e 5 Metal Low-E Double Yes 0.34 031 75.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 e 6 Metal Low-E Double Yes 0.34 0.31 19.3 W 1 It 0 in 11 It 8 in Drapes/blinds None 8 e 6 Metal Low-E Double Yes 0.58 0.32 128.0 ft' 11 It 0 in 0 ft 0 in None None 9 se 7 Metal Low-E Double Yes 0.34 0.31 15.4 ft' 1 It 0 in 1 It 4 in Drapes/blinds None 10 se 8 Metal Low-E Double Yes 0.34 0.31 19.3 fl' 3 It 6 in 0 It 0 in Drapes/blinds None 11 s 9 Metal Low-E Double Yes 034 0.31 12.0 ft' 1 ft 0 in 1 ft 4 in None None 12 S 10 Metal Low-E Double Yes 0.34 0.31 77.1 ft' 1 ft 0 in 11 ft 8 in Drapes/blinds None 13 w 11 Metal Low-E Double Yes 0.34 0.31 40.0 fl' 10 It 0 in 1 ft 10 in None None 14 w 11 Metal Low-E Double Yes 0.34 0.31 18.0 ft' 1 ft 0 in 1 ft 4 in None None 15 w 11 Metal Low-E Double Yes 0.34 0.31 20.0 ft' 1 ft 0 in 1 It 4 in None None 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 WINDOWS Orientation shown is the entered, Pro osed orientation. V # Wall Omt ID Frame Panes NFRC Overhang U-Factor SHGC Area Depth Separation Int Shade Screening 16 17 w 12 Metal Low-E Double Yes W 12 Metal Low-E Double Yes 0.34 0.31 24.0 ft2 12 ft 8 in 0 ft 10 in None 0.34 0.31 38.5 ft' 9 ft 0 in 0 ft 6 in Drapes/blinds None None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 447 ft2 384 ft= 64 It 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2610 143.29 269.47 .2613 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.9999 21.8 kBtu/hr 1 HSPF:8.9999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type 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 Ceti # 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 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 2 Attic 6 348 ft' Attic 6 336.4 ft Attic 2nd Floor 87 ft= Default Leakage 2nd Floor (Default) (Default) 84.1 ft2 Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling HJanJanVenting Feb FebH j MarNar Apr Apr Ma May Jun Jun Jul Jul Au Aug Se Oct t Nov Nov Dec Jan Feb MtSepOctXNovDecThermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 3/ 16/2017 9:13 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 88 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4 Number of Bedrooms 5. Is this a worst case? 6 Conditioned floor area (ft2 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Faclor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Single-family a. Frame - Wood, Exterior R=13.0 b. Concrete Block - Int Insul, Exterior R=11.0 1 c. Frame - Wood, Adjacent R=13.0 5 d. N/A R= 10. Ceiling Types Insulation No a. Under Attic (Vented) R=38.0 3422 b. Knee Wall (Vented) R=30.0 Area c. N/A R= 458.90 ft= 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor b Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 128.00 ft' ft2 ft2 4.879 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1740.00 fl° b. Floor Over Other Space R=0.0 1428.00 fl' c. other (see details) R= 254.00 112 12. Cooling systems a. Central Unit b. Central Unit 13. Heating systems a. Electric Heat Pump b. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliaant features. Builder Signature: G?/ Date: (D a(r Address of New Home: 4 QO L4,, City/FL Zip: -S Area 1762.50 ft2 1561.80 ft° 219.33 ft2 ft2 Area 2007.00 ft' 27.00 ft2 ft2 R ft2 6 348 6 336.4 kBtu/hr Efficiency 25.2 SEER:16.00 25.2 SEER:16 00 kBtu/hr Efficiency 21.8 HSPF:9.00 21.8 HSPF:9.00 Cap: 50 gallons EF: 0.95 Pstat Oi THE STgTe cla a W>f Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 jDEL-AIR Manual S Compliance Report Job: LoDate: 05.8.1528.15mbrookeEdenl... 1f1 mm-"' ah1 By: ER DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax: 407-333.31153 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Homes Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 16675 Btuh Entering coil DB: 76.6°F Outdoor design WB: 76.3°F Latent gain: 3226 Btuh Entering coil WB: 63.3°F Indoor design DB: 75.0°F Total gain: 19900 Btuh Indoor FIR 50% Estimated airflow: 840 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18385 Btuh 110% of load Latent capacity: 3601 Btuh 112% of load Total capacity: 21986 Btuh 110% of load SHR: 84% Heating Equipment Design Conditions Outdoor design DB: 41.7°F Heat loss: 19404 Btuh Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.5°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 21148 Btuh 109%oof load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.8 kW 102% of load Temp. rise: 22 OF Meets are all requirements of ACCA Manual S. wri htsoft' 2017-Mar-16 09 35:36 B, 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 A..00keEdenlllBGRW\Lot90ThombrookeEdenlllBGRW rup Cale - MJB House laces: W DEL -AIR Manual S Compliance Report Job: Lot90ThombrookeEdenl... Date: 05.28.15 41ma • Am cmmmm ah2 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Homes Cooling Equipment Design Conditions Outdoor design DB: 92.50F Sensible gain: 18152 Btuh Entering coil DB: 76.3OF Outdoor design WB: 76.30F Latent gain: 2852 Btuh Entering coil WB: 63.20F Indoor design DB: 75.00F Total gain: 21004 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18479 Btuh 102% of load Latent capacity: 3466 Btuh 122% of load Total capacity: 21946 Btuh 104% of load SHR: 84% Heating Equipment Design Conditions Outdoor design DB: 41.70F Heat loss: 14157 Btuh Indoor design DB: 70.00F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.50F Manufacturer: Lennox Model: 14HPX-024-230-19+CBX27UH-024-230'++TDR Actual airflow: 840 cfm Output capacity: 21148 Btuh 149% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 4.3 kW 105% of load Temp. rise: 31 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Mar-16 09 35:36 9 Ripht•Suite® Universal 2017 17.0.16 RSU24011 Pape 2A...00keEdenlllBGRW\Lot90ThombrookeEdenlllBGRW.rup Cale = MJ8 House laces: W PDEL-AIR Component Constructions Job: Lot90ThombrookeEdenl... P Date: 05.28.15 Entire House By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR COM For: Taylor Morrison Homes Design Conditions Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Cig HTM Gain fF BOWhp..F III-•F/BWh BWIUM BWh BbAW BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood firm, 16" o.c. stud 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 112" gypsum board int Irish Partitions 12C-Osw: Firm wall, r-13 cav ins, 2"x4" wood firm, 16" o.c. stud n 509 0.091 13.0 2.58 1310 2.84 1443 ne 29 0.091 13.0 2.58 75 2.84 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 497 0.091 13.0 2.58 1279 2.84 1409 w 282 0.091 13.0 2.58 726 2.84 800 all 1567 0.091 13.0 2.58 4036 2.84 4447 n 438 0.095 7.5 2.69 1177 2.02 886 ne 27 0.095 7.5 2.69 72 2.02 54 e 161 0.095 7.5 2.69 432 2.02 325 se 27 0.095 7.5 2.69 72 2.02 54 s 399 0.095 7.5 2.69 1072 2.02 807 w 119 0.095 7.5 2.69 321 2.02 241 all 1170 0.095 7.5 2.69 3146 2.02 2368 n 28 0.032 30.0 0.91 25 2.38 67 201 0.091 13.0 2.58 519 1.44 291 Windows 2A-2om: 2 glazing, clr outr, air gas, mil no brk frm mat, clr low-e innr, n 27 0.340 0 9.62 261 10.6 287 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 it window ht, 1 If sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr ouir, air gas, mtl no brk frm mat, Or low-e innr, n 19 0.340 0 9.62 185 10.6 204 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 14.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or ouir, air gas, mtl no brk firm mat, Or low-e innr, n 19 0.340 0 9.62 185 10.6 204 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 16.25 If sep.); 6.67 If head ht C wri htsofR• 2017-Mar-16 09:35:36 A I= 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 00keEdenlllBGRMLot90ThombrookeEdenlllBGRW nip Cat - MJfi House laces: W 2A-20m: 2 glazing, clr ouir, air gas, mil no brk Irm mat, clr low-e innr, ne 15 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e 75 0.340 ft overhang (5 It window ht, 1.33 ft sep.); 6.67 ft head ht se 15 0.340 all 106 0.340 2A-2om: 2 glaring, clr outs, air gas, mill no brk Irm mat, cir low-e innr, ne 19 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e 19 0.340 ft overhang (6.25 It window ht, 11.67 ft sep.); 6.67 ft head ht s 77 0.340 all 116 0.340 2A-2omd: 2 glazing, clr outr, air gas, mtl no brk frm mat, cir low-e innr, a 128 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr ouir, air gas, mtl no brk Irm mat, clr low-e innr, se 19 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.5 It overhang (6.25 ft window ht, 0 It sep.); 6.67 It head ht 2B-2fm: 2 glaring, clr outr, air gas, mill no brk frm mat, clr low-e innr, s 12 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 111 overhang (4 fl w 20 0.340 window ht, 1.33 It sep.); 6.67 It head ht all 32 0.340 IOC-m: 2 glazing, clr ouir, air gas, mill no brk Irm mat, cir low-e innr, w 40 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 10 ft overhang (6.67 ft window ht, 1.83 ft sep.); 6.67 It head ht 2B-21m: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, w 18 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 111 overhang (3 ft window ht, 1.33 ft sep.); 6.67 ft head ht IOC-m: 2 glaring, clr outr, air gas, mil no brk Irm mat, clr low-e innr, w 24 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 12.67 It overhang (8 ft window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glaring, clr ouir, air gas, mill no brk frm mat, clr low-e innr, w 39 0.340 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 ft overhang (6.25 It window ht, 0.5 It sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type Ceilings 16CR-38ad: Attic ceiling, asphalt shingles root mat, r-38 ceil ins, 1/2" gypsum board int Insh Floors 2OP-19c: Fir floor, frm fir, 6" thkns, carpet fir Insh, r-19 cav ins, gar ovr 22A-tpl: Bg floor, light dry soil, on grade depth 0 9.62 148 22.9 353 0 9.62 722 30.4 2277 0 9.62 148 22.7 350 0 9.62 1018 28.2 2980 0 9.62 185 22.9 441 0 9.62 185 30.4 585 0 9.62 742 12.2 937 0 9.62 1113 17.0 1963 0 16.4 2101 16.8 2156 0 0 0 0 0 0 0 0 n 18 0.390 0 2007 0.026 38.0 254 0.050 19.0 167 0.989 0 9.62 185 11.7 226 9.62 115 12.4 149 9.62 192 35.7 715 9.62 308 27.0 864 9.62 385 9.20 368 9.62 173 35.7 643 9.62 231 8.71 209 9.62 371 10.6 408 11.0 196 12.0 213 0.74 1476 1.15 2308 1.41 360 0.71 181 28.0 4683 0 0 A wri htsofC 2017-Mar-16 09.35 36 A 9 Right-Suite®Universal 2017 17 0.16 RSU24011 Page 2 00keEdenlllSGRW%Lot90ThombrookeEdenIIIBGRW rup Cale = MJ8 House laces. W Job: Lot90ThombrookeEdenl... DEL -AIR Component Constructions Date: 05.28AS rimOtB • Oai COIOIlOMI ah 1 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web- WWW DEL-AIR.COM For: Taylor Morrison Homes Design Conditions Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ht aWh/W--•F Ip-'FAiWh OWh/V aWh awhAtt aNh Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2' gypsum n 438 0.095 7.5 2.69 1177 2.02 886 board int Insh ne 27 0.095 7.5 2.69 72 2.02 54 e 161 0.095 7.5 2.69 432 2.02 325 se 27 0.095 7.5 2.69 72 2.02 54 s 399 0.095 7.5 2.69 1072 2.02 807 w 119 0.095 7.5 2.69 321 2.02 241 all 1170 0.095 7.5 2.69 3146 2.02 2368 Partitions 12C-Osw: Frm wall, r-13 cav ins, 2'x4" wood Irm, 16' o.c. stud 201 0.091 13.0 2.58 519 1.44 291 Windows 2A-2om: 2 glazing, clr ouir, air gas, mtl no brk trm mat, clr low-e innr, n 27 0.340 0 9.62 261 10.6 287 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or outr, air gas, mtl no brk Irm mat, Or low-e innr, n 19 0.340 0 9.62 185 10.6 204 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 14.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr outr, air gas, mtl no brk Irm mat, Or low-e innr, n 19 0.340 0 9.62 185 10.6 204 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (6.25 It window ht, 16.25 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, Or outr, air gas, mtl no brk frm mat, Or low-e innr, ne 19 0.340 0 9.62 185 22.9 441 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 e 19 0.340 0 9.62 185 30.4 585 ft overhang (6.25 It window ht, 11.67 ft sep.): 6.67 ft head ht s 77 0.340 0 9.62 742 12.2 937 all 116 0.340 0 9.62 1113 17.0 1963 2A-2omd: 2 glazing, Or ouir, air gas, mil no brk frm mat, Or low-e innr, a 128 0.580 0 16.4 2101 16.8 2156 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht C Wtl hftsOfR' 9 Right-Suhe® 2017-Mar-1609:35:36 Universal 2017 17.0.16 RSU24011 Page 3 00keEdenlllBGRVALol90ThombrookeEdeniliSGRW.rup Cale - MJ8 House laces: W 2A-2om: 2 glazing, clr ouir, air gas, mll no brk frm mat, clr low-e innr, se 19 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 3.5 It overhang (6.25 ft window ht, 0 If sep.); 6.67 If head ht I OC-m: 2 glazing, clr ouir, air gas, mll no brk frm mat, clr low-e innr, w 24 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 12.67 ft overhang (8 If window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr ouir, air gas, mll no brk frm mat, clr low-e innr, w 39 0.340 0 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 9 ft overhang (6.25 If window ht, 0.5 If sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2' 216 0.026 38.0 gypsum board int lnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 167 0.989 0 wrightSoft Right -Suite® Universal 2017 17.0.16 RSU24011Ze..00keEdenlllBGRW\Lo190ThombrookeEdenlllBGRW.rup Cak = MJa House faces: W 9.62 185 11.7 226 9.62 231 8.71 209 9.62 371 10.6 408 11.0 196 12.0 213 0.74 159 1.15 249 28.0 4683 0 0 2017•Mar•16 09:35:36 Page 4 1 DEL -AIR Component Constructions Job: Lot90ThombrookeEdenl... e " M Cmm1fno Date: 05.28.15 ah2 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Homes Design Conditions Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain Ilr Bluh/W--•F M-'FiBWh BWMIp Bluh Ruh/V BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 2"x4" wood Irm, 16'o.c. stud 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2' gypsum board int Irish Partitions none) Windows 2A-2om: 2 glazing, Or ouir, air gas, mil no brk frm mat, clr low-e innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (5 ft window ht, 1.33 ft sep.); 6.67 ft head ht 2B-21m: 2 glazing, Or ouir, air gas, mil no brk frm mat, Or low-e innr, 1/4" gap, 1/8" lhk; NFRC rated (SHGC=0.31); 1 ft overhang (4 it window ht, 1.33 ft sep.); 6.67 ft head ht IOC-m: 2 glazing, Or ouir, air gas, mil no brk frm mat, clr low-e innr, 1/4" gap, 1/8" lhk; NFRC rated (SHGC=0.31); 10 ft overhang (6.67 it window ht, 1.83 ft sep.); 6.67 ft head ht 28-2im: 2 glazing, Or outr, air gas, mil no brk firm mat, clr low-e innr, 1/4" gap, 1/8" thk: NFRC rated (SHGC=0.31); 1 ft overhang (3 It window ht, 1.33 ft sep.); 6.67 ft head ht Doors none) Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" gypsum board int fnsh n 509 0.091 13.0 2.58 1310 2.84 1443 ne 29 0.091 13.0 2.58 75 2.84 83 e 222 0.091 13.0 2.58 572 2.84 630 se 29 0.091 13.0 2.58 75 2.84 83 s 497 0.091 13.0 2.58 1279 2.84 1409 w 282 0.091 13.0 2.58 726 2.84 800 all 1567 0.091 13.0 2.58 4036 2.84 4447 n 28 0.032 30.0 0.91 25 2.38 67 ne 15 0.340 0 9.62 148 22.9 353 e 75 0.340 0 9.62 722 30.4 2277 se 15 0.340 0 9.62 148 22.7 350 all 106 0.340 0 9.62 1018 28.2 2980 s 12 0.340 0 9.62 115 12.4 149 w 20 0.340 0 9.62 192 35.7 715 all 32 0.340 0 9.62 308 27.0 864 w 40 0.340 0 9.62 385 9.20 368 w 18 0.340 0 9.62 173 35.7 643 1791 0.026 38.0 0.74 1317 1.15 2060 A + Wrlghtsoft" Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Mar-16 09:35:36 C Page 5 00keEden111BGRW\Lot90ThomDrookeEdenIIIBGRW.rup Calc = MJB House laces: W Floors 20P-19c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-19 cav ins, gar ovr 254 0.050 19.0 1.41 360 0.71 181 C Wtl ntSOi' 2017-Mar-1609:35:36 t= 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 A...00keEdenlllBGRWILol90ThombrookeEdenlllBGRW.rup Calc - MJ8 House laces: W jJob: Lot90ThombrookeEdenl... DEL -AIR Project Summary Date: 05.28.15 M Entire House By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone 407.333.2665 Fax: 407-333.3853 Web: WWW DEL-AIR.COM Project• • For: Taylor Morrison Homes Notes: RVSD 9/15/16 JA LS 3/16/17 JA Desi_qn Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 27167 Btuh Ducts 6394 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 33561 Btuh Simplified Average Heaving Coo31i4ng Area 11 22 2Volume2(ft3) 32450 32450 Air changes/hour 0.37 0.19 Equiv. AVF (cfm) 200 103 Heating Equipment Summary Make n/a Trade rVa Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Sensible Cooling Equipment Load Sizing Structure 26140 Btuh Ducts 8687 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data Ratelswing multiplier Equipment sensible load 1.00 34827 Btuh Latent Cooling Equipment Load Sizing Structure 4234 Btuh Ducts 1844 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6078 Btuh Equipment total load 40905 Btuh Req. total capacity at 0.70 SHR 4.1 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency rVa Sensible cooling 0 Btuh Latent cooling 0 Btuh Total cooling 0 Btuh Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. wrightsoftt' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-16 09:35:36 14CA Page 1 00keEdenIIIBGRW\Lo190ThombrookeEdenIIIBGRW.rup Cak = MJB House laces: W IDEL-AIR Pro ect Summary Job: LotWhombrookeEdenl... Y Date: 05.28.15 HUM • M CON1mo ro ah 1 By: ER DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax- 407-333-3853 Web: WWW DEL-AIR.COM For: Taylor Morrison Homes Notes: RVSD 9/15116 JA LS 3116/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 16227 Btuh Ducts 3177 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19404 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 He Coo17 g Area ft 17 Volum2(ft3) 16335 e16335 Air changes/hour 0.34 0.18 Equiv. AVF (cfm) 93 48 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 7045677 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 38 OF Backup: 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 12047 Btuh Ducts 4628 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 16675 Btuh Latent Cooling Equipment Load Sizing Structure 2307 Btuh Ducts 919 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3226 Btuh Equipment total load 19900 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 9 HSPF Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh 21800 Btuh @ 47°F Latent cooling 6300 Btuh 24 OF Total cooling 25200 Btuh 840 cfm Actual air flow 840 cfm 0. 043 cfm/Btuh Air flow factor 0.050 cfm/Btuh 0. 30 in H2O Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Input = 6 kW, Output = 19884 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. C Wrl htsofft' 2017-Mar-1609.35:36 9Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 00keEdeniliSGRMLo190ThombrookeEdenlllBGRW. rup Calc = MJ8 House laces, W DEL -AIR Project Summary Job: Lot90ThombrookeEdenl... 7 Date: 05.28.15 tlttm0ts • M CoNonio me ah2 By: ER DEL -AIR HEATING & AIR CONDITIONING 631 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Proiect Information For: Taylor Morrison Homes Notes: RVSD 9/15116 JA LS 3116/17 JA Design Inf• • Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 10940 Btuh Structure 14093 Btuh Ducts 3217 Btuh Ducts 4059 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14157 Btuh Use manufacturer's data y Ratelswing multiplier Equipment 1.00 Infiltration sensible load 18152 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 1927 Btuh Ducts 926 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area none) 1682ruame2ft3) Equipment latent load 2852 Btuh1168216115 Air changes/hour 0.40 0.20 Equipment total load 21004 Btuh Equiv. AVF (cfm) 107 55 Req. total capacity at 0.75 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 7045677 Coil CBX27UH-024-230'++TDR AHRI ref 7045677 Efficiency 9 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.059 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 31 OF Backup: Input = 4 kW, Output = 14837 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Mar-16 09 35 361tK.. Page 3Ai ... ookeEdenlllBGRWLot90ThombrookeEdenlllBGRW rup Cale - MJ8 House laces: W w DEL -AIR raa • ur mran Right-J® Worksheet Entire House DEL -AIR HEATING & AIR gNDITIO NINC 531 CODISCO WAY, SANFORD, FL 3277t none: 407- -2665 ax: 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot90ThombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name Entire House aht 2 Exposed wall 363.2 It 167.3 II 3 Room height 9.2 If 9.3 It 4 Room dimensions 5 Room area 3542.8 It2 1752.3 It2 Ty Construction U-value Or HTM Area (It2) Load Area (10) Load number Bluh/IIZ•F) Btuh/112) or perimeter (ft) Btuh) or perimeter (11) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-0sw 13A-7.5ocs 2A•2om 0.091 0.095 0.340 n n n 2.58 2.69 9.62 2.84 2.02 10.58 509 503 27 509 438 0 1310 1177 261 1443 886 287 0 503 27 0 438 0 0 1177 261 0 886 287 11 2A-2om 2A-2om 0.340 0.340 n n 9.62 9.62 10.58 10.58 19 19 0 0 185 185 2D4 204 19 19 0 0 185 185 204 204 W yl a 16A-30ad 12C-0sw 0.032 0.091 n ne 0.91 2.58 2.38 284 28 45 28 29 25 75 67 83 0 0 0 0 0 0 0 0 2A•2om 0.340 re 9.62 22.89 15 0 148 353 0 0 0 0 W G 13A-7.5ocs 2A-2om 0.095 0.340 ne no 2.69 9.62 2.02 2289 46 19 27 0 72 185 54 441 46 19 27 0 72 185 54 441 W 12C-0sw 0.091 a 2.58 284 297 222 572 630 0 0 0 0 t-G 1y 2A•2om 13A-7.5ocs 0.340 0.095 a a 9.62 2.69 30.36 2.02 75 308 0 161 722 432 2277 325 0 308 0 161 0 432 0 325 I G 2A-2om 2A-2omd 0.340 0.580 a a 9.62 16.41 30.36 16.85 19 12B 0 256 185 2101 585 2156 19 128 0 256 185 2101 585 2156 y/ 12C-0sw 0.091 se 2.58 2.84 45 29 75 83 0 0 0 0 G y/ 2A•2om 13A-7.5ocs 0.340 0.095 se se 9.62 2.69 22.73 2.02 15 46 2 27 148 72 350 54 0 46 0 27 0 72 0 54 I-( VjlL_G 2A•2on1 12C-0sw 28-21m 0.340 0.091 0340 se s s 9.62 2.58 9.62 11.71 2.84 12.44 19 509 12 35 497 24 185 1279 115 226 1409 149 19 0 0 35 0 0 185 0 0 226 0 0 Vy G 13A-7.5ocs 2A-2om 0.095 0.340 s s 2.69 9.62 2.02 1215 476 77 399 0 1072 742 807 937 476 77 399 0 1072 742 807 937 Vjr 12C-0sw IOC-m 2B•21m 0.091 0.340 0.340 w w w 2.58 962 9.62 2.84 9.20 35.73 360 40 18 282 78 0 726 385 173 am 368 643 0 0 0 0 0 0 0 0 0 0 0 0 2B-21m 13A•7.5ocs 0.340 0.095 w w 9.62 2.69 35.73 2.02 20 182 0 119 192 321 715 241 0 182 0 119 0 321 0 241LS P L-D 10C-m 2A•2Dm 12C-0sw 0.340 0.340 0.091 w w 9.62 9.62 2.58 8.71 10.58 1.44 24 39 219 48 77 201 231 371 519 209 408 291 24 39 219 48 77 201 231 371 519 209 408 291 11D0 16CR•38ad 0.390 0.026 n 11.04 0.74 11.99 1.15 18 2007 18 2007 196 1476 213 2308 18 216 18 216 196 159 213 249C F F 20P-19c 22A-tpl 0.050 0.989 1.41 27.99 0.71 0.00 254 1752 254 167 360 4683 181 0 0 1752 0 167 0 4683 0 0 61 c) AED excursion 0 0 Envelope loss/gain 20959 20386 13336 8776 12 a) Infiltration 6208 1971 2891 918 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1152 4 922 Appliances/other 2630 1430 Subtotal (lines 6 to 13) 27167 26140 16227 12047 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 27167 0 0 26140 0 0 16227 0 0 12D47 15 Duct loads 24% 33% 6394 8687 20% 38'/0 3177 4628 Il Total room bad Au required (clm) 33561 1680 34827 16B0 19404 840 16675 840 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A wrighttsof - Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-16 09:35:36 00keEden111BGRMLot90ThombrookeEdenlllBGRW.rup Calc = MJ8 House laces: W g DEL-AIR tsar• • m er•1rrt Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY. SANFORD. FL 3277CPnOneD40 -333-2266655 Fax: 407.333.3t153 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenlll6... Date: 05.28. 15 By: ER 1 Room dame ah2 2 Exposed Wall 195.8 It 3 Room height 90 It 4 Room dimensions 5 m Rooarea 1790.5112 Ty Constriction number U- value Btuh/ It2•• F) Or HTM BtuW111 Area ( W) or perimeter ( It) Load Stuh) Area or perimeter Load Heat Cod Gross N/ P/S Heat Cool Gross N/P/S Heat Cool 6 W li13A-7. 5ocs 2A• 2om 12C-Osw 2A•20m 0 091 0.095 0.340 n n n 2. 58 2. 69 9.62 2.84 202 10. 58 509 0 0 509 0 0 1310 0 0 1443 0 0 11 2A- 2om 0. 340 0.340 n n 9.62 9. 62 10.58 10.58 0 0 0 0 0 0 0 0 W 16A- 30ad 0. 032 n 0.91 2.38 28 28 25 67 Vy t-G 12C- Osw 0.091 ne 2.58 2.84 45 29 75 83 2A•2bm 0.340 no 9.62 22.89 15 0 148 353 y/ f 13A•7. 5ocs 2A- 2Dm 0.095 0.340 ne ne 2.69 9. 62 2.02 22.89 0 0 0 0 0 0 0 0 t- C yl 12C- Osw 2A• 2bm 13A-7. 5ocs 0. 091 0.340 0.095 a a a 2. 58 9. 62 2.69 2.84 30.36 2.02 297 75 0 222 0 0 572 722 0 630 2277 0 LAG^ 2A- tom 2A• 2Dmd 0.340 0.580 a a 9.62 16. 41 30.36 16.85 0 0 0 0 0 0 0 0 1y 12C- Osw 0. 091 se 2.58 2.84 45 29 75 83 C y/ 2A-2om 13A- 7. 5ocs 0. 340 0.095 se se 9.62 2. 69 22.73 2.02 15 0 2 0 148 0 350 0 I-^ Vy G 2A• 2om 12C- Osw 28-21m 0.340 0.091 0.340 se s s 9. 62 2. 58 9.62 11.71 2.84 1244 0 509 12 0 497 24 0 1279 115 0 1409 149 y/ G 13A- 7. 5ocs 2A- 20m 0.095 0.340 s s 2.69 9. 62 2.02 1215 0 0 0 0 0 0 0 0 Vy 12C-. tOC- m 2B•21m 0.091 0.340 0.340 w w w 2. 58 9 62 9.62 2.20 9.20 35. 7334040 18 278 78 0 385 385173 800 368 643 Vy 2B- 2fm 13A- 7. Socs 0. 340 0.095 w w 9.62 2. 69 35.73 2.02 20 0 0 0 192 0 715 0 II-= 3 P L-- D tOC- m 2A•2om 12C- sw 0.340 0.340 0.091 w w 9.62 9. 62 2.58 8.71 10.58 1.44 0 0 0 0 0 0 0 0 0 0 0 0 11 DO ISCR• 38W 0.390 0.026 n 11. 04 0. 74 11.99 1.15 0 1791 0 1791 0 1317 0 2060 C F 20P- 19c0 050 1.41 0.71 254 254 360 181 F 22A-tpl 0. 989 27.99 0.00 0 0 0 0 61 c) AED excursion p Envelope loss/gain 7623 11610 12 a) Infiltration 3317 1053 b) Room ventilation 0 0 13 Internal gams: Occupants @ 230 1 230 Appliances/other 1200 Subtotal ( lines 6 to 13) 10940 14M Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 10940 14093 15 Duct bads 29% 29% 3217 4059 Total room bad 14157 181W Air required (cfm) 840 M Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightt sc f - Right - Suite® Universal 2017 17.0.16 RSU24011 2017-Mar-16 09 35e 2 00keEdenlllBGRW\Lot90ThombrookeEdenlllBGRW.rup Calc - MJB House faces: W g J DEL-AIR r -M tr Right-J® Worksheet ahl DEL -AIR HEATING & AIR 14 531 CODISCO WAY, SANFORD, FL 3277 1 Phone, 40T7IQN260 Fax: 407.333.3853 Web- WWW.DEL-AIR.COM Job: Lot901rhombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name ahl bath4 2 Exposed wall 167.3 It 5.5 It 3 Room height 9.3 It 9.3 If heal/cool 4 5 Room dimensions Room area 17523 ft2 5.5 x 7.0 It 38.5 It2 Ty Construction U-value Or HTM Area (I12) Load Area (Itx) Load BtuWltz-F) BtufVll2) or perimeter (It) Stuh) or perimeter (II) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 2A-2om 12C-Osw 2A-tom 0.091 0.095 0 340 n n n 0.00 2.69 9.62 0.00 2.02 10.58 0 503 27 0 438 0 0 1177 261 0 886 287 0 0 0 0 0 0 0 0 0 0 0 0li13A• 7.5ocs 11 2A-2om 0.340 0.340 n n 9.62 9.62 10.58 10.58 19 19 0 0 185 185 2D4 204 0 0 0 0 0 0 0 0 W Vy mil' 16A-3Dad 12C-0sw 2A-2Dm 0.032 0.091 0.340 n re ne 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy mil-' 13A-7.5ocs 2A•2om 0.095 0.340 ne ne 2.69 9.62 2.02 22.89 46 19 27 0 72 185 54 441 0 0 0 0 0 0 0 0 y/ f 12C-0sw 2A•2Dm 13A-7.5ocs 0.091 0.340 0.095 a a a 0.00 0.00 2.69 0.00 0.00 2.02 0 0 308 0 0 161 0 0 432 0 0 325 0 0 0 0 0 0 0 0 0 0 0 0 2A•2Dm 2A-2omd 0.340 0.580 a a 9.62 16.41 30.36 16.85 19 128 0 256 185 2101 585 2156 0 0 0 0 0 0 0 0 Vy f Vy 12C-0sw 2A-2om 13A-7.5ocs 0.091 0.340 0.095 se se se 0.00 0.00 2.69 0.00 0.00 2.02 0 0 46 0 0 27 0 0 72 0 0 54 0 0 0 0 0 0 0 0 0 0 0 0 t--G yLZ 2A-2Dm 12C-0sw 2B•21m 0.340 0.091 0.340 se s s 9.62 0.00 0.00 11.71 0.00 0.00 19 0 0 35 0 0 185 0 0 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G 13A-7.5ocs 0.095 s 2.69 202 476 399 1072 807 51 51 138 104 2A•2Dm 0.340 s 9.62 1215 77 0 742 937 0 0 0 0 V)I 12C tOC-m -m 2B-21m 0. 3400.340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0111------GGG 2B•21m 13A-7.5ocs 0.340 0.095 w w 0.00 2.69 0.00 2.02 0 182 0 119 0 321 0 241 0 0 0 0 0 0 0 0 P LD 10C•m 2A-2om 12C-0sw 0.340 0 340 0.091 w w 9.62 9.62 2.58 8.71 10.58 1.44 24 39 219 48 77 201 231 371 519 209 408 291 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 16CR-38ad 0.390 0.026 n 11.04 0.74 11.99 1.15 18 216 18 216 196 159 213 249 0 0 0 0 0 0 0 0C F F 23P-19c 22A-tpl 0.050 0.989 0.00 27.99 0.00 0.00 0 1752 0 167 0 4683 0 0 0 39 0 6 0 154 0 0 6 c) AED excursion 0 16 Envelope loss/on 13336 8776 292 88 12 a) Infiltration 2891 918 95 30 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 4 922 0 0 Appliances/other 1430 0 Sublotal (fines 6 to 13) 16227 12047 387 118 Less external bad 0 0 0 0 14 Less transfer Redsinbulion Sublotal 0 0 16227 0 0 12D47 0 0 387 0 0 118 15 Duct bads 20% 381/6 3177 4628 20% 38% 76 45 Total room load Air required (c1m) 19404 840 16675 840 1 1 463 20 164 8 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 36Ai- Wrighttsaft- Right -Suite® Universal 2017 17.0 16 RSU24011 2017-Mar•1609 35e 3 00keEdenlllBGRW\Lol90ThombrookeEdenlllBGRW.rup Cale - MJ8 House laces: W g 1 DEL -AIR SUM • m Damao Right-J® Worksheet ahl DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 327 1 PhoneD40 -34J3N266N5 Fax 407-333-3853 Web: Www.DEL-AIR.COM Job: Lot90ThombrookeEdentl16... Date: 05.28.15 By: ER 1 Room name brkfst kitchen 2 Exposed wall 32.3 It 14.0 It 3 Room height 9.3 It heat/cool 9.3 It heaYcool 4 Room dimensions 1.0 x 163.3 It 14.0 x WIt 5 mRooarea 163.3 lt2 189.0 112 Ty Construction U-value Or HTM Area (112) Load Area (112) Load number BtulVft2-•F) Btuh/112) or perimeter (It) Biuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat cod Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 n 2.69 2.02 89 89 238 179 131 131 351 264 2A- 2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A- 2om 0 340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 16A•30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 y L12C-Osw 0.091 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-7.5ocs 0.095 ne 2.69 202 46 27 72 54 0 0 0 0 G 2A•2om 0.340 ne 9.62 22.89 19 0 185 441 0 0 0 0 Vy 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 LG 2A•2om 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A•7.5ocs 0 095 a 2.69 2.02 61 41 111 64 0 0 0 0 2A- tom 0.340 a 9.62 30.36 19 0 185 585 0 0 0 0 LG2A-2omd 0.58D a 16.41 1&85 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 L 2A-2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-7.5ocs 0.095 se 2.69 2.02 46 27 72 54 0 0 0 0 I--( i 2A-tom 0.340 se 9.62 11.71 19 18 185 226 0 0 0 0 y/ 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 C 28-21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 y! 13A-7.5ocs 0.095 s 2.69 2.02 61 61 163 123 0 0 0 0 2A• 2om 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vy 12C 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 tOC- m•m0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 II- 2B-21m 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2B- 21m 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A- 7.Socs 0.095 w 2.69 2.02 0 0 0 0 0 0 0 0 10C- m 0.340 w 9.62 8.71 0 0 0 0 0 0 0 0 2A- 2om 0.340 w 9.62 10.58 0 0 0 0 0 0 0 0 P L- D 12C- Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11 DO 0 39D n 11.04 1199 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 163 32 905 0 189 14 392 0 6 c) AED excursion 34 181 Envelope loss/gain 2119 1780 743 84 12 a) Infiltration 560 178 242 77 b) Room vernilation 0 0 0 0 13 Internal gains: Occupants @ 23D 0 0 0 0 Appliances/ other 0 1200 Subtotal ( lines 6 to 13) 2678 1958 985 1361 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2678 1958 985 1361 15 Duct bads 120% 30% 524 752 20% 38% 193 523 Total room bad 3203 2710 1178 1883 Air required (cfm) 139 137 1 151 95 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A 41- wrightsoft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017- Mar-16 09 35 36 e 4 ookeEdenlilBGRW\ Lol90ThombrookeEdenlllBGRW.rup Cale - MJB House faces: W Page j DEL-AIR SUM - M eamra o Right-J® Worksheet ah1 DEL -AIR HEATING & AIR CgNDIOT NINC 531 CODISCO WAY, SANfORD, fL 32771 hone: a07- 2665 ax: 407.333-3853 Web: WWW.DEL-AIR COM Job: Lot90ThombrookeEdenillB... Date: 05.28.15 By: ER 1 Room name dining living 2 Exposed wall 19.5 It 37.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimensions Room area 1.0 x 435.0 it 435.0 It2 16.0 x 13.5 It 2160 112 Ty Constriction U•value Or HTM Area (It2) Load Area (It2) Load number Stuh/02-*F) BtulVft2) or perimeter (it) Btuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 Vh13A-7.5ocs 0.095 n 2.69 202 126 87 234 176 149 122 329 247 2A-2om 0.340 n 9.62 10.58 0 0 0 0 27 0 261 287 2A-2om 0.340 n 9.62 1058 19 0 185 204 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 19 0 185 204 0 0 0 0 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 no 0.00 0.00 0 0 0 0 0 0 0 0 Y--G 2A-2om 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 Yy C 13A•7.5ocs 2A-tom 0.095 0.340 no ne 2.69 9.62 202 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 12C-Osw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 G y/ 2A-tom 13A-7.5ocs 0.340 0.095 a a 0.00 2.69 0.00 2.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 LAG^ 2A-tom 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 16.41 16.85 0 0 0 0 0 0 0 0 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-7.5ocs 0.095 se 2.69 2.02 0 0 0 0 0 0 0 0 I-( yl 2A-tom 12C-Osw 0.340 0.091 se s 9.62 0.00 11.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V--G 2B•21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 VLG 13A-7.5ocs 0.095 s 2.69 202 0 0 0 0 75 75 201 151 2A-2Wn 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 Vjl 12C 10C-m-m 2B-21m 0.091 0.340 0.340 w w w 0 00 000 000 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 2B•21m 13A-7.5ocs 0.340 0.095 w w 0.00 2.69 0.00 2.02 0 56 0 32 0 85 0 64 0 126 0 87 0 235 0 177 I{_-((^ P LD 11OC•m 2A-20m 12C-Osw 0.340 0.340 0.091 w w 9.62 9.62 2.58 8.71 10.58 1.44 24 0 0 24 0 0 231 0 0 209 0 0 0 39 0 0 39 0 0 371 0 0 408 0 11 DO 16CR-38ad 0.390 O.O26 n 11.04 0.74 11.99 1.15 0 0 0 0 0 0 0 0 0 216 0 216 0 159 0 249C F 2OP-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 435 20 546 0 216 38 1050 0 61 c) AED excursion 105 1 594 Envelope loss/gain 1467 962 2604 2112 12 a) Irdiffration 336 107 648 206 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 230 0 Subtotal (lines 6to 13) 11803 1299 3252 2318 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1803 1299 3252 2318 15 Duct bads 120% 38% 353 499 20% 38% 637 891 Total room bad 2156 1798 3889 3209 Air required (cim) 93 911 1 168 162 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 48k wrightsOft' 2017•Mar-16 0 Right -Suite® Universal 2017 17.0.16 RSU24011 age 5 00keEdenlllBGRMLot90ThornbrookeEdenIIIBGRW.rup Calc = MJ8 House faces: W DEL -AIR er1D1111111 • M Right-J® Worksheet ahl DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`i Phone 40 I393n26659616655Fax: 407-333.3853 Web: WWW DEL-AIR.COM Job: Lot90ThombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name family bdnn 5 2 Exposed wall 43.5 It 14.0 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 5 Room dimension Room area 170 x 26.5 It 450.5 W 14.0 x 13 0 It 182.0 It2 Ty Construction U-value Or HTM Area (III Load Area (ill Load number Btuh/Ilx°F) Btutvftg or perimeter (it) Btuh) or perimeter (11) Btuh) Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 n 2.69 2.02 0 0 0 0 0 0 0 0 2A-tom 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A•2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 164-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 12C-Osw 2A-2om 0 091 0.340 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 no 2.69 2.02 0 0 0 0 0 0 0 0 2A-2orn 0.340 ne, 9.62 22.89 0 0 0 0 0 0 0 0 Vy G 12C-Osw 2A-2om 0.091 0.340 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs 0 095 a 2.69 2.02 247 119 321 241 0 0 0 0 2A-2om 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 16.41 16.85 128 128 2101 2156 0 0 0 0 Vy 12C-Osw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 Y--G 2A-2Dm 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vy 13A-7.5ocs 0.095 se 2.69 2.02 0 0 0 0 0 0 0 0 G 2A-2om 0.340 se 9.62 11.71 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2B.21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl G 13A-7.5ocs 0.095 s 2.69 2.02 159 120 323 243 131 92 248 186 2A-2bm 0.340 s 9.62 12.15 39 0 371 468 39 0 371 468 Vjl loc-m10C-m 2B-21m 0. 0.340340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0rll------GGG 2S-21m 13A•7.5ocs 0.340 0.095 w w 0.00 2.69 0.00 2.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LD 10C-m 2A-2om 12C-Osw 0.340 0.340 0.091 w w 9.62 9.62 2.58 8.71 10.58 1.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 121 0 0 121 0 0 312 0 0 175 11 DO 16CR-38ad 0.390 0.026 n 11.04 0.74 11.99 1.15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0C F 20P-19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A•tpl 0.989 27.99 0.00 451 44 1218 0 182 14 392 0 6 c) AED excursion 50p 1 4 Envelope loss/gain 4333 2609 1323 834 12 a) Inliflration 752 239 242 77 b) Room ventilation 0 0 0 0 13 Internal gain: Occupants @ 230 4 920 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 5084 3768 1564 911 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 5084 3768 1%4 911 15 Duct loads 201/6 38% 995 1447 20Y. 38% 306 350 Total room load 6080 5215 1871 1261 Au required (clm) 263 263 all 64 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A - 01-1- wrightsc ft- Righl-Suile® Universal 2017 17.0.16 RSU24011 2017-Mar-16 0 page 6 ookeEdeniliSGRMLo190ThombrookeEdenlllBGRW nrp Cale - M.18 House laces: W DEL --AIR a111111• M Right -A) Worksheet ahl DEL -AIR HEATING & AIR CgNDITIQ NING531CODISCOWAY, SANFORD, FL 32771 none: 407-3 -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenIIIB... Date: 05.28.15 By: ER 1 Room name mud room bath 4 van 2 Exposed wall 1.0 It 0 It 3 Room height 9.3 It heaUcool 9.3 it heat/cool 4 5 Room dimensions Room area 6.0 x 7.5 It 45.0 It2 5.5 x 6.0 It 33.0 112 Ty Construction U-value Or HTM Area (112) Load Area (I12) Load 8luh/It4°F) Btuh/ft2) or perimeter (it) Bluh) or perimeter (It) Btuh) Heat I Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 12C-0sw 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 n 2.69 2.02 9 9 25 19 0 0 0 0 2A-2an 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A-2om 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 9.62 1058 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.00 0.00 0 0 0 0 0 0 0 0 yl C 12C-0sw 0.091 ne 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 ne 0.00 0 00 0 0 0 0 0 0 0 0 Vy 13A•7.5ocs 0.095 ne 2.69 Z02 0 0 0 0 0 0 0 0 mil' 2A-tom 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2o n 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 13A•7.5ocs 0.095 a 2.69 2.02 0 0 0 0 0 0 0 0 2A•2om 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 I;_CG 2A-2Dmd 0.580 a 16.41 16.85 0 0 0 0 0 0 0 0 12C-0sw 0.091 se 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 13A•7.5ocs 0.095 se 2.69 2.02 0 0 0 0 0 0 0 0 2A-2om 0.340 se 9.62 11.71 0 0 0 0 0 0 0 0 yl 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2B-21m 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vy G 13A•7.5ocs 0.095 s 2.69 2.02 0 0 0 0 0 0 0 0 2A•2bm 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 V 12C IOC-m -m 2B-21m 0. 0.340340 0.340 w w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A-7.5ocs 28.21m 0.340 0.095 w w 0.00 2.69 0.00 2.02 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LD 10C-m 2A-2an 12C-Osw 0.340 0.340 0 091 w w 9.62 9.62 2.58 8.71 10.58 1.44 0 0 98 0 0 80 0 0 207 0 0 116 0 0 0 0 0 0 0 0 0 0 0 0 11D0 0.390 n 11.04 11.99 18 18 196 213 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 0 0 0 0 0 0 0 0 F 20P•19c 0.050 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.99 0.00 45 1 28 0 33 0 0 0 6 c) AED excursion 41 0 Envelope loss/gain 456 306 0 0 12 a) Irdiflratfon 17 5 0 0 b) Room vemilation 0 0 0 0 13 Inlenlal gains: Occupants @ 230 0 0 0 2 Appliances/other 10 0 Subtotal (lines 6 to 13) 473 312 0 2 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 473 312 0 2 15 Duct bads 20% 38% 93 120 20% 38%1 0 1 Total room bad 566 432 1 01 3 Air required (clm) 1 124 22 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wriightsoft- Right-Suile® Universal 2017 17.0.16 RSU24011 2017-Mar-16 09: 9e 6 ookeEdenlllBGRMLot90ThombrookeEdenlllBGRW rup Cak - MJ8 House faces: W DEL --AIR racer•• d Right-J® Worksheet ah2 DEL -AIR HEATING & AIR gNDITIO&NINq531CODISCOWAY, SANFORD, FL 32771 hone: 407- -2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenlll6... Date: 05.28.15 By: ER 1 Room name ah2 bdrm 2 2 3 Exposed wall Room height 195.8 It 9.0 If 23.5 It 9.0 If heat/cool 4 5 Room dimensions Room area 1790.5 I12 13.0 x 10.5 It 136.5 112 Ty Construction number U-value BtutVft2-•F) Or HTM Btuh/112) Area (III or perimeter (it) Load Btuh) Area (It2) or perimeter (It) Load Btuh) Heat Cool Gross N/P/S Heal Cool Gross N/P/S Heal Cool 6 W 12C-0sw 13A•7.5ocs 2A-2orn 0.091 0.095 0.340 n n n 2.58 0.00 0.00 2.84 0.00 0.00 509 0 0 509 0 0 1310 0 0 1443 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A•2om 2A•2bm 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy Vl" 16A-30ad 12C-Osw 2A-2om 0.032 0.091 0.340 n ne no 0.91 2.58 9.62 238 2.84 22.89 28 45 15 28 29 0 25 75 148 67 83 353 0 0 0 0 0 0 0 0 0 0 0 0 VN 13A•7.5ocs 2A-2bm 12C-Osw 2A-2om 13A-7.5ocs 0.095 0.340 0.091 0.340 0.095 ne ne a a a 0.00 0.00 2.58 9.62 0.00 0.00 0.00 2.84 30.36 0.00 0 0 297 75 0 0 0 222 0 0 0 0 572 722 0 0 0 630 2277 0 0 0 95 30 0 0 0 65 0 0 0 0 166 289 0 0 0 183 911 0 G Vy G 2A-2om 2A•2omd 0.340 0.580 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Yyl G 12C-Osw 2A•2om 13A-7.5ocs 0.091 0.340 0.095 se se se 2.58 9.62 0.00 2.84 22.73 0.00 45 15 0 29 2 0 75 148 0 83 350 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 2A-2om 12C-0sw 2B•21m 13A•7.5ocs 2A-2om 0.340 0.091 0.340 0.095 0.340 se 5 s s s 0.00 2.58 9.62 0.00 0.00 0.00 2.84 12.44 0.00 0.00 0 509 12 0 0 0 497 24 0 0 0 1279 115 0 0 0 1409 149 0 0 0 117 0 0 0 0 117 0 0 0 0 301 0 0 0 0 332 0 0 0 G Vjl LG Vjl 12C-Osw IOC-m 2B-21m 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.84 9.20 35.73 360 40 18 282 78 0 726 385 173 800 368 643 0 0 0 0 0 0 0 0 0 0 0 0 LS P L--D 2B-21m 13A-7.5ocs 10C-m 2A-2om 12C-Osw 11 DO 16CR-38ad 20P-19c 22A-tpl 0.340 0.095 0.340 0.340 0.091 0.390 0.026 0.050 0.989 w w w w n 962 0.00 0.00 0.00 0.00 0.00 0.74 1.41 0.00 35.73 0.00 0.00 0.00 0.00 0.00 1.15 0.71 0.00 20 0 0 0 0 0 1791 254 0 0 0 0 0 0 0 1791 254 0 192 0 0 0 0 0 1317 360 0 715 0 0 0 0 0 2060 181 0 0 0 0 0 0 0 137 0 0 0 0 0 0 0 0 137 0 0 0 0 0 0 0 0 100 0 0 0 0 0 0 0 0 157 0 0 C F F 61 c) AED excursion 0 47 Envelope losstgain 7623 11610 857 1630 12 a) Inlinration b) Room ventilation 3317 0 1053 0 392 0 124 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 10940 14093 11248 1754 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 10940 0 0 14093 0 0 1248 0 0 1754 15 Duct bads 1 29% 29% 3217 4059 29% 29% 367 505 Total room load Air required (cfm) 14157 840 18152 840 1615 96 2260 105 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightt sc ft- Right -Suite® Universal 2017 17 0.16 RSU24011 2017-Mar-16 0 :3 6 e 00keEdenlllBGRW\Lot90ThombrookeEdenlllBGRW.rup Cale = MJ8 House faces: W g 1' DEL -AIR r .M Right-J® Worksheet ah2 DEL -AIR HEATING & AIR QNI 531 CODISCO WAY, SANFORD, FL 32 C ND4o -3333-266655 Fax: 407-333.3853 Web WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenillB... Date: 05.28.15 By: ER 1 2 3 Room name Exposedwall Room height wic exl 15.0It 9.0 It heal/cool we 5.5It 9.0 It heaUcool 4 5 Room dimensions Room area 1.0 x 64.8 1t 64.8 112 5.5 x 3.5 It 19.3 112 Ty Construction number U-value BtuWI12-*F) Or HTM BIUh/fIj Area (111 or perimeter (II) Load Btuh) Area (10) or perimeter (11) Load Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 13A-7.5ocs 2A-2om 0.091 0.095 0.340 n n n 2.58 0.00 0 00 2.84 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A-2om 2A-20m 0.340 0.340 n n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vy IGA-30ad 12C-0sw 2A-2om 0.032 0.091 0.340 n ne no 0.91 2.58 9.62 2.38 284 22.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0G Vy 13A-7.5ocs 2A-2om 0.095 0.340 ne ne 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 G Vy 2A-2om 13A-7.5ocs 0.340 0.095 a a 9.62 0.00 30.36 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I G 2A-2om 2A-2omd 0.340 0.580 a a 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 G Vy 2A-2om 13A-7.5ocs 0.340 0.095 se se 9.62 0.00 22.73 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 fi V I G 2A-2om 12C-0sw 28-21m 0.340 0.091 0.340 se s s 0.00 2.58 9.62 0.00 2.84 12.44 0 72 0 0 72 0 0 185 0 0 204 0 0 50 0 0 50 0 0 127 0 0 140 0 Vy fi 13A-7.5ocs 2A-tom 0.095 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 10C-m 28-21m 0.091 0.340 0.340 w w w 2.58 9.62 9.62 2.84 9.20 35.73 63 0 0 53 0 0 136 0 0 150 0 0 0 0 0 0 0 0 0 0 0 0 0 0ll- 2B-21m 13A-7.5ocs 0.340 0.095 w w 9.62 D.00 35.73 0.00 10 0 0 0 96 0 357 0 0 0 0 0 0 0 0 0 P 10C-m 2A-2om 12C-0sw 0.340 0.340 0.091 w w 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 D0 16CR-38W 20P-19c 22A-tpi 0.390 0.026 0.050 0.989 n 0.00 0.74 1.41 0.00 0.00 1.15 0.71 0.00 0 65 65 0 0 65 65 0 0 48 92 0 0 74 46 0 0 19 19 0 0 19 19 0 0 14 27 0 0 22 14 0 C F F 6 c) AED excursion 12 31 Envelope loss/gain 557 845 169 146 12 a) Infiltration 250 79 92 29 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 23D 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 807 924 261 175 Less external load 0 0 0 0 14 Less transfer Redstribution Subtotal 0 0 8D7 0 0 924 0 0 261 0 0 175 15 Duct Toads 29% 29Yo 237 266 29% 29% 77 50 Total roomload Air required (clm) 1045 62 1190 55 337 20 225 10 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W., i htsoft' Right -Suite® Universal 2017 17.0 16 RSU24011 2017-Mar-16 0 :3 Awke 9 00keEdenlllBGRW%Lot90ThombrookeEdenII18GRW nrp Calc = MJ8 House faces: W g DEL -AIR r•o- a t rte Right-J® Worksheet ah2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407• -2f-Fax: 407-333.3853 Web: WWW.DEL•AIR.COM Job: Lot9OThombrookeEdenlllB... Date: 05.28.15 By: ER 1 2 Room dame Exposed wall utility 60 It wic (2) 4.0 It 3 Room height 90 It heal/cool 9.0 It heat/Cool 4 5 Room dimensions mRooarea 6. 0 x 9.0 It 54. 0 112 4. 0 x 5.5 It 22 0 02 Ty Construction U-value BtuWI12-* F) Or HTM BI III Area ( fl2) or perimeter (It) Load Btuh) Area ( III or perimeter (ft) Load Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W Vh13A- 7.5ocs 12C- Osw 2A- 2om 0. 091 0. 095 0. 340 n n n 2. 58 0. 00 0. 00 2. 84 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A- 2om 2A• 2om 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 16A•3Dad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 t- G 12C- Osw 2A• 2om 0. 091 0. 340 ne ne 2. 58 9. 62 2. 84 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy Y- G 13A• 7.5ocs 2A- 2Dm 0. 095 0. 340 re ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C- Osw 2A- 2om 13A- 7.5ocs 0. 091 0. 340 0. 095 a a a 2. 58 9. 62 0. 00 2. 84 30. 36 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L G 2A-2bm 2A- 2omd 0 340 0. 580 a a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 t- G Y_ G13A-7.5ocs 2A• 2bm 0.340 0. 095 se se 9. 62 0. 00 22. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 2A• 2Dn 12C- Osw 28- 21m 0. 340 0. 091 0. 340 se s s 0. 00 2. 58 9. 62 0. 00 2. 84 12. 44 0 54 0 0 54 0 0 139 0 0 153 0 0 36 0 0 36 0 0 93 0 0 102 0 yl Ufa 13A- 7.5ocs 2A- 2Dm 0. 095 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- m IOC-m 2B• 21m 0. 340 0.340 0. 340 w w w 2. 62 9.62 9. 62 2. 20 9.20 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 t- fCCi 1y 2B- 21m 13A. 7.5ocs 0. 340 0. 095 w w 9. 62 000 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 10C- m 2A• 2Dn 12C- Osw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IIDO 1SCR•38W 0.390 0.026 n 0. 00 0.74 0.00 1.15 0 54 0 54 0 40 0 62 0 22 0 22 0 16 0 25 C FF 2OP- 19c 22A•Ipl 0 050 0 989 1.41 0.00 0.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 c) AED excursion 126 22 Envelope loss/ gain 179 90 109 105 12 a) Infiltration 100 32 67 21 b) Room ventilation 0 0 0 0 13 Imemal gains: Occupants @ 230 0 0 0 0 Appliances/olher 600 0 Subtotal (lines 6 to 13) 279 721 176 127 Less exlemal load 0 0 0 0 14 Less transfer Redistribulion Subtotal 0 0 279 0 0 721 0 0 176 0 0 127 15 Duct loads 129% 29% 82 208 29% 299b 52 36 Total room bad Air required ( cfm) 361 21 929 43 227 13 163 8 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A wrightsoft- Right -Suite® Universal 2017 17 0 16 RSU24011 2017-Mar-16 O : 35e:36 00keEdenIIIBGRW\ Lol90ThombrookeEdenlllBGRW. rup Cale - MJfi House faces: W g DEL -AIR rnr• • ar exotaw Right-J® Worksheet ah2 DEL -AIR HEATING & AIR C9NDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 ax: 407-333-3853 Web: WWW DEL -AIR COM Job: Lot90ThombrookeEden111B... Date: 05.28.15 By: ER 1 Room dame bth 2 ms suite 2 Exposed wall 50 It 25.0 1t 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dmerlsions mRooarea 7. 5 x 5.0 It 37. 5 112 1. 0 x 248.8 It 248. 8 It2 Ty Construction U-value Or HTM Area (02) Load Area (112) Load number Btuh/112••F) Btuh/It2) or perimeter (It) Btuh) or perimeter (It) Btuh) Heat I Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 W 12C-0sw 0.091 n 2.58 284 0 0 0 0 104 104 267 294 13A- 7.5ocs 0 095 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 3om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dm 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 28 28 25 67 yl C 12C- 0sw 0.091 ne 2.58 2.84 0 0 0 0 0 0 0 0 2A- tom 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 no 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2Dm 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 LGVII 12C-0sw 0.091 a 2.58 2.84 45 45 116 128 0 0 0 0 t-- G 2A-2an 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 ILS13A• 7.5ocs 0.095 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Drn 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2amd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 1y 12C-0sw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 t- . G 2A-2om 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 y! 13A•7.5ocs 0.095 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2bm 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Y r 12C-0sw 0.091 s 2.58 2.84 0 0 0 0 0 0 0 0 f 2B•21m 0.340 s 9.62 1244 0 0 0 0 0 0 0 0 Vy 13A•7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2om 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 f12C- 0sw loc- m 2B- 21m 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 84 9. 20 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 122 40 0 82 39 0 210 385 0 231 368 0 1l 213• 21m 13A• 7.5ocs 0. 340 0. 095 w w 9. 62 0. 00 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-- fi VC P L- D 10C- m 2A• 2om 12C- 0sw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16CR- 38ad 0. 390 0. 026 n 0.00 0. 74 0. 00 1. 15 0 38 0 38 0 28 0 43 0 249 0 249 0 183 0 286 CF 20P•19c 0 050 1.41 0.71 0 0 0 0 160 160 226 114 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 29 252 Envelope loss/gain t43 142 1296 1612 12 a) Irlihrdtion 83 26 489 149 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 1 230 Appliances/ other 0 600 Subtotal ( lines 6 to 13) 227 168 1764 2591 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 227 168 1764 2591 15 Duct loads 129% 29% 67 48 29% 29%1 519 746 Total room bad 294 216 2283 3337 Air required (cfm) 17 t0 135 154 Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed. A wrightsofC 3 Right - Suite® Universal 2017 17.0.16 RSU24011 2017- Mar-16 0 ::'6 00keEdenIIIBGRW1Lo190ThombrookeEdenlllBGRW. rup Calc - MJ8 House faces: W j' DEL -AIR rraro • au eaonoraa Right-J® Worksheet ah2 DEL -AIR HEATING 8t AIR 2 NDTIO26531CODISCOWAY, SANFORD, FL 3CIC-6Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenIIIB... Date: 05.28.15 By: ER 1 Room name wic (3) bdnn 3 2 3 Exposed wall Room height 0 It 9. 0 It heat/cool 11. 0 It 9. 0 It heaYcool 4 5 Room dimensions Room area 4. 5 x 4.0 1t 18. 0 ft2 13. 0 x 11.0 It 143. 0 It= Ty Construction U-value Or HTM Area (I12) Load Area (112) Load number BtuhAtz•F) Btuh/ft2) or perimeter (It) Stuh) or perimeter (It) Stuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 W 12C-Osw 13A- 7.5ocs 2A- 2om 0. 091 0. 095 0. 340 n n n 2. 58 0. 00 0. 00 284 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11112A- 2om 2A- 2orn 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W V Y-- G 16A- 30ad 12C- Osw 2A- 2an 0. 032 0. 091 0. 340 n ne no 0. 91 2. 58 9. 62 2. 38 2. 84 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy G 13A- 7.5ocs 2A- 2om 0. 095 0. 340 no ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Y- G 12C- Osw 0.091 a 2.58 2.84 0 0 0 0 99 69 178 196 2A- 2om 13A- 7.5ocs 0. 340 0. 095 a a 9. 62 O. 00 30. 36 0. 00 0 0 0 0 0 0 0 0 30 0 0 0 289 0 911 0 2A- 2om 2A- 2omd 0. 340 0. 580 a a O. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 Y-- G Vy 2A- 2om 13A- 7.5ocs 0. 340 0. 095 se se 9. 62 0. 00 22. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t-- G Vy G 2A- tom 12C- Osw 2B- 21m 0. 340 0. 091 0. 340 se s s 0. 00 2. 58 9. 62 0. 00 2. 84 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 y/ C 13A- 7.5ocs 2A- 2an 0. 095 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl tOC- m loc-ni 2B- 21m 0. 091 0. 340 0. 340 w w w 2. 62 9.62 9. 62 2. 20 9.20 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 11F------GGG 2B-21m 13A- 7.5ocs 0. 340 0. 095 w w 9. 62 0. 00 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-- D 10C- m 2A- 2an 12C- Osw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 16CR- 38ad 0. 390 0. 026 n 000 0. 74 0. 00 1. 15 0 18 0 18 0 13 0 21 0 143 0 143 0 105 0 165 CF F 20P- 19c 22A- tpl 0. 050 0. 989 1. 41 0. 00 0. 71 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 c) AED excursion 3 103 E nvelope loss/gain 13 18 572 1374 12 a) Intillration 0 0 183 58 b) Roan ventilation 0 0 0 0 13 Internal gams: Occupants @ 230 0 0 0 0 Apphances/ aher 0 0 Subtotal ( litres 6 to 13) 13 18 755 1433 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 13 0 0 18 0 0 755 0 0 1433 15 Duct bads 29% 29% 4 5 29% 29% 222 413 Total room bad 17 23 I 1 977 1845 Air reouued (cfm) 1 1 58 85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 411- wrightsoft- Right -Suite® Universal 2017 17 0.16 RSU24011 2017- Mar-I6 OP9:35:36 ookeEdenlllBGRW\ Lot90ThombrookeEdenlllBGRW.rup Calc - MJfi House laces: W g j' DEL -AIR r -err aorrarw Right-J® Worksheet ah2 DEL -AIR HEATING & AIR C9NDITIQ&NIN 11531CODISCOWAY, SANFORD, FL 32771 none: 407- -2665 ax: 407.333.3853 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenlll6... Date: 05.28.15 By: ER 1 Room name b1h 3 ms b1h 2 Exposed wall 8.5 It 13.5 It 3 Room height 9.0 It heat/cool 9.0 11 heat/cool 4 Room dimensions 8.5 x 5.5 It 1.0 x 126.0 it 5 Room area 46.8 ft2 126.0 112 Ty Construction U-value Or HTM Area (112) Load Area (10) Load number Btuh/114•F) Bluhtill or perimeter (It) Stuh) or perimeter (It) Btuh) Heal Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-Osw 0.091 n 2.58 2.84 77 77 197 217 0 0 0 0 2A-2om 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0li13A- 7.5ocs 2A•2om 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 11 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-3Dad 0.032 n 0.91 238 0 0 0 0 0 0 0 0 yl f 12C-Osw 0.091 ne 2.58 2.84 0 0 0 0 0 0 0 0 2A-tom 0.340 ne 9.62 22.89 0 0 0 0 0 0 0 0 Vy 13A-7.5ocs 0.095 ne 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2Dm 0.340 ne 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 0 0 0 0 t(' 2A•2Dm 0.340 a 9.62 30.36 0 0 0 0 0 0 0 0 13A•7.5ocs 0.095 a 0.00 0.00 0 0 0 0 0 0 0 0 2A•2Dm 0.340 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 a 0.00 0.00 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 C' 2A•2Dm 0.340 se 9.62 22.73 0 0 0 0 0 0 0 0 y/ 13A•7.5ocs 0.095 se 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2Dm 0.340 se 0.00 0.00 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 s 258 284 0 0 0 0 122 110 282 311 C 2B•21m 0.340 s 9.62 12.44 0 0 0 0 12 12 115 149 Vy 13A-7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A•2Dm 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vh12C- 0.091 w 2. 2. 0 0 0 0 0 0 0 0 10C-m 0.340 w 9.6262 9.2020 0 0 0 0 0 0 0 0 2B-21m 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 2B•21m 0.340 w 9.62 35.73 0 0 0 0 0 0 0 0 V613A.7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 10C•m 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2an 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 P L-D 12C-Osw 0 091 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16CR-38ad 0.026 0.74 1.15 47 47 34 54 126 126 93 145 F 2OP-19c 0.050 1.41 0.71 0 0 0 0 11 11 15 7 F 22A•tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 47 94 Envelope loss/gain 231 224 505 519 12 a) Infiltration 142 45 225 71 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 SulXotal (lines 6 to 13) 373 269 730 590 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 373 269 730 590 15 Duct bads 29% 29% 110 77 29% 29% 215 170 Total room bad 483 346 956 735Airrequired (cfm) 29 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrightsoft' Right-SuileO Universal 2017 17.0.16 RSU24011 2017-Mar-16 O : 5:36 Ae&.. ookeEdenlllBGRMLol90ThombrookeEdenlllBGRW.rup Calc = MJ8 House faces: W g 1' DEL -AIR a• m e m Right-J® Worksheet ah2 DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 3277`11 NQhoD407.333.2 5 Pax 407.333.3853 Web: WWW.DEL-AIR COM Job: Lot90ThombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name wic (4) b1h 2 lav 2 Exposed wall 0 It 0 It 3 Room height 9.0 It heat/Cool 9.0 It heat/cool 4 5 Room dimensions mRooarea 4. 0 x 4.0 It 16. 0 112 5. 5 x 5.0 It 27. 5 ft2 Ty Construction number U- value BtuWII2-• F) Or HTM BtuNlt2) Area ( It2) or penmeter (It) Load Btuh) Area ( ft2) or perimeter (it) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W Vh13A- 7.5ocs 12C- Osw 2A- tom 0. 091 0. 095 0. 340 n n n 2. 58 0. 00 0. 00 2. 84 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 2A- 2om 2A- 2Dm 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W yl 16A• 30ad 12C- Osw 2A- 2om 0. 032 0 091 0. 340 n ne ne 0. 91 2. 58 9. 62 238 2. 84 22. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 GVy G 13A- 7.5ocs 2A• 2om 0. 095 0. 340 ne ne 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 a 2.58 284 0 0 0 0 0 0 0 0 f ILS13A- 7.5ocs 2A• 2om 0.340 0. 095 a a 9. 62 0. 00 30. 36 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A- 2om 2A- 2Dmd 0. 340 0. 580 e a 000 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 0 0 0 0 Y-- f tVy 2A• 2Dm 13A- 7.5ocs 0. 340 0. 095 se se 9. 62 0. 00 22. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-; Vy a 2A- 2om 12C- Osw 2B- 21m 0. 340 0. 091 0. 340 se s s 0. 00 2. 58 9. 62 0. 00 284 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 t- G 13A• 7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 2A• 2Dm 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 Vjl 12C-m 10C•m 28• 21m 0. 340 0.340 0. 340 w w w 2. 62 9.62 9. 62 2. 20 9.20 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 fCG'' 1--- 2B- 21m 13A• 7.5ocs 0. 340 0. 095 w w 9. 62 0. 00 35. 73 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 10C- m 2A- 2om 12C- Osw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IIDO 16CR-38W 0.390 0.026 n 000 0.74 0.00 1.15 0 16 0 16 0 12 0 18 0 28 0 28 0 20 0 32 C FF 20P- 19c 22A•tpl 0.050 0.989 1.41 0.00 0.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 c) AED excursion 3 5 Envelope loss/ gain 12 16 20 27 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Imemal gains. Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal pines 6 to 13) 12 16 20 27 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 12 0 0 16 0 0 20 0 0 27 15 Duct bads 29% 291/6 3 5 29% 29%1 6 8 Total room bad Air required ( cfm) 15 1 20 t 12 26 35 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41C - wrightsoft- Right -Suite® Universal 2017 17.0 16 RSU24011 2017-Mar-16 09 5:36 00keEdenIIIBGRW\Lot90ThombrookeEdenlllBGRW. rup Cale - MJ8 House faces: W g DEL --AIR rn • se u tnro Right-J® Worksheet ah2 DEL -AIR HEATING & AIR SPNDITIONINg531CODISCOWAY, SANFORD. FL 32hone: 407-333-2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot90ThombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name bdnn 4 b11 2 Exposed wall 33.8 It 45.0 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 5 Room dimensions Room area 10 x 199.5 It 199. 5 02 1. 0 x 605.0 It 605. 0 IV Ty Construction U-value Or HTM Area (I12) Load Area (W) Load number Btuh/IR-•F) BtuNtt or perimeter (h) Btuh) or perimeter (11) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 W 12C-0sw 13A- 7 Sacs 2A- 2om 0. 091 0. 095 0. 340 n n n 2. 58 0. 00 0. 00 2. 84 0. 00 0. 00 99 0 0 99 0 0 255 0 0 281 0 0 230 0 0 230 0 0 591 0 0 651 0 0 11 2A- 2om 2A• 2om 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W yl G 16A- 30ad 12C- 0sw 0. 032 0. 091 n ne 0. 91 2. 58 2. 38 2. 84 0 45 0 29 0 75 0 83 0 0 0 0 0 0 0 0 2A• 2om 0.340 ne 9.62 22.89 15 0 148 353 0 0 0 0 Vy C 13A• 7.5ocs 2A- 2om 0. 095 0. 340 ne no 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 12C-0sw 0.091 a 2.58 2.84 59 44 112 123 0 0 0 0 G Vy 2A- 2om 13A- 7.5ocs 0. 340 0. 095 a a 9. 62 0. 00 30. 36 0. 00 15 0 0 0 144 0 455 0 0 0 0 0 0 0 0 0 I G 2A-3om 2A• 2omd 0. 340 0. 580 a a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t- G 12C- 0sw 0.091 se 2.58 284 45 29 75 83 0 0 0 0 2A- 2bm 13A- 7.5ocs 0. 340 0. 095 se se 9. 62 0. 00 2273 0. 00 15 0 1 0 148 0 350 0 0 0 0 0 0 0 0 0 Vjl LG2A• 2om 12C- 0sw 2B- 21m 0. 340 0. 091 0. 340 se s s 0. 00 2 58 9. 62 0. 00 2. 84 12. 44 0 59 0 0 59 0 0 151 0 0 166 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G 13A- 7.5ocs 2A- tom 0. 095 0. 340 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 12C-0sw 10C- m 2B- 21m 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 84 9. 20 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 176 0 18 148 0 0 380 0 173 419 0 643 F- CGC 2B- 21m I3A• 7.5ocs 0. 340 0. 095 w w 9. 62 0. 00 35. 73 0. 00 0 0 0 0 0 0 0 0 10 0 0 0 96 0 357 0 P LD 10C- m 2A- 2Dn 12C- 0sw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IIDO 16CR-38ad 0.390 0.026 n 0. 00 0.74 0.00 1.15 0 200 0 200 0 147 0 230 0 605 0 605 0 445 0 696 C FF 2OP- 19c 22A-tpl 0.050 0.989 1.41 0.00 0.71 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 61 c) AED excursion 19 33 Envelope loss/ gain 1255 2105 1685 2733 12 a) Infiltration 566 179 750 238 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) 1820 2285 2435 2971 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 1820 0 0 221115 0 0 2435 0 0 2971 15 Duct loads 29% 29% 535 658 29% 29% 716 856 Total room bad Air required ( clm) 2356 140 2942 136 1 1 3152 187 3827 177 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AM wrightsoft' Righl•Suile® Universal 2017 17.0.16 RSU24011 2017-Mar•1609:35:36 15 00keEdenlllBGRW\ Lot90ThombrookeEdenIIIBGRW. rup Cak = MJB House laces: W g 1 DEL -AIR Caro • m oorror 4 Right-J® Worksheet ah2 DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 none 407-333.2665Fax: 407-333-3853 Web: WWW.DEL-AIR COM Job: LotWhombrookeEdenlllB... Date: 05.28.15 By: ER 1 Room name wic int 2 Exposed wall 0 It 3 Room height 9.0 It heat/cool 4 5 Room dimensions mRooarea 6. 5 x 4.0 It 26. 0 It - Ty Construction U-value Or HTM Area (W) Load Area Load number Btuh/It;•F) Btulvllx or perimeter (It) Btuh) or perimeter Heat Cod Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 W Vh13A- 7.5ocs 12C- Osw 0.091 0. 095 n n 2. 58 0. 00 2. 84 0. 00 0 0 0 0 0 0 0 0 2A- 2om 0.340 n 0.00 0.00 0 0 0 0 11 2A• 2om 2A- 2om 0. 340 0. 340 n n 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 W 16A•30ad 0.032 n 0.91 2.38 0 0 0 0 y LG12C-Osw 2A- tom 0. 091 0. 340 ne ne 2. 58 9. 62 2. 84 22. 89 0 0 0 0 0 0 0 0 Vy 13A-7.5ocs 0.095 no 0.00 0.00 0 0 0 0 G 2A•2om 0.340 ne 0.00 0.00 0 0 0 0 Vy 12C-Osw 0.091 a 2.58 2.84 0 0 0 0 V-- f 2A-2om 0.340 a 9.62 30.36 0 0 0 0 13A• 7.5ocs 0.095 a 0.00 0.00 0 0 0 0 2A• 2om 2A- 2omd 0. 340 0. 580 a a 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 yl 12C-Osw 0.091 se 2.58 2.84 0 0 0 0 f y/ 2A- 2om 13A- 7.5ocs 0. 340 0. 095 se se 9. 62 0. 00 22. 73 000 0 0 0 0 0 0 0 0 yl G 2A- tom 12C- Osw 2B- 21m 0. 340 0. 091 0. 340 se s s 0. 00 2. 58 9. 62 0. 00 2. 84 12. 44 0 0 0 0 0 0 0 0 0 0 0 0 13A- 7.5ocs 0.095 s 0.00 0.00 0 0 0 0 2A• 2am 0.340 s 0.00 0.00 0 0 0 0 yyll I-- G 12C- Osw IOC• m 2B- 21m 0. 091 0. 340 0. 340 w w w 2. 58 9. 62 9. 62 2. 84 9. 20 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 I. G 2B• 21m 13A- 7.Socs 0. 340 0. 095 w w 9. 62 0. 00 35. 73 0. 00 0 0 0 0 0 0 0 0 P L- D 10C- m 2A- 2om 12C- Osw 0. 340 0. 340 0. 091 w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 11 DO IOCR- 38W 0. 390 0. 026 n 0.00 0. 74 0. 00 1. 15 0 26 0 26 0 19 0 30 CF 20P•19c 0 050 1.41 0.71 0 0 0 0 F 22A•ipl 0.9m 0.00 0.00 0 0 0 0 6 c) AED excursion 4 Envelope loss/gain 19 25 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 19 25 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 19 25 15 Duct bads 29% 29% 6 7 Total room bad 25 33 Air required (c1m) 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c - Vk wrightsofi- 2017-Mar-16 09:35:36 Right - Suite® Universal 2017 17.0.16 RSU24011 00keEdenillBGRW1Lo190ThombrookeEdenlllBGRW. rup Cale = Mill House faces: W Page 16 1 DEL -AIR Duct System Summary Job: Lot90ThombrookeEdenl... Date: 05.28.15 all l By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333.2665 Fax: 407333.3853 Web: WWW DEL-AIR.COM Project• • For: Taylor Morrison Homes External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.139 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.139 in/100ft 840 ctm 173 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 bath 4 van c 3 0 0 0.193 4.0 Ox 0 VIFx 29.6 95.0 st3 bath4 h 463 20 8 0.192 4.0 Ox 0 VIFx 29.9 95.0 st3 bdnn 5 h 1871 81 64 0.200 6.0 Ox 0 VIFx 25.1 95.0 st3 brktst h 3203 139 137 0.139 7.0 Ox 0 VIFx 62.8 110.0 st4 dining h 2156 93 91 0.162 6.0 Ox 0 VIFx 37.9 110.0 st4 family h 3040 132 131 0.161 7.0 Ox 0 VIFx 39.2 110.0 st5 family -A h 3040 132 131 0.159 7.0 Ox 0 VIFx 41.3 110.0 st5 kitchen c 1883 51 95 0.150 6.0 Ox 0 VIFx 49.7 110.0 st4 living h 3889 168 162 0.158 8.0 Ox 0 VIFx 41.7 110.0 st4 mud room h 566 24 22 0.206 4.0 Ox 0 VIFx 21.8 95.0 st3 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st4 Peak AVF 451 484 0.139 616 12.0 0 x 0 VinlFlx st3 st5 Peak AVF 263 263 0.159 596 9.0 0 x 0 VinlFlx st3 st3 Peak AVF 1 840 1 840 0.139 1 602 16.0 0 x 0 VinlFlx wri htsoft' 2017-Mar-16 09:35:39 Ail9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 1 ookeEdenlllBGRW\Lot90ThombrookeEdenlllBGRW rup Catc = MJ8 House laces: W Return Branch Detail Table Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk W Ox 0 840 840 0 0 0 0 Ox 0 VIFx C wri htsoft' 2017-Mar-1609:35:39 9 Right-Suile® Universal 2017 17.0.16 RSU24011 Page 2 A...00keEdenlllBGRW\Lol90ThombrookeEdeniliSGRW.rup Calc - MJ8 House laces: W DEL -AIR Duct System Summary Job: Lot90ThombrookeEdenl... Date: 05.28.15 NUUM-AM ah2 By: ER DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Project• • For: Taylor Morrison Homes Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.187 in/100ft 0.187 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 128 ft I 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 bdnn 2 c 2260 96 105 0.199 6.0 Ox 0 VIFx 35.5 85.0 SO bdnn 3 c 1845 58 85 0.201 6.0 Ox 0 VIFx 34.7 85.0 SO bdrm 4 h 2356 140 136 0.289 7.0 Ox 0 VIFx 13.0 70.0 bth 2 h 294 17 10 0.204 4.0 Ox 0 VIFx 32.6 85.0 st1 b1h 2 lav c 35 2 2 0.211 4.0 Ox 0 VIFx 28.7 85.0 SO bill 3 h 483 29 16 0.321 4.0 Ox 0 VIFx 4.7 70.0 I011 h 1576 94 89 0.311 6.0 Ox 0 VIFx 7.2 70.0 loft -A h 1576 94 89 0.277 6.0 Ox 0 VIFx 16.8 70.0 ms bth h 945 56 35 0.192 5.0 Ox 0 VIFx 39.8 85.0 st2 ms suite c 3337 135 154 0.200 7.0 Ox 0 VIFx 35.3 85.0 st2 utility c 929 21 43 0.197 4.0 Ox0 VIFx 36.8 85.0 st1 we h 337 20 10 0.187 4.0 Ox 0 VIFx 43.1 85.0 st2 wic (2) h 227 13 8 0.200 4.0 Ox 0 VIFx 34.9 85.0 st1 wic (3) c 23 1 1 0.295 4.0 Ox 0 VIFx 11.4 70.0 wic (4) c 20 1 1 0.286 4.0 Ox 0 VIFx 13.8 70.0 wic ext h 1045 62 55 0.188 5.0 Ox 0 VIFx 42.6 85.0 st2 wic int c 33 1 2 0.210 4.0 Ox 0 VIFx 29.2 85.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AVF 208 252 0.197 571 9.0 0 x 0 VinlFlx st2 Peak AVF 275 257 0.187 622 9.0 0 x 0 VinlFlx C wri htsoft' 2017-Mar•1609:35:39 9 Right•Suilee Universal 2017 17.0.16 RSU24011 Page 3 A... ookeEdenIIIBGRW\Lot90ThombrookeEdenIIIBGRW rup Calc= MJ8 House laces W Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb4 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 2017-Mar-16 09:35:39 wrightsoft' Right -Suite® Universal 2017 17 0 16 RSU24011 B& Page 4 ookeEdenIIIBGRW\Lot90ThombrookeEdenIIIBGRW rup Calc = MJ8 House faces: W FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot90ThombrookeEdenlIIBGRW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Oriando 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 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include O This checklist O A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). 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) 3/16/2017 9:12:17 AM EnergyGauge® - USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot90ThombrookeEdenlllBGRW Builder Name: Taylor Morrison Homes Street: Permit Office: City, State, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 3422 sq.ft. Cond. Volume: 31320 cu ft. Envelope Leakage Test Results Regression Data: A n: 1.61 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: o'THE STgr a _ v 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. 0 R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)MI ducts, air handlers, and filter boxes and building cavities that forth 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 W FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. D R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'/: inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage lank. O R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water healing systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table 0404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 r • V 40 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 mule -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. Q 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 verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 3/16/2017 9:13 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 1----------- U I 1 i} I I <e I I I I I I I I I I n U 1 3' bath duct to roof cap w/fan Nutone 696RNB s} i 4? I, I I I I I I I4' dryer duct to roof cap w/dryer vent box 10 BEDROOM2 6 Iwcd C-0• MT CA 14xl4 radil< a4 t 4 Y 34' BATH oa wuc 3x4 Ir 10 3 17 I la I 1242 rag a BEDROOM 4 610 u4.,r-.• 135 W-w FUT as 12x6 lwcd rr. FLAT10x6 8x4 15 3' bath duct to roof cap w/fan Nutone 696RNB 16x16 4• CA A9 0 3' bath duct to roof cap w/fan Nutone 696RNB T4" MP.ta w.a re Ye Tom' "° : Q 4' 1 8 aRae IOx6 lwl x4 ea 35 ,... n . 1 FA I DF I KAWA t 1 m 4 afe A". I I c6 lrcd d 1 I I t114xI4 ra4 HASM s-vnr WMIL ( 155 W-r nur Q I 212x6lwcd Cd nK-C PCIK fi tooMTQL f-eWAY 90 d6 rag L rBullder to provide half door IGOMII I F= I 1lf/ L16 WITT.ODVm BALOONY I s- a'ei•- e' f OV PIT. NT. I ABOVE 2ND F.F. IUi Y/QYt rKaw" I area:. afeaf O ji I P. D. T. I KOMMI TDFJM I eaa r-- ------ r LJ 2. 0 TON V/5KW 2240V 1PH I I 1840 plen I platform by Z_ I I I scnle - 1/8'= 1'O' I I 8 I D. I I I r- 1J--------`- ouaarer ecresTTat FlQiNiICL nWWFW Musthave a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. V-r AAV SUMMER KIT. I FULL 3" WASTE LINE FROM 2ND FLOOR POWDER % TERMINATING TO THE 1ST FLOOR I , WATER i AAV SOFT. KITCHEN n TAYLOR MORRISON a THORNBROOKE S.F. HOUSE TYPE: EDEN III 3 LOT 90 • FIRST FLOOR 1 WITH OPT: 3r ! . LAUNDRYTUB WATER SOFTENER O (A A .•. Z. . G .: SUMMER KITCHEN POWDER TO FULL BTH 111 E1I RON IN u mod ON I I N to M p man ON M HIMmomplaffis SON 0 BATH 3 HOUSE TYPE: EDEN III LOT 9' ii i DESCRIPTION AS FURNISHED: Lot 90, THORNBROOKE PHASE: 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. Bp 7 - I I II PLOT PLAN FOR/CERTIFIED T0: Taylor Morrison of Florida, Inc. Z0!N. DATE RECORD COPY Ok to construct single family home TT BOOK.79, PACES PHASE 1 3-7) PLAT BOOK 78with setbacks and impervious area shown on plan. S 00°90'44" E 50. 00, I 3.5 x3.5' LOT 90 AC ( 2-TYP.) 25,80' 25.80' 5. 50' 30.3' 5. 00' y 6.0 ,s. 5. 00, r'' c LANAI o vi 5. 00' 26. 7 8• RECESS FOR POCKET SLIDER PROPOSED RESIDENCE cMODEL: EDEN III CLASSIC-B M" Ti2 CAR GARAGE RIGHT O O LOT 89 tf' LOT 91 O Cq 00 CO 6. 0' o Oi 5. 00' I, n ENTRY w 20. 7' PAVER 16 WALK PAVER DRIVE25. 20' 25.20' 10, UT1L. ESMT. 11 P. C. 143.28' 5' CONC. WALK 3' FLARES ON LOT AREA CAL ULATION, CURB LOT - 6,000 SO.FT. 8. 8.)S 00010'44- E GA AGESO.FFT. 447050 00' ENTRY a 778 SO.FT. LANAI - 273 SOFT. BREEZEWAY- N/A SOFT. DRIVEWAY - 403 - SO.FT. ROCKY CROVE LANE A/C PAD = 24 SOFT. 50' RIW) TRACT I WALKWAY = 57 SOFT. IMPERVIOUS - 52.1 X UTILITY do ACCESS R/Wa 3,123 SOFT. SOD = Z877 SOFT.OFr LOT AREA GA OpRIW = 550 SOFT. PROPOSED FINISHED SPOT GRADE ELEVATION APRON 110 SO.FT. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK a 250 SOFT. PROPOSED DRAINAGE FI.OW FRONT - 25' (NOT A SURVEY) SOD a 190 SOFT. LOT GRADING TYPE A • PROPOSED F.F. PER PLANS - 24.1' REAR - 15' PROPOSED INFORMATION SHOWN AREA 6550 SOFT. SIDE - 5.0' BASED ON SUPPLIED PLAN DRIVEWAY 513 SOFT. SIDECORNER - 10' PROPOSED GRADE PER CONSTRUCTION PLAN AND/OR INSTRUCTIONS PER SIDEWALK - 307 SOFT. CUENT NOT FIELD VERIFIED SOD SOFT. CR USE'NME EE'R — SCO TT do A S'SO C. , INC. — LAJV_DSUR VE'YORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLlNDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLAT PaL. • POINT am LINE F . FIELD TYP. . TYPICAL NOTES: I. P. IRON RIPE At • POINT Or RCVERS[ CURVATURE IN. IRON ROD lf_ • POINT OF CC POUND CLRVATU RC 1. THE UNDDISIWIED DOES HERESY COMFY THAT DOS SURVEY MEETS THE STANDARDS OF PRACTICE SET FURTH BY THE FLORIDA BOARD O: PROFESSIONAL SURVLIOR.S AND MAPPERS IN CHAPTER S0-17 FLORIN ADUV4STRATIVE CODE PURSIAM TO SECTION 472.027, FLORIN Swum CA CONCRETE MDAIIENT RAG • RADIAL SET IA. • 1/2' IA. •/OLD ATM MA. NON -RADIAL 2. UNLESS EYBDSSfD I M M SURVEYOR'S SI%NTURE AND ONOM RAISED SEA. THIS SRVEY MAP OR COPIES ARE NOT VAUD, RCC. RECOVERED V.P. • VITNESS POINT J. THIS SURVEY WAS PREPARED FROU TITLE WE VR94MNFURNISHEDTOMESURVEYOR. THERE ANY W DINER RESTRICTIONS OR rASEUENIS THAT AFFECT INS PROPERTY. PD.D. • OINDI7 Or BEGINNINGCALL • CALCULATED Pa;, • POINT OF COUSMENT AFL • PERHAMCHT REFERCMCE MOLAIENT 4. NO UNDERGROUND WPROKMENIS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. I COTICRLI E F.F • FINISHED FLOOR ELEVATION HAD . NAIL L DISK 131. • WILDING SCTDACK LINE 0. THIS SURVEY 6 PREPARED FOR THE SOIE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT 8E REUED UPON BY ANY DINER EMTTTY RECANTIDIT V DM. • KMCNMARK CW/VENT. D.D. • IASC TEARING ESNT. • 0. O* RNS3OUS SHOWN FOR THE LOCATION OP IMPROVDIEMS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES 7. BEARINGS, ARE SOW ASSVYED GTUM AND ON THE LINE SOW AS BASE GEARING (DR) OR IN, . DRAINAGE DRAINAGE 6 ELEVATIONS, N fiIOWN. ARE BASED ON 1N170IW. GEODETIC OATVY Ol 190, UNLESS OMERMISE NOTED. UTIL. • UTILITY 0.U' C. CHAIN LINK rou D. CERAFICATE OF AU1TgRIlARON N•. 4390. VDPC. • VOOD FENCE C/D • CONCRETE SM SCALE - I• - 20'--' DRAWN Or '•• P.C. • POINT OF CURVATURE T. • POINT Or TANGOEY KSC. DESCRIPTION CERTIFIED BY: DATE ORDER No. R • RADIUS L . ARE LENGTH PLOT PLAN 03-10-17 1054-17 D • DELTA REVISED PLOT PLAN 05-31-2017 CG CARD KARING NORTH THIS BUILOINC/ PROPERTY ODES. NOT UE WITHIN THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER FIRM' M X. GRUS EVER. R.L.S. 1 4714 ZONE -1. MAP. I 12117C DOSS F. W. SCOTT, R.L.S 14801 RECORD COPY C 'Z EfeeEued esE z viee s,_qne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP HOME OWNER Taylor Morrison Homes HOUSE PLAN Eden III 3422 SOFT GENERAL LIGHTING X 3 VA PER SO FT 10266 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 0«DiNc 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 8000 VA 1 WATER HEATER SANFORD 4500 VA 1 DISHWASHER OFpAR,& 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 9 , 1 250VA 1 - 17 VA VA SUBTOTAL OF GENERAL LOAD 33716 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 23716 VA x . 4 9486 VA TOTAL NET GENERAL LOAD 19486 VA 4 TON HEAT PUMP #1 28 AMP X 240 VA = 6720 VA 3 TON HEAT PUMP #1 24 AMP X 240 VA = 5760 VA TON HEAT PUMP #2 AMP X 240 VA = 0 VA 8 KW ELECTRIC HEAT AT 65% 5200 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA KW ELECTRIC HEAT AT 65% 0 VA NET GENERAL LOAD 19486 VA NET TOTAL HEAT 20930 VA TOTAL LOAD 40416 VA CALCULATED LOAD FOR SERVICE 40416 VA / 240 V= 168.40 AMP 200 AMP SERVICE Lumber design.{y'1 :mare in accordance with ANSI/TPI 1 section 6.3 These truss designs 'tdly-on lumber values established by others. MiTek® RECORD COPY RE: TB0090 - MITek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610.4115 Customer Info: Taylor Morrison Project Name: TB0090 Model: Eden II B Lot/Block: 90 Subdivision: Thronbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 104 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name I Date I No. I Seal# I Truss Name Date 1 IT10741741 I CIA 3/28/17 118 1 T10741758 EJ6 3/28/17 12 1 T10741742 I C1 B 13/28/17 119 1 T107417591 ER 13/28/17 1 13 I T1 0741743 1 C2A 13/28/17 120 1 T10741760 I FG1 13/28/17 14 1 T1 0741744 1 C3A 13/28/17 121 1 T1 0741761 1 FG2 13/28/17 1 15 1 T10741745 I C3B 13/28/17 22 1 T107417621 FG3 13/28/17 6 1 T10741746 1 C5A 3/28/17 23 1 T10741763 FG4 3/28/17 17 1 T10741747 1 C56 3/28/17 24 1 T10741764 1 FG5 13/28/17 1 18 1 T107417481 CJ1 13/28/17 125 1 T107417651 FT1 13/28/17 1 19 1 T1 0741749 1 CJ2 13/28/17 126 1 T1 0741766 1 FT2 13/28/17 1 110 1 T1 0741750 1 CJ3 13/28/17 127 1 T1 0741767 1 FT3 13/28/17 111 I T1 0741751 1 CJ4 13/28/17 128 1 T107417681 FT4 13/28/17 I 112 1 T1 0741752 1 CJ5 13/28/17 129 1 T107417691 FT5 13/28/17 13 1 T10741753 E6A 3/28/17 130 1 T10741770 1 FT6 3/28/17 114 1 T107417541 E7A 13/28/17 131 1 T10741771 1 FT7 13/28/17 1 15 1 T10741755 1 E7B 3/28/17 132 1 T10741772 1 FT8 3/28/17 16 IT107417561 EJ1 13/28/17 133 1 T10741773 1 FT9 13/28/17 117 I T107417571 EJ5 1 3/28/17 134 1 T10741774 I FT10 13/28/17 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 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. P, ER P F7ti ii G iNo 2 X 0 cc ATE OF i Ssl O Ft 1 O • i tJSON A% Walter P. Rnn PE No.22839 MITek USA. Inc. R Cen 6634 6904 Parlor East B14 Tampa R. 33610 Date: March 28, 2017 Finn, Walter 1 of 2 w RE: TB0090 - Site Information: Customer Info: Taylor Morrison Project Name: TB0090 Model: Eden II B Lot/Block: 90 Subdivision: Thronbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name I Date I No. Seal# ITruss Name Date 35 1 T10741775 1 FT11 3/28/17 178 IT10741818IT19 3/28/17 136 I T10741776 I FT12 13/28/17 179 I T10741819 I T20T 13/28/17 1 137 1 T1 0741777 1 FT13 13/28/17 180 I T10741820 I T21 T 13/28/17 138 1 T10741778 I FT14 13/28/17 181 I T10741821 I T22T 13/28/17 J 139 1 T10741779 I FT15 13/28/17 182 I T10741822 I T23T 13/28/17 140 I T10741780 I FT16 13/28/17 183 I T10741823 I T24 13/28/17 I 141 1 T1 0741781 1 FT17 13/28/17 184 I T10741824 I T24T 13/28/17 142 1 T10741782 I FT18 13/28/17 185 I T10741825 I T25 13/28/17 143 I T10741783 I FT19 13/28/17 186 I T10741826 I T26 13/28/17 J 144 1 T10741784 1 FT20 13/28/17 187 I T10741827 I T27 13/28/17 J 145 I T10741785 I FT21 13/28/17 188 I T10741828 I T28 13/28/17 J 146 I T10741786 I FT22 13/28/17 189 I T10741829 I T29 13/28/17 147 1 T107417871 FT23 13/28/17 190 I T10741830 I T30 13/28/17 J 148 I T10741788 I FT24 13/28/17 191 I T10741831 I T31 13/28/17 J 149 1 T10741789 I FT25 13/28/17 192 I T10741832 I T32 13/28/17 150 I T10741790 I FT26 13/28/17 193 I T10741833 I T33 13/28/17 151 I T10741791 I FT27 13/28/17 194 I T10741834 I T34 13/28/17 J 152 1 T107417921 H5A 13/28/17 195 I T10741835 I T35 13/28/17 J 153 1 T107417931 1-17A 13/28/17 196 I T10741836 I T36 13/28/17 J 154 1 T10741794 1 HJ1 13/28/17 197 I T10741837 I T37 13/28/17 155 I T107417951 HJ3 1 3/28117 198 I T10741838 I T38 13/28/17 1 156 1 T1 0741796 1 HJ5 13/28/17 199 I T10741839 I T39 13/28/17 I 157 1 T107417971 HJ6 13/28/17 1100 I T10741840 I T40 13/28/17 J 158 1 T107417981 HJ7 13/28/17 1101 IT 10741841 1 V01 13/28/17 159 I T10741799 I T01 13/28/17 1102 1 T107418421 V02 13/28/17 160 I T10741800 I T02 1 3/28117 1103 1 T1 0741843 1 V03 13/28/17 1 161 I T10741801 I T03 13/28/17 1104 1 T107418441 VO4 13/28/17 J 162 163 164 165 166 167 168 169 170 171 172 173 174 175 176 177 I T10741802 I T10741803 I T10741804 I T10741805 I T10741806 I T10741807 I T10741808 I T10741809 I T10741810 I T10741811 I T10741812 I T10741813 I T10741814 I T 10741815 I T10741816 I T10741817 I T04 I T05 I T06 I T07 I T08 I T09 I T10 I T11 I T12 I T13 I T14 I T15 I T16 I T 17 I T18 I T18T 13/28/17 13/28/17 13/28/17 3/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 13/28/17 1 I 1 1 1 1 1 1 1 1 1 I I 1 1 2of2 Job TrLjsj; russ ype ty ply 710741741 780090 CIA Corner Jack a 1 1 Job Reference Donal auefam rastsoutce, tampa, rr0m cny, rrorttla J.000 . • , • • • • _- •••-a••wa• ••». •- •• • •- -. • _._ I D:FE699Bacg5xg4XhyGs3gSW yke2c-FMFZDL35FtIG__bEjcJgtJSOAiUJeGEswdJOMgezW SCc 1-0-0 1-0-0 1-0-0 --- 1-" ' LOADING (psQ SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 7.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC20141TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-2/Mechanical, 2=119/0-1.8, 4=10/Mechanical Max Horz 3=42(LC 12) Max Uplift3= 2(LC 1), 2= 78(LC 12) Max Grav3=22(LC 16), 2=119(LC 1), 4=20(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Nn d W = Scale: 1.V=I' DEFL. in (loc) Udell Ud PLATES GRIP Ven(LL) -0.00 2 >999 240 MT20 244/190 Ven(rL) -0.00 2 >999 180 Horz(TL) -0.00 2 Na We Weight: 5 lb FT = 20'0 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puritns. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=6.Opsf,, h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extefior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load noflconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at Joint(s) 2. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING . Varlty doWlin parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE N87473 rev. fOWMIS BEFORE USE Design vdkr rot use orgy with MI lek®connectom this de*p Is txaed only upon paameten shown. and Is tot an IndMc*x1 building component. not a etas system. Before sae. Iho lxgk2r* designer must verify the apdkobliN of de*p paaneters and properly heotpaato ttlk design into the overall IxLding design Bracing trxilcated Is to prevent buctehg of halvkuld truss web and/or chord members only. Addtlonal lempaay oW petmalent txochg MiTek' Is always regaled for stab9lty and to prevent colkpse with ploss•xe petsond inlay and Ixopenydamage Fa genetd guldalce tegadhg the faIndcatbn storage, dellvety, ejection a cl btachg of IRases and Inns systems seeANSI/iPI I Quality Criteria. OSS-89 and SCSI BulWing Component 6904 Parka East Blvd. Safety Information avallanle from truss Plate InsllMe. 218 N. lee Street. Site 312, Atexaxfilo. VA 22314. Tampa. FL 33610 Job Truss Truss Type Ory ply T10741742 780090 cis Comer Jack 1 Job Reference(optional) v os.._ . Budder$ 1°911SOUICe. tamp&. Ylanl lady. Home csabaa •— a' ;••"'•"^•••, •;. to •^"•. •"••_•-_•_.__.-_-_.. ._._. I D:FE699Bacg5xg4XhyGs3qSW yke2c-FMFZDL35FfIG__bEjcJgtJSOBIUJfGEswdJOMgezW SCc Scale . 1:6.2 3x4 = 1-0-0 1-0-0 LOADING(PSO SPACING- 2-0-0 CSI. DEFL. in loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(fL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress tncr YES WB 0.00 Horz(TL) -0.00 3 We We BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 Oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=-B/Mechanical, 2=125J0.8-0, 4=9/Mechanical Max Horz2=24(LC 8) Max Uplitl3=-8(LC 1), 2=-93(LC 8) Max Grav3=12(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. CompJMax. 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--6.0ps1; h=2511; Cal. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extertor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verify deslpn parameters and READ NOTES ON TKS AND INCLUDED MIEN REFERANCE PAGE M067473 rev. 1602MIS BEFORE USE. Design vclk! fob use only vAth Mllek® connectors. Ilnb dwW k Iced only upon paametem shown, and b la an indkAdxtl btldWV component not a mess system. Before 1rse, the bulking deagnel must vedry the applicability of design parameters and properly Incorporate 9* design Into the ovordl members only. Additional temporary and permanent bracing iTek' brldiV design, Docing Indicated Is to prevent bucIdbV of Indlvldwil tits web and/or chord Is always rest led For stabllly and to prevent conapse Win possible personal "and property damage. For genial glldance Iegadng the tarAlcollon, storage, dollvery. erection and bracing of trusses and Imrss systems. seeANWWI I Quality Criteria, DSB49 and BCSf BuOding Component M 6904 Parke East Blvd. safety Information ovatlabla mom hus Plate Institute. 218 N. Lee Street. Sale 312. Afexaxdkx VA 22314. Tampa. FL 33610 russ ype N T10741743rrutsTBC2AComatJack21 Job Referee o banal Beadata FaalSOUICa. ISnIPS. Ylam flay. Fleftaa ssbbb w. ercv6v e- ID-FE699BacgSxg4XltyGs3qSWyke2c-jYpxRMOzO7bkpwAO86sg2KCulO?h63szOwM5zW SCb 1-0 0 2.33 1-0-0 2.33 Scale . 1:11.2 2X4 = 2-33 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.00 2 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(fL) -0.00 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We We BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 9lb FT = 20°b LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=31/Mechanical. 2=161/0-6-0, 4=20/Mechanical Max Horz2=69(LC 12) Max Uplill3=-41(LC 12), 2=-54(LC 12) Max Grav3=31(LC 1). 2=161(LC 1), 4=39(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 2-3-3 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.Ops1; h=25ft; Cat. It-, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS lot 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 norlconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end 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 - Vartly dadpn pararmters and READ NOTES ON THIS AND WCIUDED WTEK REFERANCE PAGE AIP7473 rev. laOX2016 BEFORE USE Design W W for use only with MIIekA connectors. this design is Iced only ur»n pmameters shown and Is for an txANdual building component, not a Was system. Before use. the IxfidI ng designer must verify the a;)0IC( ry of design ptnametets and Ixoperly incorporate this design into the over,, btlding design. ®acing Indicated Is to Ixevenl buckling of Individual trim web and/or chord members only. Additional lernMary and pernnanent brocbxl WOW is always reed lot slabAlty, and to prevent collapse vAlh possUe personal Injury and piopeM damage. for general gtldance iegaic&V the tabricalon storage. delivery, etecilon and txacing of comes and Inm systems. soeANSI/IPII Quality Criteria, DS11-69 and SCSI SuAdVV Component 6904 Parka East Blvd. Safety Inform Ilan ava0abte from truss Rate Institute. 218 N. lee Street. StJte 312, Alexandit VA 22314. Tampa. Fl. 33610 Job Truss Truss Type ply T10741744 T80o90 C3A Caner Jack r 1ty 1 IJobRefetence(tronal Buddere Fdet50Ytce. larr4a, I'lem lady. 1-101100 33DD& ..,.v..y........., ........ .............. ..-. .__..._. __.. ID:FE6998acg5xg4XhyGs3qSWyke2c-jYpxRh310zO7ik wAOB6sgZJKue3?h63szBwMSzWSCb 1-0-0 3-0-0 1-0-0 3-" Scale. 1:13.1 Yf rr LOADING(pSQ SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Veri(TL) 0.00 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=45/Mechanical, 4=-5/Mechanical, 5=231/0-6-0 Max Horz5=84(LC 12) Max Uplf113=-49(LC 12), 4=-5(LC 1), 5_ 66(LC 12) Max Grav3=45(LC 1), 4=32(LC 3), 5=231(LC 1) 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=4.2ps1; BCDL=6.Ops1; h=251h Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for tens to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10D lb uplift at joint(s) 3, 4, 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' AL WARNWO - VarltyOadpn parameters and READ NOTES ON 710S AND INCLUDED ALREN REFERANCE PAGE M114473 rev. rOMWIS BEFORE USE. DeaM vClld lot use orgy vAth Mllek®coruleclom ft dedM is based orgy opal pciameters sown. and is lot an h&Adual buldklg component. not a truss system. Belau use. the WUMV designer must verity the 0401cabllty of design pcsametefs atxd properly llcotpaale 0% design Into the overall only. Addillorwl temporary and permanent blachlg WOW buildblgdesign. Biochg trldlcated Is to prevent Ixrcahlg of Individud truss web and/a chord members Is always reed for staUlty and to prevent collarm with possble personal ltluy afld property d®fsoge. For generd guidance tegaiding M IcMdcatlm slaage, clW", election caw braehlg of tnrsses cm d ma s systems, seeANSI/IPI I Quality Critalo, DS8-89 and BCSI Building Component 6904 Perk& East BNd. Safety Irdormallon ovdlable Dan truss Rate hlstl"e. 218 N. Lee Street. SJIe 312. Alexancfda VA 22314. Tanpa, FL 33610 Job Truss Type ry MUMS780090C38ITrussComerJock2 Job Reference (oplionaq euxdets Fustbomce, ramps. rtam crry, t-torus Ji Zbe wv s iw, — w w —. e. W. ID:FE6998acgSxg4XhyGs3qSWyke2c-CINJe14LnH2_DuO6kkrLOt5VIH 4k8LD5dtTuXzWSCa 3-" t-0-0 3-0-0 30 = LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 7.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/048-0, 4=26JMechanical Max Horz 2=45(LC 8) Max Uplifl3=-43(LC 12), 2=-109(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:8.7 DEFL. in loc) Well Ud PLATES GRIP Ven(LL) 0.00 2-4 999 240 MT20 244/190 Ven(TL) 0.01 2-4 999 180 Horz(fL) 0.00 3 n/a rVa Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl.. GCpi=0.18, MWFRS (envelope) gable end zone and C-C Exierior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except O1=1b) 2=109. 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- Vally design paramotays and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE A07473 nw. faW)201S BEFORE USE DosIgn valld lot use only Win FAlek® connectors. This dedgl Is based orgy upon paanelers snown. and is for an hclivldual buldbng component, not a trim system. Before we. the bu9dbng desftPnet must verily the aplxioabllly, of design paameters and pwperiy l ncorpaote fink design into the overall btlding design. Bracing bndlcoted Is to prevent buckling of I ndNldual buss web and/or chord members only. AddBorxl lemporay, and permanent iacin0 MiTek' Is always tecluLed for stobBlty, and to prevent collapse wtth possible personal "and poperty damage. For general guidance regarding the fabrication storage, dollvery, erection and bracing of misses and truss systems. seeANSUFPII Quality Cdledo, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information ovaUoble from bum Plate Institute. 218 N. Lee Sheet. Suite 312. Alexanddo. VA 22314. Tarry&. FL 33610 Job Truss Truss Type ry T10741746 780090 CSA Coiner Jack 1 1 Job Reference (optional) 7 Dwww Cuaeers P091boulco. 1arrpe. 1'W111 l.ay, rIDIIDB .7Ji00 .. 3.S .__ .. _- __ I D:FE699Bacg5xg4XhryGs3qSWyke2r:-CINJe14LnH2_DIs06kkiLOtSSEHxOk6LD5dtTuXzWSCa 140 5.0-0 r ,, 0 - 5— Scale . 1.19.5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Ven(LL) -0.01 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc punirns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lblstze) 3=100/Mechanical, 4=34/Mechanical, 5=285/0.6-0 Max Horz 5=128(LC 12) Max Uplift3=-91(LC 12), 5=-71(LC 12) Max Grav3=100(LC 1). 4=74(LC 3), 5=285(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. 11; Exp B; Encl., GCpt=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 5. 6)'Semi-ngid pitchbreaks with fixed heels' Member end ftxiry model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Verity dadyn parwrWen; and READ NOTES ON THIS AND INCLUDED NREK REFERANCE PAGE M34473 rev. 10OWMIS BEFORE USE. Design vclkl rot use only wlm NlitekO connectors. This design is based only Win paanelers shown and Is far an WIVIduxl buldbG component, not o buss system. Before use. the building designer must verity the applicability or design parameters and ptopelly bncolpolale me design Into the overall building design Racing indicated Is to prevent brck1kV or bx9viduai truss web and/or chord members only. Addliloncil temporary and permanent bradng WOW S awcrA 1equised Wo stability and to prevenl collgnse Win possible personal b*ay and properly damage. For General Uuldance regaring the rabrlcatbn, storage. delivery, erection and btoch-Q of lnmes and truss systems. seeANSVrP1I Cua9M Crlterb, DSB-89 and BCS1 Building component 6904 Parke East Blvd Seery hniormation avakibe nom this Rote Institute. 218 N. Lee Sheet. Sidle 312. Alexandria VA 22314. Tanpa, Ft. 33610 Job Truss Truss TypeJ ry plyJob T10741747 T80090 C5BI Corner Jack 2 1 Reference (optional) eu4(1e11 I-astsource. Tampa, rmm Lay, riowa s.uo . • - •--• -- ID:FE699Bacg5xg4XhyGs3qSWyke2c-gxwuNSzYah72zi' RDaxSedbhHOTbbMKGdlRuWSC2 1 pp 5-00 Stale- I'.1 • 30 = LOADING (PSI) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Ven(TL) -0.07 2.4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(fL) -0.60 3 n/a nra BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Struclural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ito/size) 3=114/Mechanical, 2=25310.8-0, 4=46/Mechanical Max Harz2=67(LC 8) Max Uplilt3=-85(LC 12), 2= 123(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl, GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Ql--lb) 2=123. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. 10003ROIS BEFORE USE Design va1W lot use Orly wtlh MlteM connectors. Dols design Is based only upon poamelers shown, and Is for an CWM14dual Gilding component. not a loins system. Before use. the building designer mini verily the applicability of design parameters and property hcogxrote it% design Into the ovetdl Chord orty. Addlionab lempouay and permanent baache M!Tek' building design. ®ochg Indicated Is to prevent buckling of Individual Inca web and/or members lsctwoys recplted fa sUAltyand Io prevent eotkalxe Nrith posUe persordb hpay aril property damage Fa oemai guldamce re0adin0 lie labrlcatlon, storage, dellvefy, election and bracing of busses and inns systems, seoANSIAMI Quality Criteria. OSS-89 and SCSI Building CO1rtpOmerl 6904 Parke East Blvd. Safely Information avdkdmle Dom bum Plate Institute, 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tanya. Fl. 33610 Job Truss Type oty ply Ttj780090CJlITrussCornetJack r 5 1 Job Reference tional tsu"Gete r x6rbource. l arias. rram any. _;-- % ._-_.-._..._.....___...__._._. __- ID FE699Bacg5xg4xhyGs3qSWyke2e-gxwirNSzYahrr'2zIHRDax5eh3hLMTbbMKGd1 Ru W SCZ 1-0-0 1.0-0 Scale: I .S'-1, 2x4 = 1-0-0 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) -0.00 2 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 5 lb FT = 204b LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (IWslze) 3=-6/Mechanical, 2=123/0-6-0, 4=9/Mechanical Max Horz 2=42(LC 12) Max Uplifl3=-9(LC 12), 2=-50(LC 12) Max Grav3=7(LC 8), 2=123(LC 1), 4=19(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25f1; Cat. II; Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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-&-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end 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 . verty deign pwarmfas and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE NA7473 rev. 1t WW IS BEFORE USE Design valid for use only NAIA Mllek®corvlectors. 1Ms design Is based only upon parameters shown. and a for an trWNldud btildkng component, not a hua system. Before use. the bu ildi ng deslgnei must verify the "icabllty of design paameters and property Yncogoiale Ihk design bnio the overa0 only. Additional temporary and pemKv*nl bracing Welk' building design Bracing hndlcaled Is to pxevenl bucldbng of Individual truss web and/or chord membersIsalwaystequbedtotstabilityandtopreventcongxeWinpossiblepersonalInlayandproperly, W11age. For general gbyance tegactng the fabtk:albn, storoge. delivery, erection and bracng of tnsses and truss systems seeANSVIPI I Quality Criterlo, OSS-89 and SCSI Bu9dbng Component 6904 Parks East Blvd. Safely Information avalable Dom buss Plate buflMe. 218 N. Lee Sheel. Su lle 312, Alexandria. VA 22314. Tanya. FL 33610 Job Truss Truss Type oty ply T707af719 TB0090 CJ2 Coom Jack t Job Reference(optional) Btatdem FaSISoatCS. Tampa. "am Gay, ronus ;K- a ^r• • ^ • • • . __ ...-• -- •- -- -- -- -- -- - ID:FE699Bacg5xg4XhyGs3qSWyke2c-gxMrNSzYahrr2zlHRDax5egehLWTbbMKGd1 RzzW SCz 146 _ 2.8.5 145 2-r35 2x4 = 2-8•S t e LOADING (psQ SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 7.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=46IMechanical, 2=175/0.6-0, 4=24/Mechanical Max Horz 2=77(LC 12) Max Uplilt3=-52(LC 12), 2=-56(LC 12) Max Grav3=46(LC 1), 2=175(LC 1), 4=48(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) Well Ud Ven(LL) -0.00 2-4 >999 240 Ven(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 rVe n1a Scale . 1:12.1 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.8-5 oc punins. BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 3) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VerW desrpn pammarem and READ NOTES ON TH S ANDWCLUDED fMREK REFERANCE PAGE A 0.7473 ray. 14VZW IS BEFORE USE Design vc/kl far use only vAth Mllek* connectors. Ms de*p is based only etDn parameters stwwn. and Is for an Wh4duol buldIrV comporten4 rol a truss system. Berate use. the Lxlk*V designer mtrA vedfy the applicability of desIM parametets and properly incorporate mtf design Into the overall buldbng design. Bracing Indk;ated Is to prevent LwcMhV of Indlviclu l truss web and/on chard membefs only. Add i on" temporary and pennartenl Moclrtq WOW Is always tequlect for stal-alty and to prevent co6gne With possible personal "and property damage. For general guidamO regarding the k"Icatlom storage, delivery, etectlon arcs tvaeft of misses atxl miss systems. seeANSVIPI I Quality Critef W. DSB-89 and SCSI ButldNg Component 6904 Parka East Blvd. Safety Information ovak"o from bum Plate InstlMe. 218 N. Lee Street. SJIe 312, Alexand80. VA 22314. Taupe. FL 33610 Job Truss Truss Type oty ply T10741750 T80090 CJ3 Corner Jack S 1 Job Reference(optional) 7.—u.. oa 1n na 97 9m7 Pw.uI tlulleam huQJource, ian4i, rqm -y. -'- -- '- --' - ID:fE699Bacg5xg4)(IryGs3gSWyke2c-87U43j6b.lupSCYUrBkpTIBrI5fSC2rW YwMazPzW SCY t-0-0 3-0-0 1-0 0 3.0-0 Scale. 1:13 1 2x4 = 3-0-0 3-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Ver(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0 00 3 n/a rt/a 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 3-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=57/Mechanical, 2=183/0-6-0, 4=27/Mechanical Max Harz 2=85(LC 12) Max Uplilt3_--62(LC 12), 2=-55(LC 12) Max Grav3=57(LC 1), 2=183(LC 1), 4=54(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=lOBmph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cal. 11, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWG • Verdry dsdpn puwwtaa and READ NOTES ON T1d6 ANDWCLUDED NVTEN REFERANCE PAGE N367473 tev. IMMI S BEFORE USE Des%n valid fa use onfy with Hlek® connectors. This design k based only upon paamefera shown. and Is fa an hdlMduxl rAdding component, not o hias system. Before use. the txDding deslgnet mint verity the al"IcalAty of design Mai neters and propedy l ncorporate ruts design Into the overall binding design. bocing indicated Is to prevent rxrcMhng of indMdual truss web and/or chord members only. Additional temporary, and permanent bracing MiTek• Is always tegWed for sktAly and to prevent collapse with posMe personal "aid poperty damage. for generall guidance regarding the IaWcallm storage, del". erection and tAoclsV of trusses and tons systems, saeANSUMI CuaBly Criteria, OSB-69 and BCSI Building Component 6904 Parks East Blvd. Saety Information ovallatAe horn hu ss Plate institute. 218 N. Lee Sheol. Suite 312. Alexandrio. VA 22314. Tampa, FL 33610 Job I runs Truss Type ty P ly q T10741751 TS0090 CAJack•Open 2 1 Job Reference(optional) Budders FhdSourco. Tmtga. Ptah City, Florida 33566 r.c+U s Apr la 2Ulo mr r eK mousriree, rrc. IUD mar 20 1U:Uo:27 zUr r rugs I ID:FE699BacqSxg4XtWGs3gSWyke2c-87U43j6bJuptSCYUr8kpTIBoO5dSC2r W YwMazPzW SCY 1-0.5 4.6.12 1.0.5 4-5.12 lg 20 = Scale . 1:16 5 4•S12 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Poe) Well Ud PLATES GRIP TCLL 20.0 Plate Grlp DOL 1.25 TC 0.28 Ven(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Ven(TL) 0.05 2.4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 16lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/sfze) 3=102/Mechanical, 2=234/0-6-0, 4=42/Mechanical Max Horz2=115(LC 12) Max Uplift3=-98(LC 12), 2=-64(LC 12) Max Grav3=102(LC 1), 2=234(LC 1), 4=83(LC 3) FORCES. Pb) - Max. CompJMax. Ten. - All forces 250 Pb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & 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 nonconwrrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verity dedgn parameters end READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE M07473 rev. IG0MIS BEFORE USE Design void lot use ordy vAlh Wlek® connectors. D* desW is based oNy u4xm paanelers shown. and Is tot an IndMd u i buldkV component. not a hiss system. Before use. the building designer mini verity the oWlcabllty of design Momelers and popery Worpotale n% design Into the ovetrfl building design. Bracing Indicated Is to prevent buckl1rV of hndNktual truss web and/or ctxyd members oNy. Addillond temporary and permanent bracing MiTek' Is odways teed of stability aril to prevent collapse with possible persondi btiuy and popery dosage. For general guidance regarding One labricatlon. storage. delivery, election ml Ixochng of trusses and tnta systems, seeANSI/TPI I Quality Criteria, OSS-69 and BCSI BuBding Component 6904 Parka East Blvd. Salary INormodon avallable from Truss Rate Institute. 218 N. Lee Sheet. Site 312, Alexaxhla. VA 22314. Tarrnps, FL 33610 Job Truss Truss Type ty ply 710741752 780090 CJS Comer Jack 4 3 t Job Reference lional euaasre restsource, farfpo. rrem t fry, rrorraa aaoo ID:FE699Bacg5xg4XhyGs3gSWyke2e-cJ2SG36E3Cx24M7hPsG20WjyfVylatV51na67VszWSCX t-0-0 5-0-0 1-0-0 5 0 20 = 5-0.0 5-0.0 Scale . 1.18.1 LOADING (psQ SPACING- 2.0-0 CS'. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.03 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Ven(TL) -0.07 2-4 >777 180 BCLL 0.0 ' Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 18lb FT = 20% LUMBER- BRACING TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD R191d ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical, 2=250/0.6.0, 4=47/Mechanical Max Horz2=129(LC 12) Max Uplifl3=-112(LC 12), 2=-64(LC 12) Max Grav3=118(LC 1), 2=250(LC 1), 4=94(LC 3) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 2 except at=lb) 3= 112. 6) ' Semi-ngid 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 • Verlry dsatin paremerws end READ NOTES ON TNIS AND VXLUDED AMK REFERANCE PAGE 1107479 rev. 1AWMIS BEFORE USE Design vdkl la use only wpm Mllek®cavlectors t is design It Lased only upon paameten shown. and Is for an IndMdttal building component, not a bras system. Before use. the MAcA1p designer mtnt verity the applk:abllly of design paameters and property Incorrlofate Ink design Into the overall Mdual Inca members only. Additional lempooay and permanent bracing MiTek' buildingdesign. Bating tndicated Is to prevent buckling of Inal web and/or chord Is always oegt6ed fof slaUlty and to prevent coilapse wllh possible personal knlffy and properly damage. For general guldance tegadbng the fabrlcatbn. storage, delivery, efectlo n and boating of busses and Inns systems seeANSVTPI I Quality Criteria, DSB-89 and 8CSI BuBding Component 904 Parke East Blvd. Safety Information avdlable Dom truss Plate InstlMe. 218 N. lee Street. Srlle 312, Alexandria. VA 22314. Tampa. FL 33610 Job I FUSS Truss Type oty ply 710741763 T80090 E6A Jack -Open Supponed Gable 1 1 Job Reference (optional) Builders FUSISoutce. Tampa. PWM Gsy, Fbnde 33666 ID:FE6998acgSxg4Xhy0s3 SWyke2ccJ2SG36E3CxZ4M hPsG20WIle' ORxVL1rw67VszWSCX 6-0-0 8 7 6 2x4 2x4 II 2x4 II 2x4 II LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 1 rVr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.03 Veri(TL) 0.00 1 rVr 90 BCLL 0.0 Rep Stresslncr YES WB 0.05 HOrz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. All bearings 6-0-0. Ib) - Max Horz 2=149(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale. 1:21.0 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% Structural wood sheathing directly applied or 6.0-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25fh, Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • 14m1y dedirn peramsters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N6T473 rw IMIL 015 BEFORE USE Deslgl vaild lot use only with Mllek®Conneelots Itnls Ciesign Is lxned only Won paanetem stnown, and Is lot a n bndMckx9 buldblp component not a ktra system. Berate tae, the building desgnet mtrsl vedly the cl 11caWcsan lty ofdesignpanetersdgopedy Inpor eorote IN; designInto the owl, only Acldllon al Iemporay oW permanent blaring MiTek' btBcllrlg des ®acheItncticatedIstoptevenlbuckW* of Itndlvidud In1ss web and/o chard members is always teclLked to slablltyand to prevent collgm wtlh posdblo personal Iytay and property dldlmoge. Fot general guidance regadbV ene falxlcatkxt slorage, deltveM erection and rxnchg of misses anal buss systems 6eeANSVWI I Quality CrIlw1a, DSB-89 and SCSI BuBding Componenl 6904 Parke East Blvd Salary INormallon avdkVtle born Itas Plate bullMe. 218 N lee Sheel. Suite 312. Alexaxltks. VA 22314. Tampa, FL 33610 Job Truss Truss Type 0 tY ply 71074175. 780090 VA Jack -Open Supported Gable 1 1 Job Reference o tronal Budders FaslSource. Tempe. Plant Cry. FTGnde 33566 • • r ID:FE699BacgSxg4xhyGs3qSWyke2c-4W cgUP7sgV3OiW htzznHZIGByvMlgyOp0Erh11zW SCW 1 0 0 7-0-0 7.0.0 8 7 6 2x4 II2x4 = 20 11 2x4 11 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. in poc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 1 Nr 120 TCDL 7.0 Lumber DOL 1.25 BC 0.06 Ven(TL) 0.00 1 rVr 90 BCLL 0.0 ' Rep Stress Incr YES W B 0.06 Horz(rL) 0.00 6 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 20 SP No.3 REACTIONS. All bearings 7-0.0. Qb) - Max Horz2=172(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6,7 except 8=-109(LC 12) Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Seale . 1:23.7 PLATES GRIP MT20 244/190 Weight: 35lb FT = 2046 Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. Rlgid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 9) 1) Wind: ASCE 7-10; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVrPI 1. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2.0.0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7 except (jt=lb) 8= 109. e)' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysts and design of this truss. 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particutar building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNhVG - Vmlry design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD•7473 mv. raWMIS BEFORE USE Design valid la use ordy aim Mllek® connectors. Irg9 design Is based orgy upon parameters shovm, and Is lot an hrdh4dux11 building axmpanenl, not a hues system. Belore use. the bulidbng designer must vedty the applicabllry of design paametets and property bnco porate this design into the ovetail orgy. Additional temporary and permanent btocbng M!Tek' bodingdesign. Racing bWlcalecf Is to prevent bucidbng of hndh*AKA truss web a,d/a chord members Is always tecpited for sla1b01ty, and to ixevenl collapse vAlh possible personal byray and lxoperty damage. For genetal guidance regarding Me fatxlcallo n. storage, delivery. erection and braCbng or tnmes and tans system& seeANSVTPII Quality CAIedo. DSB-89 and BCS1 BuBmng Component 6904 Parke East Blvd. Sorely Inrarmotion available pan truss Rae institute. 218 N. Lee Sheet. Suite 312. Alexandd4 VA 22314. Tarrga. FL 33610 Job I russ ruse I ype a 710741755 090TB0 E7B 1 jack -Open 2 1 Job Reference o tional Budder; FostSoutce. Tanga. Prom city, FlordB 33566 7 o+v Ap, is cv 6 mn.n uu>u a>. • .: • • oy. ID:F E699Bacg5xg4XhyGs3qSW yke2c-4WcgUP7sgV3O1W htzZnH74G3zvFlgyLp0Erh/ 1zW SC W 1-0 0 7-0-0 1-0-0 7-" 3x4 = LOADING (psi) SPACING- 2 0 0 CSI. DEFL. In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Ven(LL) 0.08 2-4 981 240 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Vert( I.) 0.23 2.4 341 180 BCLL 0.0 Rep Stresslncr YES WB 0.00 HOrz(TL) 0.00 3 n/a rda BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. Qb1slze) 3=160/Mechanieal, 2=324/0-8-0, 4=77/Mechanical Max Horz2=90(LC 8) Max Uplift3=-106(LC 12), 2=-141(LC 8) Max Grav3=16O(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale. 1:15.8 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20^e 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=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exteffor(2) zone;C-C for members and forces & MW FRS lot reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=106, 2=141. 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. Vertly deCpn parameters and READ NOTES ON THIS AND INCLUDED WTEX REFERANCE PAGE MV-7473 rov. laW/2015 BEFORE USE Design valid lot use orgy win Mllek9conneclom lhh design h based c NY Win rXNameters srwwn. and h la an Individual LAdding componLril, not a Inns system. Below use. the 1lulldi ng destgnet must verily the oWicabllly of design paameters and properly kncorpaate 0%design Into the overall bllalng design. Racing Indfcaled Isto prevent b ticldhng of individual inns web and/ot chord members only. Additional temporary and pemki nenl btocing WOW is always tedplred lot stabnity and to prevent collapse wllh possible personal hNy and popery damage. Fa general guidance regadng &no k" lCall0n. storage, delivery. ejection and brachng of trusses and hurss systems. seeANSVIPI I Quality criteria. DS&-69 and &CSI Building Component 6904 Parks East BNd Safety Irdotmatlon avalk"e hom Inas Rate Institute, 218 N. Lee Sheet. Stile 312. Alexandria VA 22314. Tampa. FL 33610 russ Truss Type b 710741756 TB0080 EJ1 Jack -Open 7 1 Job Reference (optional) Buddeta Fn51SOutee. Tampa. Kara Gay, Ftwice 335W 7.6i,.rw,,.N,om,,. ,,, ,,..m>.o. ID:FE699Bacg5xg4XhyGs3qSWyke2c-4 WcgUP7sgV3OiW hizZnHZtGBZvMOgyLpOErh11z W SCW too 0-10-8 1.0.0 0.10-8 20 = LOADING (psf) SPACING- 2-" CSI. DEFL, In loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) 0.00 4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Ven( I-) 0.00 4 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 HOrz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-71/Mechanical, 2=182/0.8.12 Max Horz2=39(LC 12) Max Uplift3=-71(LC 1). 2=-82(LC 12) Max Grav3=33(LC 16), 2=182(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. Scale. 1:7.6 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10.8 oc punins. 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=4.2psl; BCDL=6.Opsf; h=25ft; Cal. II; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 3, 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) -This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - V&* dedpn pann W*n; and READ NOTES ON rHJS AND INCLUDED WTEK REFERANCE PAGE I1m-7479 mv. taQYlOrS BEFORE USE Design old for use only with Mllek* connectors, this design Is hared only upon paarneters stwwrn. and is la an ix9vlduxlf building component. nor a huss system. Before use, she building designer must verily the applicability of design paanelers and properly Incorporate this design Into the overall buIding design. 9acing indicated fs to prevent bucatng of hndNldual truss web and/or chord members only. Adrlilonal temporary and permanent aaar WOW Is always required fa stalaSlly, and to prevent collapse with possible personal Intuy and property damage. rot general guidance regarding the fabrication stottlge, delivery, erection and bracing of trusses and muss systems. seeANStMI I CuaBly Critetb. OSB-69 and SCSI Building Component 6904 Parka East Bk d. Safety Information available nom puss Plate insOMe. 218 N. Lee Sleet. Suite 312. Alexarnddo, VA 22314. Tarrga. FL 33610 oI fuss Truss Type a ty ply 710741 757 T80090 EJS Jack -Open 2 1 Job Reference Clonal Capoere ra57Joulce. 1arnpa. 1-W. l..ny. rwllua J.faoV ..y.... ..... ._...... ..._ .__.. . __ ._.__.__ __.. _o_ ID:FE699Bacg5xg4xhyGs3qSWyke2c-YIAChIBUbpBHJtG3WHIW5xpl9leCPObyEu6ta zWSCV 1-0-0 5-0-0 1-0 0 5-0.0 20 = 5-0-0 Scale - 1:18 1 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.03 2.4 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert( L) 0.07 2.4 777 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(Q 0.00 3 rda n1a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 18lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical, 2=250/0.6-0, 4=47/Mechanical Max Horz 2=129(LC 12) Max Uplift3=-112(LC 12), 2= 64(LC 12) Max Grav3=118(LC 1), 2=250(LC 1), 4=94(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511-, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber 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 20.0pst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jtdb) 3=112. 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 . Verity design parameters and READ NOTES ON THIS AND INCLUDED WIPEK REFERANCE PAGE M*7473 rev. 16=015 BEFORE USE Design valid fa use only wlln Milek9 conneclom tnls design It txzed only ul>xn paamelers shown. and Is fo an hdMclual bulding component, not o bias syslem. Beloe use. the txidbV desipttet mull vedfy the appllcabllry of design parameters and Ixopelty incorporate the design Into the overdl Ixadng deslgn. Macho bxilcoted Is to pevenl bucldbng of bnciMducl Inns web and/or chord members only. Addtkxxtf temporary and permanent Ixoc ft MOW Is dwarfs tecpbed rot sla Wly and to pevent collatm wllh possible persor d Injury and poperty cianage. Fa general gukkme tegadng Bne fabdcatbn, shxoge, delivery, oectlon and bracing of trusses ctrxi truss systems, soeANSVIPI I Quality Crilerlo, DSB-89 and BCSI Building Component 6904 Parks East Blvd. Salary Information avdkDle Rom bust Plate hutlMe. 218 N. Lee Sheet. Stile 312. Alexa oWa VA 22314. Tanya. FL 33610 Job ti53 Truss Type h ply T10741758 780M EJ6 Jack•Opm 4 1 Job Reference (optional) euxaers J. e5150ures. Nrirpa, rvm Nty. t-xAxta J,Aoo V_. ID•F E6998acg5xg4XhyGs3gSW yke2c-YtACAI8UbpBHJfG3W HIW5xpFMIcCPObyEubEakzW SCV 1-0-0 6_-0-0 1-0-0 6•0-0 Scala • 1:20.5 2x4 = LOADING (pSQ SPACING- 2.0-0 CST. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Ven(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TQ -0.15 2-4 >455 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) -0.00 3 rVa n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 21 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=143/Mechanical, 2=288/0.8-0, 4=56/Mechanical Max Horz 2=151(LC 12) Max Upldt3=-135(LC 12), 2_ 71(LC 12) Max Grav3=143(LC 1), 2=288(LC 1), 4=112(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=251h Cat. II; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Exlerior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except 61=1b) 3=135. 6)'Seml-rigid pttchbreaks with fixed heels' Member end fixity model was used to 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- Vntry do0im paramefors and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE A1167473 rev. IOWMIS BEFORE USE Deslan valld tot use only wtm Mllek®conneclom lhls design It based Orly upon paamelers shown. and isfor an IndMduof buklI ng component, nor a puss system. Before use, the building designer must vedfy the gA)IlccdAlty of design I"(fineters and popeM Incoqpoiate this design Unto the ovewil buiding design. Blachg Indicated Is to prevent buckling of Individual it= web and/or chord members only. Additional Temporary and permanent backing Welk' Is always regJted lot stability and to prevent collapse with possible personal "and pfoperty damage. Fa general guidance tegadng tine fabklatlon. storage. delivery, erection and backing of Inrsses c W m,a systems. seeANSI/iPI I Qualify Criteria, DSB-89 and SCSI BuBding Component 6904 Parks East Blvd. Safety information ovdlable horn truss Plate Institute. 218 N Lee Sheel. Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type oty ply Tt0711759 TB0090 EJ7 Jack -Open 16 1 Job Reference (optional) uunroerernstbource, r ampa. mom MY. rgrrm aoxo......•.....___._.....,....._......_. .__..._. _-.----. --.. .-•-- ID:FE699Bacg5xg4XhyGs3qSWyke2c-Oukbv496M7J8xprG4-ie8LP9btt8rt5TYKofiBzW SCU 7-" 1-0-0 7-" 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 7.0 Lumber DOL 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=161/Mechanical, 2=321/0.6-0, 4=80/Mechanical Max Harz 2=173(LC 12) Max Uplift3=-136(LC 12), 2=-76(LC 12) Max Grav3=161(LC 1), 2=321(LC 1). 4=123(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. Scale . 1:22 9 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) 0.10 2-4 >787 240 MT20 244/19D Vert( L) -0.25 2-4 >320 180 Horz(fL) -0.00 3 rVa rVa Weight: 25 lb FT = 20% BRACING TOP CHORD Structural wood Sheathing directly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=2511; Cal. 11; Exp B; Encl.. GCpf=0.18; MW FRS (envelope) gable end zone and C-C Fxnenor(2) zone;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 nonconcunent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 4) Refer to girders) lot truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) 2 except 011=1b) 3=136. 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 - Varrly design parameters, and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD-7473 mv. 14OW01S BEFORE USE Design vtalkd for use orgy wllh WIek® connectors. this design IS based only upon paaneters shown. and is fat al IndlvIdual Wilding component, not a truss syslem. Before use, lho buildingng designer must verify the applicability of design paameters and properly kncogborote 0nk design Into the overdal bu&dbtg design. Nochg IndlCoted Is to prevenl buckling of Individual truss web and/or chord members orgy. Additional temporary and pef nar ent bi-I ng MOW Is uWays eegt6ed for slcdAlty and to prevent co0c>nse with possible persona Irffay, and property danoge. For general guidance regardinging the Idbrlcatla storage, dolivefy. election axf Wici ng of trusses and truss systems. seeANSVM I Quality Criteria, DSB-89 and BCS1 Building component 6904 Parke East Blvd. Sauey Information crMlable noin hug Plate institute. 218 N. Lee Sheet. SJI9 312. Alexandria. VA 22314. Tor pa. Fl. 33610 Job Truss Truss Type ty Ply t 710741760 T80090 fG1 Flat Gnder 1JO 3 lob Reference bona Budders FuslSouice, Tampa, Plant City. Florida 33566 7.64D s npr iv zero mn ss mausuros, inc. age . ID:FE699Bacg5xg4xhyGs3qSWyke2c-U5lz6O9k7OR?ZzOSeiK AMuWN6FUt8MFrC4LedzWSCT 3 6 4 6.10.12 10-" 13.7.12 17-0 4 2046-0 r 3 6 4 3.4.8 3-4-8 3 4 8 3 4 3-6-4 Scale a 1:35.7 Sx8 = 2x4 II 5x8 = 3x8 = 20 11 5x8 = 2x4 II US = 17 1B 2 19 3 4 5 6 7 8 orn 16 zu ,< < — 3x6 11 Sx12 = 3x8 11 3x8 — 6x12 MT20HS _ US II Sx12 = 3.6 II LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.84 Ven(LL) -0.27 13 >885 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.00 BC 0.60 Ven(I-) -0.67 13 >364 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.69 Horz(fL) 0.07 9 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 350lb FT = 209e LUMBER- BRACING - TOP CHORD 2x4 SP No.I TOP CHORD Structural wood sheathing directly applied or 4.0.12 OC puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 20 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 1-15,3-15,3-13,6-13,6-10,8-10: 2x4 SP No.1 REACTIONS. (lb/size) 16=3435/0.7-4, 9=2739/0.7-4 Max Grav16=4215(LC 2), 9=4283(LC 14) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-16— 3893/0, 1-17=-9542/0, 17-18=-9542/0, 2-18=-9542/0, 2-19=-9542/0, 3-19— 9542/0, 3-4— 17705/0, 4-5— 17705/0, 5.6=-17705/0, 6-7— 9470/0, 7-8=-9470/0, 8-9=-3748/0 BOT CHORD 15-16=0/361, 15.20-0/17318, 14-20=0/17318, 14-21=(/17318, 13-21=0/17318, 12-13=0/ 15945, 12.22=0115945, 11.22=0/15945, 11-23-0/15945, 23-24=0/15945, 10.24=0/15945, 10.25=0/375, 9-25= 0/375 WEBS 1-15=0/9830,2-15=-849/0,3-15=-8326/ 0,3-14=-140/1562,3-13=-927/1312, 5-13=-435/0, 6-13=•258/1884, 6-11=0/1468, 6-10-7063/0, 7-10=-477/0, 8-10=0/9738 NOTES- (10) 1) 3-ply truss to be connected together with I Od (0. 131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9- 0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or ( B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psl; BCDL=6.Opsf; h=1511; Cat. 11; Exp B; Encl., GCp1=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20. 0psf on the bottom chord In all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 8)'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 suppon concentrated load(s) 123 lb down and 40 lb up at 1.0.0, 183 Ib down and 59 lb up at 3-0.0, and 250 Ib down and 80 lb up at 5-0-0, and 742 lb down and 238 lb up at 7-0-0 on top chord, and 580 lb down and 310 lb up at 6.0.0, 632 lb down at 7-1-0, 632 lb down at 8-5.8, 632 lb down at 10-5-8, 632 lb down at 12-5-8. 632 lb down at 14.5-8, and 632 lb down at 16.5- 8, and 632 lb down at 18-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Continued on oaae 2 WARNWO - Verify dasfpn paramatars and READ NOTES ON 170S AND OWL UDED WNW REFERANCE PAGE 4rD7473 rev. 1602MIS BEFORE USE. Design valid for use only with Mllek® connectors. n* design Is based orgy upon paanetea 910% n, and is to on Individual building component. nol a huss system. Before use, the building designer mtal verify the opp lcabIlly of design paaneters and properly Incorporate 01k design Into the overcll lxBeing design. Docing lnc9cated Is to prevent buck@ng of 9xflvidual truss web and/or chord members only. Addition[) temporary and permanenl bH1CIng WOW It ahvoys legllfed lot std)911y ano to prevent collatxe vAth possUe personal b>Fey and property, damage For genetol guidance regaling One kDtInalkxn storoge. delivery, efecllon aril brocbng of misses arxt Inrss syslems seeANSI/ TPII Quality Cdledo, OSS49 and OCSI OuUding Componenl 6904 Parke East Blvd Safety Information ova9able from truss Plate Institute. 218 N. lee Street. Suite 312. Alexandilm VA 22314. Tampa, FL 33610 Job Truss Truss Type ply T10741760 TB0090 FGt Flat Gilder 1 3 Job Reference Bona tsurrders 1-listSoU1Ce. r aaQB, rom Gay. Ponce : 00 w' • • "• ••"• •^ •• ••' ID:FE699Bacg5xg4XhyGs3qSWyke2c-U5lz609k7ORlZzOSeiK AMuWN6FUt8MFiC4LedzWSCT LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Unilonn Loads (pit) Ven: 1-8=-154, 9-16=-20 Concentrated Loads (lb) Veil. 3=-742 14-110(F) 13=-110(F) 17— 123 18=-183 19=-250 20=-580(F) 21— 110(F) 22= 110(F) 23= 110(F) 24_ 110(F) 25=-110(F) WARNWO . Verify dedgn pammeters and READ NOTES ON TMS AND INCLUDED ANTEK REFERANCE PAGE AUL7473 rev. laWMIS BEFORE USE Design valid tot use only Win IAlleW ConrlectaS. this design Is based only upon paaneters shown, and Is for an WhAd tal building component, not a truss system. Belore use. the building designet mini verity the applicability of design parameters and properly incorporate Ihlt design Into the overall btddt ng deslgn ®acing Indicated Is to prevent buckling of Individual truss web ad/ot chord members only AcklOoncd lemporay ad permanenl btacblg M iTek' is always reglLed ter stablly, and to prevent collapse with possible personal "and property damage. For general guidance iegadng the la ricafbn. storage, delivery. etection and bracing of trusses and Inns systems. seeANSVIPI I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Solely Information avallatle nom Intro Plate institute. 218 N. Lee Sheet, Suite 312. Alexandria. VA 22314. Tempe. FL 33610 Job Truss Truss Type ty y T10741761 TB0090 FG2 FLOOR 1 2 1 Job Reference bona li Budders FbftSoutce. Tampa. Plant city. Ftonaa 33566 o+v a Ap ii Z-'o— —' u.. ... v — " >r' ID:FE699Bacg5xg4XhyGs3gSWyke2c-U5lz609k7OR?ZzOSetK AMutG6L2tFJFIC4LedzWSCT 2.7-0 5-0.4 7.7.4 2.7-0 2.5.4 2.7-0 Seale . 1:14.7 I 3x4 = 22x4 11 33XB = 4 2x4 11 2x4 11 3x4 = 2.7-0 2-5.4 2.7-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) 0.01 7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) 0.02 6-7 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.24 Horz( L) 0.00 5 We n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 80lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=693/0.8.0.5--681/0-74 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.8=-621/0, 1.2— 931/0, 2-3=-931/0 BOT CHORD 7-10=0/929, 6-10=0/929, 6-11=01929, 5-11=0 929 WEBS 1-7=0/1015, 3.6=0/253, 3-5=-1018/0 Structural wood sheathing directly applied or 6-0.0 oc puriins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (6) 1) 2-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 20 - 1 row at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 11 noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) 'SemFrigid 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) Hanger(s) or other confection device(s) shall be provided sufficient to support concentrated load(s) 190 lb down at 148-12, and 190 lb down at 3-8-12, and 190 lb down at 5-8-12 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4= 100, 5.8= 10 Concentrated Loads (lb) Ven:9=-190(B)10=-190(B)11=-190(B) WARNING - Vartly dedyn pararnetava and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE N67473 MY. 1402MIS BEFORE USE Design vcdW la use only with Mllek8 connectors. 11%desitp is based only upon padmefefs shown. OW Is rot an IncMd ci bu kft Component not a tuns system. Before we, Ire btficlIV deWm mtat verity the C44AICablly, or desl®1 "anneters and popedy Incortwrate B1k design Into the ovewll txAcing design. Bochg bWicated Is fo prevent LxrCIMV of bWIMuol tnss web acl/or chid members only. Additional temporary and permanent txacing M iTek' Is dwways teed la stability and to prevent collapse with possit-le personal hiury and property damage. For gerwtd guidance tegadIng Me klxlcatlon. stotoge. delivery, erection and kxacbV of trusses arW tnss systems, seeANSUM1 Quality Cdtedd, DSB-69 and SCSI Building Component 6904 Parka East BNd. Safety Information avatklble noun truss Rafe Institute. 21B N. Lee Skeet. Suite 312, Alexa cm VA 22314. Terrpa. FL 33610 Job Truss Truss Type r Ply T7074t762 TB0090 fG3 Flat Girder t 2 i b Reference (optional) eudoers reslsowca, Iama. tram L'sy. rrormm aa000 . t ... ..... ... ............._ .--• -- •-•--. __.. . -,- - ID:FE6998acg5xg4XhyGs3qSW yke2c-zHsUmAMukZrA7'/eCPrDIZOgLW aHcZGOxspuA3zWSCS 3-3.5 6.4.14 9.6.7 12.9.12 3.3.5 3-1.9 3-1.9 33.5 20 11 3xe = axe = 2X4 11 Smote . 1:22 1 3xa = 2x4 it 2x4 3-3-5 3.1.9 3.1.9 3-3-5 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL LOD TC 0.32 Ven(LL) 0.05 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.OD BC 0.69 Ven(fL) -0.16 8 >960 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(fL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 128 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. Qb/size) 10=1760/0-7-4, 6=176ar0-2-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10= 1693/0,1-2= 3098r0, 2.3=-3098/0, 3.4=-3098/0, 4.5- 3098/0, 5-6=-169310 SOT CHORD 8-9=0i4089, 7-8=0/4089 WEBS 1-9=W3243, 2-9=-848/0, 3-9=-108310, 3.7=-1083(0, 4.7_ 848/0, 5-7=W3243 NOTES- ( 9) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 11 noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=1511; Cat. 11; Exp B; Encl., GCPi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 8)' Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 9)' Thls manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-5=-261, 6-10- 20 WARNWO - Varfry desfpn parameter and READ NOTES ON THIS AND WCLUDED WMK REFERANCE PAGE M67473 mv. hMMIS BEFORE USE Design va11d rot use only wpm MltettO connectors. this design is based only upon pufameters shown, and is for an Individual building component. rot a buss system. Below use, the Wilding desigmt must vedry Ina aWicablilly of design paameters and property ktcotporate Ibis design Info the overall bt/ ding design. Bochg Instated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporay and permanent bacing MiTek' is always requited for stablilty and to prevent collapse vAth possible personal hVuy and popery damage. Fot getters guidance tegadkng the fabrication storage. delivery. erection and bracing of trttSses and muss systems. seeANSVTPI I Quality Criteria, OSS-69 and &CSI Building Component 6904 Parke East BNd. Safety Information available from huss Rate Institute. 218 N. Lee Sheet. Suhe 312. Alexandria, VA 22314 Tampa, FL 33610 o russ russ ype I Y TI074t763 TB0090 FG4 FLOOR 1 2 yob Reference(optional) auAders I-ustsolrce. i aripa, Aare L'ay, hIwlua 4=DD ..v+..a.y..._._._..... _.. ..._........... ...- .__..._. --.----•----.. _^-- ID:FE699BacgSxg4XhyGs3qSWyke2c-RTPfX6B_f2hioHarl7MSFnzs3wvLLOXY9W ZS1 W zW SCR 2$•14 5.4.1 7.11 3 10$$ 133 4 2+1 14 2.7.2 2-7.2 2-7.2 2$ 14 2x4 II I 4x12 = Sxe = 2x4 11 602 = Scale . 1:22.9 2x4 11 r _r 1 t1t l F r OEM CxIL M1CVnb- 3x6 11 4- II Sxe = 2$14 24114 5-4.1 2.7.2 fill-3 IV-00 Plate Offsets (XY)-- 18.0-4.4 0.1-81 19.0-5-0 0-4-81 I10.0-4-8 0-1-81 111.0-&0 0-2-121 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Ven(LL) 0.17 9.10 917 240 MT20 244/19D TCDL 7.0 Lumber DOL 1.25 BC 0.64 VBn(TL) 0.28 9.10 560 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.77 Horz(TL) 0.04 7 n1a rlla BCDL 10.0 Code FBC20141rP12007 Matrix) Weight: 155lb FT = 2040 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3'Except' BOT CHORD 1-11,3-11.3-9.5-9,5.7: 2x4 SP No.1 REACTIONS. (lb/size) 12=1436/0.74, 7=1552/0.4-0 Max Upllft12=-154(LC 4), 7=-154(LC 4) Max Grav12=3876(LC 14). 7=4321(LC 14) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-12= 3356/153, 1.2=-6764234, 2-3- 6764234, 3.4-10343/352, 4-5=-10343/352 BOT CHORD 11-14-375/10857, 10.14-375/10857, 10-15=-375/10857, 9.15=-375/10857, 9-16_ 25Or7175,8-16=- 250/7175,8-17=-25017175,7-17=-250/7175 WEBS 1-11-246(7286, 3.11-4572/157, 3-10=0/2172, 3-9- 57425, 5-9=-114/3539, 5-8=0/1859, 5. 7-7752267 Structural wood sheathing directly applied or 2-4-4 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES (12) 1) 2-ply Truss to be connected together with 10d (0.131-x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7.0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4. 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.OpS1; h=15ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; # 5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; 7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pos Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; # 10 Dead + 0.6 MWFRS Wind (POS. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind (Pos. Internal) 41h Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); # 20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75( 0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) - 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 61=1b) 12=154, 7=154. d,dAfM- 9 breakS with fixed heels- Member end fixity model was used In me arlaiysis and design or inrs uuss 0 WARNA O • veft ded9n pwametees end READ NOTES ON 1'1119 AND WCLUDED AMK REFERANCE PAGE A07473 rov. 1003W IS BEFORE USE Design vdkl for use oNY vAlh Wek® connectors. tiffs design 61xised ordy upon paaneters shown, and Is rot an kndhAUxf Wk tp component, not o nun syslem. Before use, the bullci g designer mast voriry the applbdttlty of deOM poarneters aid proporiy btcorporato frtk design bnlo the oveidl b10dbng design. Bracing bndlcated h to prevent buc106tg or InclMdual inns web and/oi chord members oNy. Adaltlonal tempoary aM permanent tx bt0 Welk' E dways 1egt6ed for sk" lly and to prevent cdlcpse wllh possb ie personal"and property danoge. for geneid guidance regadIng the s. seeANSVMl I Quality Criteria, DSB-89 and 5CSI BuDftg Coent ict"atIM storage, delivery, erecllonarWlxacbnstgofteesandInnssystemmpon6904ParkeEastBlvd. Safety INomatlon avdtdxe from truss Rate InstlMe. 218 N. Lee Street. Stile 312. Alexcndrkx VA 22314. Tanpa. FL 33610 Job Truss I russ I ype ty P y T10741763 780090 FG4 FLOOR 1 A2 lob Reference honer ddutfaete rastsoutce. range. tramcay, 1-I0110e suoo w• •• &W,_• • —a. •+• • • e-- ID:FE699Bacg5xg4XhyGs3qSWyke2c-RTPIX6B 12hioHarl7MSFnzs3wvLLOXY9W 2SI W zW SCR NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sullicient to support concentrated load(s) 1246 lb down at 2-0-15, 1338 lb down at 4-0-15, 1338 lb down at 6-0-15, 1338 Ib down at 8-0-15. and 1304 lb down at 10.0.15, and 1194 lb down at 12.0-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-6=-54, 7-12=-20 Concentrated Loads (lb) Vert: 9=-350(F)13=-325(F)14= 350(F) 15=-350(F) 16= 341(F) 17=-311(F) WARNING • Vwtty design parameters and RE40 NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE A 0.7473 rev. 1802MIS BEFORE USE. Design valid for use only with Mllek* connectors. lnls design is based only upon parameters shown. and Is la an IndIvi 0.al buldng component, not a truce system. Before use. ine building designer must verily the appllcatAlry mordesignMaoters and property hrparcoate ads design Into the overail bu ldng design. Bracing hxacated Is to prevent bucldl ng of Indlvklu d suss web and/a chord members only. Additional lemMary and permanent bracing M iT®k' is always legWed for stabBlty, and to prevent collapse with possible personal "and piopeny damage. For general gtldance regarding aw Iablicalbn storage, dervery erection and biaci ng of tames and Inns systems, seeANSVVI I Quality Criteria. DSB-09 and BCSI Building Component 6904 Petite East Blvd. Sateby Information available from Truss Hate InstlMe. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type N Ph 710741764jJob780090FGSFLOORI2JobReferenceotfonal euudassrastsmwe.Iarrga, riami.sy.nonaaa 00 ...._...._.._.._.__...___..._-..._. ID:FE699Bacg5xg4XhyG q.SWyke2c-RT.. r.. PiX6B__f2hioHarl7MSFnmawyGLOSY9WZSIWzWSCR 2.8-6 530 7.9.10 10.6-0 2.8-6 2Ir10 2E-10 2.8.6 Scale . 1:18.0 2x4 II 3x8 = 2x4 II Sx8 = 1 5x8 = I Li it 9 12 8 13 14 7 15 6Y19 = 3x6 II Sx12 = 3x4 II 3x4 LOADING (psi) TCLL 40.0 TOOL 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 FBC20141TPI2007 CSI. TC 0.52 BC 0.45 WB 0.78 Matrix) DEFL in Vert(LL) -0.08 Ven(TL) -0.13 HOrz(TL) 0.02 loc) Well Ud 7-8 >999 360 7-8 >967 240 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 123 lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc puffins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-9,3.9,3-7,5-7: 2x4 SP No.2 REACTIONS. (Ib/size) 10=3072/0.4-0, 6=3244/0.4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10--2374/0, 1-2— 4548/0, 2-3=-454a/0, 3.4= 5131/0, 4.5=-5131/0, 5-6=-2678/0 BOT CHORD 9-12=0/6941, 8-12=0/6941, 8-13_-0/6941, 13-14=0/6941, 7.14=0/6941 WEBS 1-9=0/4856, 3-9-2682/0, 3.8=0/1821, 3-7=-2029/0, 5-7=0/5500 NOTES- (6) 1) 2-ply truss to be connected together with 10d (0.131-x3-) nails as follows: Top chords connected as follows: 20 - 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. . 3)'Semf-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. Stlongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 844 lb down at 1-1.11, 844 lb down at 3-1.11, 844 lb down at 5.1-11, and 844 Ib down at 7.1.11, and 844 lb down at 9.1-11 on bosom chord. The deslgrl/selection of such connection device(s) is the responsibility of others. 6) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1.5=-100,6.10=-10 Concentrated Loads (lb) Ven: 8=-844(F)11=-844(F)12=-844(F)13=-975 14=-844(F) 15=-844(F) wARNWG . Vedry dedyn pa wwram and READ NOTES ON Th7S AND INCLUDED WTEK REFERANCE PAGE AO.7473 rev. IOWMIS BEFORE USE Design valld fa use orgy vAth Mllek® connectors. A* design Is based only upon paaneters slumn and Is lot m Individual bultlthg component, not o the system. Below use. the IxOding designer must vedty the aWlcabllty or design paaneters cold properly hncorwrote this design Into the over it Adalflonal lempaay and permanent lxocbV M!Tek' building design. aaehg tnc9cated Is to prevent bueldkng of lndlvldual Inns web and/or chord members orgy. Is alwoys:e"ed la sloUlly and to prevent collapse whh posmle personal k*zy and properly danage. Fos general Guidance segadhng the tatxicatbn, stotWe. delivery. erection and bracing 0I teases and truss systems. see/WSIMI I Quality CAtarb, D58.89 and SCSI BuOmrng Component 6904 Parks East Blvd. Tampa. FL 33610SafetyInfamallonavailablehomhrasPlatethstllute. 218 N. Lee Sheet. Sulte 312. Alexandlo. VA 22314. Job Truss Truss Type ty T1074t765 TB0090 fT1 Floc Supponed Gable t t Job Reference Zonal 0-ke ID: FE699BacgSxg4XhyGs3qSWyke2c-vgiSkSCdOLp20R91 Jquho_W DbJP04fLhOAI?FyzW SCO Scale . 1:34 9 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) We - n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 19 rVa n/a BCDL 5.0 Code FBC2014/rP12007 (Matrix) Weight: 100lb FT = 20?'oF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 20 SP No.2(flat) end venicals. WEBS 20 SP N0.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 21.3-3. lb) - Max Grav All reactions 2501b or less at joints) 36, 19, 35, 34, 33, 32, 31, 30, 29, 27, 26, 25, 24, 23, 22, 21,20 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vertly dedyn parameters and READ NOTES ON T1AS AND WCLUDED WFEK REFERANCE PAGE MD-7473 rev. 160MIS BEFORE USE Design valW tar use only vAth "leM conneclom Brats design Is Iced only upon pmameters shown and is for on hUlvkAn9 building component, not a Inns system. Before use, the building designer musl verily the QW1cabllly of design paameters and property incorpoiale this design Into the overall building design Biachg Indicated Is to prevent bud(li ng of Indlvldtal Inns web and/or chord members only. Additional temporary and permanent tr --N WOW Is always regrJred la stability and to prevent coltgtse with possible personal ItNy and property damage. for general guidance regadhg the Idbrlcatlo stotage. delivery, eiectlon and Wmi ng of Inraes and truss systems. seeMSVWI I QuaOly Criteria. DSB-89 and BCSI BuBdhV Component 6904 Parke East Blvd. safely information avdkYlle from Ins Plate institute. 218 N. lee Sleet. State 312. Alexandria. VA 22314. Tanpa, FL 33610 Job pussTrust; Type N 7t.7,11" TB0090 F72 Floor t t Job Reference(optional) 0-1-8 N 1-0 1.Sx3 II t.sx3 = 1.Sx3 = 4rr6 = 4x6 = 1 2 3 27 26 ID:FE699Bacg5xg4Xhy65 gSWyke2c-Fdn_n9GIFuRsWC1 6NTsV2DvhKtilkzOYSOmwBzWSCL 2F-1-t0 i 3x4 = 3x6 = 30 = 3x6 FP= 3x4 II 3x4 II 4rr6 = 4 5 6 7 8 9 10 Smote a 1.40.8 4x6 = 5x6 = 11 12 00 ai 3x4 = 496 = 4x6 = 302 MT20HS FP = 30 = 3x6 II 6x8 = 6x8 = 4x6 II 6x8 = 3x6 II 1.Sx3 II 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Ven(LL) -0.42 17-18 >653 360 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Ven(TL) -0.66 17-18 >418 240 BCLL 0.0 Rep Stress Incr YES W B 0.77 Horz(TL) 0.08 13 n/a rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) *Except' TOP CHORD 6-12: 2x4 SP M 31(flat) BOT CHORD 20 SP No.1 (flat) 'Except' BOT CHORD 13-21: 2x4 SP M 31(flat) WEBS 20 SP No.3(tlat) REACTIONS. (IU/size) 25=1262/0.8.12, 13=1262/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 12-13=4267/0, 2-3=-1947/0, 3-4=-3353/0, 4-5=-4247/0, 5-6=-4840/0, 6.7-4840/0, 7-8=-4431/0, 8.9= 4431/0, 9.10=-4431/0, 10-11— 2791/0, 11-12=-1142/0 BOT CHORD 24-25=0/1097, 23-24=0/2770, 22-23=0/3955, 21-22-0/3955, 20.21=0(3955, 19.20=0 4656, 18-19=0/4657, 17-18=0/4788, 16-17=0V4431, 15-16=0/3615, 14-15=02116 WEBS 2-25— 1634/0, 2-24=0/1300, 3-24— 1257/0, 3-23=0/891, 4-23= 897/0, 4-20=0/436, 5-20=-624/0, 5-18=0/305,7-17=-704/164, 12-14=0/1626, 11-14=•1456/0, 11.15=0/1008, 10.15-1230/0, 10.16-0/1301, 9-16=-379/0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 149 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-5-7 oc punins, except end verticals. Rigid ceiling directly applied or 10-0.0 oC bracing, Except: 2.2-0 oc bracing: 17-18. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Vad/y deOgn pwametars and READ NOTES ON TN1S AND INCLUDED WTEK REFERANCE PAGE AV-7479 rev. 160113 0IS BEFORE USE Des1At valid for use only with MltekO Conneclom Inls design is based only upon paameters shown. and Is la an I LRAC1rxi h Ading component. not a htrs system. Before use. the tx**V designer musp verily the aplwcablily of design paamelers and property incorporate this design Into the overall building design. Brachg Indicated Is to ptevenl btrcldtng of IndMchx>t inns web and/a chord members only. Addlllonal lempaary and permanent brocing M!T®k' Is Ways regnlred lot stability and to pevent collapse with possible personal May and popeny damage. For general gt/dance tegatlng the kuxlcatlon storage, dellveM election and bracing of Mosses and tnss systems, soeANSViPI I Quality Crledo, DSB-69 and SCSI Bulldlnp Component 6904 Parke East Blvd. Safety Wamulon avcOcible tram truss Plate Institute. 218 N. Lee Sheet. Suite 312, Alexandra, VA 22314 Tarrpa. FL 33610 Job Truss Truss Type ty T1074t767 TBW90 F73 Floor 3 t Job Reference lions ouuae u rus auww, anyu, rmm. y, rw,.w.. . 0.1.8 H 11--4-0 i 1.Sx3 II 1.Sx3 = 1.Sx3 = 1 2 3 28 27 30 = 30 = 1 Sx3 11 3x4 = 3x6 FP = 4 5 6 7 8 ID:FE699Bacq$xg4Xhy"s Zyke2c-cbatrtKu3048dzwyvwcllC5wmiLbVO?W9hkkXcNzWSCG 1 12 i 3x4 = I.SX3 II 1 SX3 II 9 to 11 12 26 25 24 23 22 21 20 t9 18 3x6 = 3x4 = 3x12 Mr2oHS FP = 3x4 = 2x4 SP = 3x4 = 4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) -0.55 19-20 >540 360 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Ven(TL) -0.86 19.20 >344 240 BCLL 0.0 Rep Stress Inu YES W B 0.82 HOrz(TL) 0.12 15 We We BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 31 (flat) 'Except' TOP CHORD 1.7: 2x4 SP No.1(flal) SOT CHORD 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 15=1354/Machanical, 26=1354/0-7-4 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-1357/0, 2.3=-2110/0, 3-4=-3675/0, 4-5=-4777/0, 5.6=-4777/0, 6-7=-5293/0, 7-8=-5293/0,8-9=-5364/0,9-10=-4601/0, 10-11=-4601/0, 11.12=-4601/0, 12.13-2958/0, 13.14-1182/0 BOT CHORD 25.26=0/1179, 24-25-0/3014, 23-24--W4314, 22-23--WS145, 21-22=0 5440, 20.21=0/5440, 19.20=0/5182, 18-19=0/4601, 17.18=0/3753, 16-17=0/2218 WEBS 2-26-1757/0, 2-25=0/1423, 3-25=-1383/0, 3-24=0/1009, 4-24-978/0, 4-23=0/690, 6.23-548/0, 9.20-681388, 9-19-1024/0, 10-19-6/459, 14-16=0/1720, 13.16=-1585(0, 13-17=0/1131, 12.17-1216/0, 12-18=0/1373, 11-18=-678/0 Scale . 1:43.0 5x6 = 13 14 4 17 16 1S 5x6 = 3x4 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 137lb FT = 20%F, 11%E Structural wood sheathing directly applied or 4-5-7 oc pudins, except end verticals. Rigid ceding directly applied or 10-0.0 oc bracing, Except: 2-2-0 oc bracing: 19-20. NOTES- (9) 1) Unbalanced floor We loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless otherwise Indicated. 4) The Fabrication Tolerance at joint 21 = 11 OS 5) Refer to girder(s) for truss to truss connections. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VerW design pWamarms and READ NOTES ON THIS AND WCLUDED WYEK REFERANCE PAGE MP7473 rev. 100"15 BEFORE USE Design valid for use only vdm Milek® connectors. 0* design Is based only upon paamelers spawn. and Is for an Individual rxAdhg component, not a btas system. Before use. the building designer must vedfy the applicability of design prxameters and property hcorpNole this design Into the overall txAdhg design. Brochg hdlcated Is to prevent budding of Individual truss web and/or chord members only. Additional temporary and permanent Ixachg M iTek' Is always recpAed lap stotAlly and to prevent collapse with possmle personal "and properly damage. For general guidance tegadling the fabdcatktn, storage, CMIVery, erection and bracing or primes and truss systems, keeANSlfFPl I Quality World. DSB-89 and BCSI Bu9ding component 6904 Parke East Blvd Safety Information avtAable Iom buss Plate institute. 218 N. Lee Sleet. Suite 312. Alexo xftkx VA 22314. Tampa. FL 3360 Job russ Truss Type y ply T10741768 T80090 FT Floor 1 1 Job Reference aorta Ds Duaasrs rvsrauvrce. ierryo, rwm a.ny, r,v,nw w.o 0.1-8 li 11i-- 4-0,, 1.Sx3 II 1.Sx3 = 1.Sx3 = 1.5x3 II 314 = 1 2 3 4 5 29 28 ID: FE699Bacg5xg4XhyGs3qSW yke2c4n8G2DK WgkCIE7V8SeaGUTtdlxS9SsJwOT48pzW SCF 1.111-13 3x4 = 1.5x3 11 30 = 3x6 FP = 1.Sx3 11 6 7 B 9 10 11 12 Seale. 1.42.7 Sx6 = 13 14 4R t d 27 26 25 24 23 22 21 20 19 18 1r 10 10 3x12 MT20HS FP = 3x6 = 3x6 11 6x8 = 3x6 11 1Sx3 SP = 3x6 = 30 = LOADING(pst) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) -0.46 19-20 >629 360 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(Q -0.71 19.20 >403 240 BCLL 0.0 Rep Stress Incr YES WS 0.81 Horz(rL) 0.09 15 n/a rVa BCDL 5.0 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.l(llat) TOP CHORD BOT CHORD 2x4 SP M 31 (flat) 'Except* BOT CHORD 23.27: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 27=1320/0.8-13, 15=1320/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14.15-1325/0, 2.3=-2046/0, 3.4-3605/0, 4-5-3605 0, 5-6=-4594/0, 6.7=-5061/0, 7-8=-5061/0,8-9=-5137/0,9-10=-5137/0, 10-11=A675/0,11-12=-4675/0, 12-13-2944/0, 13.14-1199/0 BOT CHORD 26-27=0/1152, 25.26=0/2914, 24-25=0/4216, 23-24-0/4931, 22-23=0/4931, 21-22=0/5233, 20.21--WS232, 19-20--W4675, 18-19=0/4675, 17-18=0/3845, 16.17--W220 WEBS 2-27-1716/0, 2-26=0/1367, 3-26— 1326(0, 3-25=0/1029, 5.25-911/0, 5-24=01578, 6.24-515/0, 14.16=0/1707, 13.16=-1525J0, 13-17=0/1083, 12-17— 1345t0, 12-18=0/1323, 11-18=-288/0, 8.22-257-0, 8.20-262/185, 10-20=-91/889, 10-19=-785/0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 150 lb FT = 20%F, 11- E Structural wood sheathing directly applied, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 2-2-0 oc bracing: 22-24. NOTES- (9) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 4x6 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 23 = 114e 5) Refer to gifder(s) for truss to truss connections. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X T) 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 WARNWG • Vat y dodgn pnametaa and READ NOTES ON THIS AND MCLUDED WtEK REFERANCE PAGE 11011-7479 rev. tOMMIS BEFORE USE DOOM vaIkJ far tee only vAth Mllek® connec lots. ft design is based only upon paarneters OVV n QW is 101 an individual b Lddkl0 component. not a Inas system. Before use, the building dosigrner must verity the d Vicabllty of design padmleters and poperly lncaporole 01k design Into the overt111only. Add111lonal temporary and pemxx enl bdlcI ng MOWbuildingdesign. Racing Indicoled is lctopreventbMV of IndNltlual nuss web and/or cnord members Is al wtrys reghed got stdb6lty and to prevent collarm Win possible personal bWy and property damage. For general guidance regadi ng Sno ksbrieatlon, storage, del". oectkxn and baci ng of tnsses dnd MISS systems. seeANSVTPI I Quality Criteria, DS6-0 and SCSI Bultdtrng Component 6904 Parka East Blvd. Safety Information ovallobe Dom lnm Plate IrnstlMe. 218 N. lee Street. Suite 312. Alexanddo. VA 22314. Tarpa, FL 33610 Job Truss Truss Type oty N T1074t769 T80090 FTS Floor 1 1 Job Reference o tional urnruara nrswmca, i amps, ream wr, ra»a.a uuwv 0-1.8 H 1 I.SX3 II 1.5x3 = 1.Sx3 = 44 = 1 2 26 25 4x6 = I.Sx3 11 3 4 5 ID:FE699Bacg5xg4XhyGs3qSWyke2c- zieF2L8blKssH4LOL5VHW07CWGuwWS92DegFzWSCE s Scale . 1:38 3 34 FP = 1.5x3 11 1.5x3 11 4x6 = 4x6 = Sx6 = 6 7 a 9 10 11 12 13 4 4x6 = 3x12 Wr20HS FP = 4x6 = 4x6 = 5x6 = 4X6 = LOADING (psf) SPACING- 2-" CSI. DEFL. In (loc) Udefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.39 18-19 679 360 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(Q 0.61 18-19 432 240 BCLL 0.0 Rep Stress Incr YES W B 072 Horz( L) 0.09 14 n/a We BCDL 5.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD 7-13: 2x4 SP M 31(flat) BOT CHORD 2x4 SP No. 1(Ilat)'Except* BOT CHORD 14-21: 20 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 14=1210/Mechanical, 24=1211N0.8.13 FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 13-14=-1210(0, 2-3=-1852J0, 3-4— 3218/0, 4-5-3218/0, 5-6=-4001/0, 6-7=-4317/0, 7-8=4317/0, 8-9-3895/0, 9-10=-3895/0, 10.11=-3895/0, 11-12=-2583/0, 12-13=-1043/0 BOT CHORD 23.24=0/1052, 22-23--W626, 21.22=0/3722, 20-21=0/3722, 19-20=0/4273, 18-19=oJ4277, 17-18=0/3895,16-17=0/3242,15-16=0/1959 WEBS 13.15=0/1517, 12-15=-1400/0, 12.16-0/954, 11-16=-1007/0, 11-17=0/1104, 10-17=-550/0, 2-24=-1568/0, 2-23--Wl222, 3-23-1183/0, 3-22=0/883, 5-22=-751/0, 5-20=0/426, 6.20=-416/0, 8-18=-747/86, 9-18=-61/326 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 124 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 5.2.0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 30 MT20 unless otherwise indicated. 4) Refer to girder(s) for truss to truss connections. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-1 Off (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNwo . verily dagpn pw metwo and READ NOTES ON THIS AND INCLUDED ABFEK REFERANCE PAGE MIM79 rev. 1403WIS BEFORE USE Design valid for use only with Mllek®connectas. This design Is based orgy upon paamelers stwwn. and Is lot an Individual buWIng component, not a Suss system Before use. the building deslgernmust verify the applicability of design parameters and popedy Incorporate Mdesign Into the overall blidIng design. ®acing Indicated Is to prevent bualding of Individual truss web ad/or chord members only. Additional lempoiary and permanent traalng Mffek' Is always required We stability and to pevenl Collapse with possible personal "and property damage. For generd guidance regarding One kMdcallm storage, delivery. ereclion and tracing of trusses and inns systems. seeANSVTPII Quality Criteria, DS111-69 and SCSI BuUdkV Component 6904 Parke Ew Blvd. Sdety Inlormotlon available, Dom truss Rate Institute. 218 N. Lee Sheet. Suite 312. Alexadrb. VA 223) 4 Tampa, FL 33610 Job Truss Truss Type 0 b Tt074t770 TSOD90 F76 FlSupported Gable oct t Job Relererlee Lone ouuums rua.a.u.s, .m.y., I-. —Y. —.—.....+.... W 14 13 2 3 ID: FE699Bacg5xg4XhyGs3qSWyke2c-YzteFiL8b1 KaSK4LOL5VH WOGW9V Fu5JS92DegFzW SCE 4 5 6 Scale: I*.V 12 11 10 9 8 7 6- 3-4 4 LOADING( psl) 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) n/a We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Verl( I-) n/a rVa 999 BCLL 0.0 Rep Stress Incr YES WS 0.03 HOrz(TL) 0.00 7 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 33lb FT = 20woF, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(tlat) WEBS 20 SP No.3(Ilat) BOT CHORD OTHERS 20 SP No.3(Ilat) REACTIONS. All bearings 6-34. Ob) - Max Grav All reactions 250 lb or less at joint(s) 12. 7, 11. 10, 9, 8 FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verfleals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one 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 slrongbacks, 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. 7) CAUTION, Do not erect truss backwards. 8) * This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VwW dedfgn par~0M and READ NOTES ON TNS AND INCLUDED WMK REFERANCE PAGE ND7473 rev. 10024201S BEFORE USE. Design valid lot use only with W lete® connectors. this design Is lased only upon pa sameters shown. and Is lot an Individual building component not a truss systern. Before use. the brlrhtg designer must verify the applicability of design parameters and property Incorporate this design Into the overall bDdng design. Bracing indicated is to prevent IwcMV of Individual truss web and/ar chord members only. Additional temporary and permanent bating WOW is always tetarLed la stability and to prevent collapse wllh possible personal "and property danage. lot general guldance regarding the fabrication, storage. delNery. erection and bracing of trusses and inns systems. seeANSIfFpl I Quality Criteria, DSB-89 and 11CSI Buffeting Cornportont 6004 Parks East Blvd. Safety information avcDc4Ne from truss Plate institute. 218 N lee Street. Su lle 312. Alexandria VA 22314. Ten", FL 33610 Job Truss Type T10711771 TB0090 FT7 Floor 5 1 Job Reference(optionarl ouuae• rus,aru ce. Tanya, rwm —Y. r—,w — 4x6 II 1 2 0.4-0 1-3-0 ,may 1 4-0 3x6 II 3 4 ID:FE698Bacg5xg4XhyGs3qSWyke2c.._._.Yzi_eFZL8b1_...._...KssH4LOL5VHW07t8JY.__..._..__.._.__._ ux..M. S9__2.De.gfzW SCE t.Sx3 II 5 6 7 8 Scale . 1:27.4 9 10 Rto I^ 18 17 16 15 14 13 12 11 1.Sx3 II US = 1.Sx3 II 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 Ven(LL) -0.18 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ven(TL) -0.27 13.14 >720 240 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.02 11 n/a rVa BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 91 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.t(Ilat) end verticals. WEBS 2x4 SP No.3(I1at) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 11=875/MeChanical, 1=872/0-3-0 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-956/0, 3-4=-960/0, 4-5=-1806/0, 5-6=-2201/0, 6.7_ 2201/0, 7-8=-2023/0, 8.9_ 1285/0 BOT CHORD 16-17-0/1453, 15-16=0/2201, 14-15=0/2201, 13-14=0/2227, 12-13=0/1774, 11.12=01775 WEBS 3-17=-450/0, 2-17=0/1404, 4-17=-740/0, 4-16=0/540, 5.16=-660/0, 9-11=-1128/0, 9.12-0/779, 8-12=-748/0, 8-13=0/381, 7-13= 312J0, 7.14=-23W82 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. 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 WARNLVG - Verily dedyn ParsnWws and READ N07ES ON 7NLS AND WCLUDED WTEK REFERANCE PAGE MID-7473 rev. IM3MIS BEFORE USE. Design vrlld I0, use only vAlh fAllek® Connectors. fl* design is based only upon I:aiamefers shown. and Is rot an Individual IxAdkng component. not a hua system. Before use. the building designer must verify the c"Alcabllly of design parameters and properly Incoporote title design Into the ovetaB building design. Bracing Indkated Is to prevent 1:40ding of Individual tries web ad/or chord members only. Add iflonm lempo ary and permanent bxocfrng NOW It always recp/ted for sk"Ity, and to prevent cotiartae wllh possible personal flay and property damage Fot general guidance tegadng the labrlcollon, storage, delivery. erection and brockV or trusses and truss systems. seeANSI/IPII Quality Criteria. DS11-89 and SCSI Building Component 6904 Parke East Blew. Sauey information available from truss Rate institute. 218 N. lee Street. Suite 312. Alexandria VA 22314. Temps, FL 33610 Job Truss Truss Type ty ply T10741772 TB0090 F78 Floor 2 1 Job Reference Mona Dunoers rusraDu cs. ,nnye, rw,n ..nr, rnnnw .,w,... 0.4-0 1 4x6 11 1 2 ID:FE699Bacg5xg4XhVG 53gSWyke2c-OAGOTuMmMLSjUReXa3dkgkYG3ZdTdOScNryBCizW SCD 1-11-8 _{ 1 9 1 ala: 318'.1' 1.50 = 3x6 II 1.50 II 3x6 = 1.5x3 = 3 4 5 6 7 8 9 10 11 1.Sx3 II 5x8 = 3x6 = 3x6 = 1.Sx3 11 22 21 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.21 15.16 >925 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Ven(rL) 0.30 15-16 >638 240 BCLL 0.0 Rep Stress Incr YES WS 0.68 Horz(TL) 0.03 13 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matnx) Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 20 SP No 1(flat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/size) 1=873/0.3.0, 13=1115/0-3.8 Max Gravl=882(LC 3), 13=1115(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2-3=-970/0, 3-4=-974/0, 4-5=-1838/0, 5-6=-2253/0, 6-7=-2253/0, 7.8=-2052/0, 8-9=-1281/0 BOT CHORD 18- 19--Wl 472, 17-18=012253, 16.17=0/2253, 15-16=0/2267, 14-15=0J7787, 13.14=0/759 WEBS 3-19=-459/0, 2-19=0/1425, 4-19=-748/0, 4-18_-0/560, 5-18=-698/0, 9.13=-1136/0, 9.14=0/812, 8-14=-788/0, 8-15=0/415, 7-15=-343(0, 7-16=-223/335 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect taus 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.' WARNWG . Vafry design paramoton and READ NOTES ON THIS AND WCLUDED AOTEK REFERANCE PAGE OOF7473 rov. 16,113MIS BEFORE USE DeAp vdkl for use orgy wpm WlekG Conneclom IIYs design is based orgy upon painters snows, and is for an IndiAdlal building component. not a hiss system. Before use. the building designer must verily the applkablity of design pasnelers and properly Morporate fhb design into the overdl members only. Ad illon i temporary and pemnanent tracing MOWrAAMVdesign. Bracing Indicated Is 10 pevent b uciding of Individual truss web and/or chord Is always tequLed lot stability and to prevent coigne with possible pesald Initsy and property danage. For general guidance tegatdng She fabrication, storage. delivery, erecllon and bracing of times and hiss systerns. seeANSVMI CumBly CritariO, DSB-89 and SCSI Sulidbng Compornnt Safety INormorron avdlobte from truss Plate Institute, 218 N. Lee Sheet, Suite 312, AlexaxMa. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss puss ype y 710741773 TB0090 FT9 Foot 6 1 Job Reference Lana twuuet rust uu cs, ianµw, row wr, r.r,..=.auaw 0.4-0 ii 1n'" 0 5x6 II 3 4 ID:FE699Bacg5xg4XhyGs3qSWyke2c-VMW ENP7faa5aD16m6zMx50zz_EMIsicLikiezWSCC 2 Style = 1:3e.2 3x6 FP= 30 = 3x4 = 1 Sx3 11 416 = 4x6 = 30 II 5 6 7 8 9 10 11 12 13 14 15 I.Sx3 11 6k8 = 06 = 1.5x3 11 3x12 MT20HS FP = 3x4 = 4x6 = 4x6 = 3x4 = LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Ven(LL) -0.39 20.22 >675 360 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Ven(TQ -0.61 20-22 >429 240 BCLL 0.0 Rep Stress Incr YES W B 0.99 HOrz(TL) 0.04 16 n/a n1a BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD SOT CHORD 2x4 SP M 31 (flat) 'Except' BOT CHORD 16.21: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (IbIsize) 1=1199/03-0, 16=1203/0-3-8 FORCES. Qb) - Max. Comp/Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-1414/0, 3.4=-1414/0, 4-5=-2925/0, 5-6=-3831/0, 6-7=-3831/0, 7-8=-4425/0, 8-9=-4425/0, 9-10— 4026/0, 10-11— 4021/0, 11-12=-3223/0, 12-13= 3223/0, 13.14-1875/0 BOT CHORD 24.25=0/2131, 23-24=0/3831, 22-23=O 3831, 21.22=0/4422, 20.21=0/4422, 19.20=0/4358, 18.19-0/3686, 17-18_-0/2636, 16-17=0/1089 WEBS 3.25-726/0, 2.25=0/2077, 4-25-104510, 4.24=0/1186, 5-24-1331/0, 14.16-1584/0. 14-17-0/1203, 13.17-1163/0, 13-18=0/875, 11.18=-089/0, 11-19=0/513, 9-19=-504/0, 7-22-1017/14, 6.22-5/595 PLATES GRIP MT20 244/19D MT20HS 187/143 Weight: 140 lb FT = 201eF, I I%E Structural wood sheathing directly applied, except end venicais. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise Indicated. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 sirongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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. Vtvtly dodgn paramtas and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 11-7473 rev. 14CLVWIS BEFORE USE Design vaild tot use only Win Mllek® connector& iris design Is based only upon pwameters shown. and Is la an hdM xrl bulding component. not a btiss system. Before use. the txbdbV designer must verily the aPWcabOy, of design parameters and property Incorporate his design Into the overall bLAdhg design. Bracing 6xilcatod Is to prevent bttcklhp of IntllvkA xial Inns web and/or Chad members only. Addltkrnal temporary and permanent bracing M iTek' L4 aiwcrA rec"ed for stablly and to prevent collapse wllh possible personal Yyuy and property damage. too general gtldance regacing the fabrication storage, delivery. eseclion and bracing of tnares and tear systems. seeANSVIPII Quality Criteria, DSB-69 and BCSI Bu9dhg Component 6904 Parke East Blvd. Safely Infoanatlon avck"e from lrtar Plate hsllMe. 218 N. Lee Sheet, SUte 312. Alexanctria, VA 22314. Tempe. FL 33610 Job Truss Truss Type 0 ry P ly r , 710741774 TBW90 FTtO Fluor Supported Gable t t Job Reference(optional) aYYaers ruslJetsice. sum", Fraru—y. r,urlue iJiee ..,-. a .. a...v..... ID:FE699Bacg5xg4Xhy"SWyk,y..e2c-vgzSkSCdOLpZOR91 Jquho_W DVJPL4tKhOAI?FyzWSCO OV Scale . 1:37.2 3x6 FP = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 39 D 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x6 FP= 30 = LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in (Ioc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Ven(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 HOrz(fL) 0.00 20 n/a rlra BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 105lb FT = 20%F, 1140E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing OTHERS 2x4 SP No.3(tlat) REACTIONS. All bearings 22-0.0. Ib) - Max Grav All reactions 250 lb or less at joint(s) 20, 38, 37. 36, 35, 34, 33. 32, 31, 29. 28, 27, 26, 25, 24, 23, 22, 21 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strorlgbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vafry dadpn pamnatas and READ NOTES ON TADS AND INCLUDED WTEK REFERANCE PAGE AIV4473 mv. laMMI S BEFORE USE Design vaild for use orgy with k0111106 connectors. 11Ys design Is based orgy upon paameters shown. and is to an lx9vltkul bLAdhtg component, not a Burs system. Before use. the brActing designer must verity the appbabllly of design paarmlets and properly hlcorlwrate Ihb design into the overall building design. BOChg nx9cated Is to prevent buckling of Irtdlvlcgtrg truss web and/o chord members orgy. Additional temporary and pemwrtenl bracing MOW Is always teclu bed " stmtBlty and to ptevenl cotiapse wllh possible personal "and properly, damage. For general gulUance regadng itne fabricatlors. storage. delivery. erection artdl brocntg of muses and Intl systems seeANSVTPI I Qualify Cdleft DSB-89 and BCSI Sulkling Component 6904 Parke East Bbd. Safety Irgormatlon available norn true Rate institute. 218 N. Lee Sheel. Sulle 312, Alexaxtrkx VA 22314. Tanga. Fl. 33610 Job Truss cuss I ype N T7071t775 TB0090 FTt 1 Floor Supported Gable 1 1 Job Reference (optional) 0148 1 2 3 4 5 6 2 3X4 = ID: FE699Bacg5xg4XhyGs3qSWyke2c-NsXUyoDFBlxOl bkDtXPwLC2OBIISp6Zrdg2YnOzW SCP OM Scale . 1:22.5 7 a 9 10 11 12 t5 13-0-0 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Ven(LL) We We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Ven( I-) Ma rt/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(rL) 0.00 13 rVa We BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 69 lb FT = 20%F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except SOT CHORD 2x4 SP No.2(flat) end venleals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 13-8-0. Qb) - Max Grav All reactions 250 lb or less at joint(s) 23, 13, 22, 21, 20, 19. 18, 17, 16. 15, 14 FORCES. Qb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Following joints to be plated by qualified designer. Joint(s) 13. not plated. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 1G-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. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - Vafry design parameter, and READ NOTES ON 1705 AND WCLUDED NREK REFERANCE PAGE 1107473 rev. 160=015 BEFORE USE Design valid for use only Win b01ek9 connectors. R& design Is lased only upon pmameters shown and Is fa an Individual building component. no o bmusystem. Before use. the brlking designer must vedh the oWicatAlty of design lxnamelers and properly hcon>otole this design Into It* overall txAdhg design. Bracing Indicated is to prevent btictlhg of IndNldud truss web and/of chord members only. Additional temporary and permanent lxc)cnlg MiTek' is always regaled for stoWity and to prevent cotklpse with possthle petsonal k*sy and Iropelty danage. For Dental guldance regarding the fabrication, storage, delivery, erection and bracing of Insses and Inns systems: seeANSVFPI I Quality Criteria. DS111-89 and BCS19uilding Component 9904 Parke East Blvd. Salary INormation ovralalsle from trim Plate Institute. 218 N. lee Sneel. Suite 312, Alexanalo. VA 22314 Tampa. FL 33610 Job Truss Truss Type ty Ply T70741776 T80090 FT12 Floor 7 1 Job Reference(optional) auaaem Fa61o0urce, mega. tram —y. r—,— aaaoo 0.1.8 H 11- 14-0 - 1 Sx3 11 1.5x3 = 1 2 16 i 13-0 1.Sx3 II 3 4 5 ID:FE699Bacg5xg4XhyGs3qSWyke2c-NsXUyoDFBtxO1 bkDtXPWLC2FJIX7p2Jrdg2YnOzW SCP 6 3x6 = 1.5x3 11 3x6 = 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 YES Code FBC2014/TPI2007 CSI. TC 0.65 BC 0.94 WS 0.31 Matrix) DEFL. in (loc) Udell Ud Ven(LL) -0.13 11-12 >999 360 Ven(TL) -0.20 11-12 >819 240 Horz(TL) 0.03 9 We rVa PLATES GRIP MT20 244/190 Weight: 80lb FT = 20%F, 1195E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end venicals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 15=750/0.3-8, 9=756/0.3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1071/0, 3-4— 1541/0, 4-5=-1541/0, 5-6=-1605/0, 6.7=-1069/0 BOT CHORD 14.15=0/652, 13.14=0/1541, 12.13=0/1541, 11.12=0/1705, 10.11=0/1456, 9-10=0/663 WEBS 2-15=-946/0, 2-14=0/641, 3-14-700/0, 7-9=-965/0, 7-10=01621, 6-10=-591/0, 5-12-355110D 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 sliongbacks, 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.' j WARNWO • Verily design parameters and READ NOTES ON THIS AND WCLUDED WTEN REFERANCE PAGE MD-7473 rev. t 003MI S BEFORE USE De*p wild lot use only with Mllek®conneclom. This destAn k based only upon pataneters shown. and Is lot an Individual binding component, not o truss system. Belore use, the Ixlldrng designer must vedtv the aWlc billy of design paameters and propedy Worpotate Mls design Into Ifne overall only. Ac" lonrb temporaryaxt pefmalenl bracbng MiTek' buBW1U design. Btachgkx2catedIstopreventbuck" of I nctiMusal twill web and/or chord members Is always nequbed for stability and to prevent cdlglse with passible personal rWY and property damage. For genennl guidance legadrng the Wlxlcatbn storage, delivery. erectlon arxt nrackl0 of musses and truss systems. seeANSVIPI I CuaOty Criteria, DSB-69 and SCSI BuBdrn9 Component 6904 Parka East Blvd. Safety Information avdlable rem truss Plate ru11Me. 218 N. Lee Street. Sure 312. Alexandr1a. VA 22314 Tamps. FL 33610 Job Truss Truss Type City b 71074/777 TB0090 F713 Floot Supponed Gable 1 1 1.10bRefeferice(optionall ounue a rusiavu ce. Tanya, rwm a.wr, rwnwu uaaoo 2 3 ID:FE699Bacg5xg4XhyGs3qSWyke2c-25s98Otyz3HIkIPRFw9tPbZ_75sYZq_rUnWwW SCO Seale . 1:16.4 4 5 6 7 8 9 18 17 16 is 14 13 12 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a 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 Stresslncr YES WB 0.03 HOrz(TL) 0.00 10 n/a rl/a BCDL 5.0 Code FBC2014frP12007 (Matrix) Weight: 49lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(tlal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 10-0.0. Qb) - Max Grav All reactions 250 lb or less at joint(s) 18, 10, 17, 16, 15, 14, 13, 12, 11 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 6) Recommend 2x6 sirongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNWO . Verily design parameters and READ NOTES ON PM AND WCLUDED NREK REFERANCE PAGE U04473 rev. 1OW201S BEFORE USE DeAp valid lot use orgy vAth Mllek® connectors W& c1LJM Is based only upon rxsametets shown. and Is la an lmdh4dtKll buldkV component not antra system. 8elote the. the txid9np designer must vedly the c")IlCdAlly of dL-Ap praamelem and ptopedy incoworale nth design Into the overall bitting design. ®oeng mdlcated is to Ixevent bucbing od kx9vlduol trm web and/oi chord members orgy. A.ddllorxn lernporary and permanent biocbmg MiTek' is aNmys tegmLed lot skMOlty and to ptevenl Collapse wtlh possbie persond"and property damage. lot getnetal guidance reWdkmg the labdccsti m, storage, debt . erection and rxaakng 01 tnmes aril tram systems, seeMSVTPI I Quality Cdledo, DSB-69 and BCSI BuBding Component 6904 Parke East Blvd. Safety IM .non avdlaMe mom truss Rate bxllMe. 218 N. Lee S9eel. Suite 312. Alexandria. VA 22314 Tampa. FL 33610 NSSTruss1- 4 1 ply t , 710741778jJob780090IMFloor1tyt Job Reference (optional) ID:FE699Bacg5xg4XhyGs3g8Wyke2c-25s98Dtyz3HlkrPRFw91PttOv7 W YUF_r6n6J4zW_SCO 2.0.0 30 = 4 5 30 = iM-0 tr Seale . 1:21.6 36 II 3x6 II 6 7 8 R4 h 3x6 = 3x4 = 3x4 = 1.5)0 II I.Sx3 II 3x6 = 1.Sx3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Ven(LL) 0.16 12-13 862 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Vert(TL) 0.25 12.13 576 240 BCLL 0.0 Rep Stress Incr YES W B 0.33 Horz(TL) 0.04 8 rVa We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 71 lb FT = 20%F, 1141.E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11.12. REACTIONS. (Ib size) 15=643/0-3-8, 8=650/0-3-8 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 23=-881/0, 3-4=-1211N0, 4-5=-1092/0, 5-6=-466/0, 6-7=-436/0, 7.8_ 466/0 BOT CHORD 14-15=0/555, 13.14=0/1192, 12-13_=0/1092, 11-12=0/1092, 10.11=0/1092 WEBS 8-10=0/684, 2-15= 805/0, 2-14=0/499, 3-14=-476/0, 4-12=-269/0, 5.10=-930/0, 5-11=0/304 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131* X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) *This manufactured product is designed as an individual building component The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING • Verify dedgn parameters and READ NOTES ON TWS AND INCLUDED NREK REFERANCE PAGE M94473 rev. 18MW IS BEFORE USE Deslgt valid for use onty vAth ktlek® connectors. lhh design Is based only uponpaamelers shovm. and is la an trOvidttol blAdng competent. not a tntss system. Belore use. the mill designer mull verily the applk:abllty of design paamelers arld propedy ktcorWrate 8tls design Into the ove" btldng design. Bating Indk:ated is Io prevent bucldtng of Indlvkltx9 truss web and/ot chord members only. Adtdlkttnol temporary and permanent bracing MiTe k' is always iegrbed lot slabllty and to prevent collapse with possUe persona trysry and property damage. For general gtldatce regadng the lobicallon storage, delivery. erection and bracing of trusses and truss systems. seeANSV MI eunuy Criteria. DSB-69 and BCSt BuBding Component 6904 Parke East Blvd. Safety Irdormallo n avdlabre from Issas Plate Irnstltufe. 218 N. Lee Sheet, St11e 312. Alexandria VA 22314. Tompa. FL 33610 Job Truss Tiuss Type a ty T10741779 T80090 MS Floor Girder1 1 Job Reference(optional) Budders FaslSoutce. Tampa. Plant Coy. Florida 33566 7 640 s Apr 19 2016 Wak Industnea. Inc Tue friar 2810 08 38 2017 Page 1 ID: FE699Bacg5xg4XhyGs3gSW yke2c-JFIENUEViGB8Huuc_yROOd8i9XNnH_J748XIsHzW SCN 1. 4-0 3x4 = B 1 30 II 2 3 30 = 4 3x4 II Scale . 1:10.0 3x6 = 3x6 = LOADING ( pst) SPACING- 2-0 0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 Ven(LL) 0.01 7.8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Ven(TL) 0.01 7-8 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.14 Horz( L) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(llat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. ( Ib/size) 8=493/0-3.8, 5=433/0.3.8 FORCES. ( lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-459/0 BOT CHORD 7.8=0/459, 6-7=0/459, 5-6—_W459 WEBS 2-8=-602/0, 3-5=-602/0 PLATES GRIP MT20 244/190 Weight: 27lb FT = 20%F, I I%E Structural wood sheathing directly applied or 3-8-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- ( 3) 1)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-D-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. 3) - This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5.8= 10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-550 WARNWG - Verily dedgn paramatars and READ NOTES ON THIS AND WCLUDED NRFK REFERANCE PAGE UD•7473 rev. IOW,20/6 BEFORE USE Design valid for use only with MllekS connectors. this design Is based only upon paameters shown, and Is la an Individual rAAdlrt0 component, nor o Russ system. Before use. the building deslpnet mint verity the oWica bllty of design Morneters and property Incorporate mk design Into the overall buAding design. Brochg indicated Is to prevent buckling of If WMduat truss web and/or chord members only. AddlHor" lemp%M and permanent UracbV WOW Is always reguiled for stability and to ixevenl collapse with possible personal RNav and property, damage. got general guidance regarding One fabilcallon. storage, delivery, erection and txocRlg of Inmes and Inns systems. seeANSVTPI I Cuanly Criteria. OSB-89 and BCSI building Component 6904 Parke East Blvd. Safety Information available Rom Luac Rate Institute. 218 N lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job ruS Truss Type ryPly Tto7417f10 T80090 FTt6 Floor 2 1 Job Reference lrona ram_._ oneee 7 ran c em f0'1e16 M,7ek Indusuiee. Im Tub Mot 2810 OB.38 2017 Peos 1 o—vis r ml„ umr, .o..ya. rw......,r. mow ................ .._ _ _ r- _ _ __ I D: F E699Bacg5xg4X hyWgSW yke2c-J FI EN UE VIGB8Huuc_yROOd819XGBHzo746X fsHz W SCN 0_1_8 omP. 11-- A-0 -- I o- 5 e. 1:21.2 I.SX3 II 1.5x3 II 1.54 = 1 5x3 = 1 2 3 4 5 6 7 i r r II o r r 13 12 11 10 9 3x6 = 16 4m 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 100 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.44 BC 0.71 W B 0.24 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.06 11-12 >999 360 Ven(fL) -0.09 11-12 >999 240 Horz(fL) 0.02 8 n/a rVa PLATES GRIP MT20 244/190 Weight: 71 lb FT =200W, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 20 SP No.2(flat) end venicafs. WEBS 20 SP No.3(llat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=656/0.3-8, 8=656/0-3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-903/0, 3-4=-1255/0, 4-5=-1245/0, 5-6=-897/0 BOT CHORD 13-14=0/571, 12-13=0/1212, 11-12=0/1245, 10.11=0/1245, 9-10=0/1245, 8-9=0/572 . WEBS 2-14=-829/0, 2-13=0/508, 3.13=-472/0, 6.8=-830/0, 6.9=01497, 5-9=-519/0 NOTES (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Verity design pan menus and READ NOTES ON THIS AND INCLUDED AUMK REFERANCE PAGE M67473 rev. 1414)"IS BEFORE USE Design valid lot use only with Mllek9 Connecto(s. 1111s design IS based only union pmameters shown. aid Is for an Indlv"X0 tX&MV comrwnenl nor a huss system. Before use, the br/dbng designer must verify Iho al)NIcabilry of design praameters aid property hconpaate Illk design Into Itte overall building design ®acing IWlcated Is to prevent breMbig of Individual truss web and/or chord members only. Adc9tional tempotary, ancf permanent L-4 I nil WOW Is always regrbed lot stability and to prevent colrorne with possble personal Yn1uy and property damage. For general guidance regadbng Iho fabrication storage. delivery, election and brocbng of Inmes and muss systems seeANSVFPI I CuaBfy Crltedo, DSB-89 and BCSI Bu9dbp Component 6904 Perks East Blvd. Safety Informodon owAcble from h1m Plate Institute. 218 N. lee Street. Suele 312. Alexandit VA 22314. Tempe. FL 33610 Job Truss Truss Type ty T70711787 780090 FT17 Flow Grader t 1 Job Reference(optional) 13UIPQDM reSI> FGe. lenpe, ream tiny, rw,wa a.aaoo a1 H 1-4-0 1.Sx3 II 1.Sx3 = 3x4 = 3x4 = 1 2 3 ID:FE699Bacg5xg4XhyGs3qSWyke2c-nR6capF7UaJ7u2SoYgydygglhcbsr)LHHJoGDOjzW SC a 3x4 = 4 5 3x4 = 16 sbal • . 1:21.2 I.Sx3 11 06 = 1.5x3 = 6 7 17 3x6 = 3x4 = 3x4 = t.Sx3 11 1.Sx3 II 3x4 = 4x6 = 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 FBC2014lrP12007 CSI. TC 0.83 BC 0.81 W B 0.55 Matrix) DEFL. in Ven(LL) -0.06 Ven(Q -0.09 Horz(TL) 0.03 loc) Well Ud 9-10 >999 360 9-10 >999 240 8 rVa r a PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc puffins. except BOT CHORD 2x4 SP No.1(flal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/slze) 15=757/1.8-0, 8=1646/0.3-8, 14=97/0-4-0 Max Grav15=757(LC 1), 8=1646(LC 1), 14=98(LC 7) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1135/0, 3.4-1853/0, 4-5=-2097/0, 5-18— 1839/0, 6-18=-1839/0 BOT CHORD 14-15=0/696, 13-14=01696, 12-13=0/1616, 11-12=0/2097, 10-11=-0/2097, 9-10=0/2097, 8-9=0/1537 WEBS 2-15=-1011/0, 2-13=0/687, 3-13=-747/0, 3-12=0/423, 4-12-508/0, 4-11=0/278, 6-8=-2236/0, 6-9=0/461, 5-9=-386/0, 5.10=-264/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-ngid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 315 lb down at 8-7-12. and 1033 lb down at 10-5-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6) 'This manufactured product Is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Ven: 8-15-10, 1-7=-100 Concentrated Loads (lb) Vert: 6=-953(F) 18=-235(F) Q WARNWO. VeAIy dedyn paramerore and READ NOTES ON THIS AND INCLUDED AWEK REFERANCE PAGE A07473 rev. idWMIS 6EADRE USE Deslgn vdid lot use only with Ml lek9 connectors. Ihls design b Iced only upon paaneters shown. and is lot an Individual budding component, not a huss system. Before use. the bxDdrlg designer must verify the appocaWlry aofdesignpaneters and property Incorporate Ihk design Into the overall budding design. Bracing Indicated Is to prevent bucaing of tndivldu al truss web and/or cWd members only. Additional temporary and permanent bracing WOW 6 always tectulted for stall011y and to prevent collapse wim possible personal "and property damage Fot general guidance legating Brae labrlcatknn storage. delivery. etection and bracing of trusses and truss systems. seeANSVM I Ousdlly Criteria. OSS-69 and SCSI Building Component 6904 Parke East Blvd. Safety IMormarlon ovc&"e from true Rate institute. 218 N. Lee Sheet. Su lle 312. Alexandria. VA 22314. Tanpe. FL 33610 Job Truss Truss Type tyPly T70741762 780090 FT16 Floor 1 1 Job Reference opbona Rudders FkstSource. Tempe. Plain Cary. Florida 33566 7.640 s Apr 1v 20t6 awrex maustrus, inc. aus May za to 08-39 zv, r rags 1 ID: FE699Bacg5xg4XhyGs3gSWyke2c-nRDcapF7Ual7u2SoYgydyggrexfgOSDHJoGDOIz W SCM 1. 4-0 b l-" 1. 5x3 II 1 30 II 2 30 = 3 4 30 = 5 30 II 3x6 = 3x6 = Scale . 1:12 7 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 YES Code FBC2014/TPI2007 CSI. TC 0.33 BC 0.30 W B 0.10 Matrix) DEFL. in Vert( LL) -0.03 Ven( L) -0.05 Horz( TL) 0.00 loc) Udell Ud 8- 9 >999 360 8. 9 >999 240 6 rVa n/a PLATES GRIP MT20 244/190 Weight: 40lb FT = 209taF, 1145E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(tlat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 9=328/0-3-8, 6=328/Mechanical FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-295/0, 3-4=-295/0 SOT CHORD 7-8=0/295, 6-7=0/295 WEBS 2-9=-351/0, 4-6= 420/0 NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131- X 3-) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) ' This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - V@,W dodgn paramsfas and READ NOTES ON THIS AND INCLUDED WElr REFERANCE PAGE M04473 rev. ft1MMIS BEFORE USE Design valkf for use only with Mllek®connecfors this design is based only upon parameters shown, and Is rat an Individual bulding cornponW. not o tnis system. Before use. the bt&cbV dedgm must verify the applicabilityof design panelets and property incorporole this design Into the overall btiding design. Bating Indicated Is to prevent buclftg of kx Mdud taus web and/or chord membLis only. Additional temporary and permanent btacing MiTek' is always iecl lied fa stability and to prevent collapse wllh possible personal "and property dame. For Aenesal gJdance tegaidhng the tabricallm slotoge, dellvery, erection and brockng of trusses and truss systems, seeMSI/FP11 Cuagty CAtenb, DSI1-89 and BCSI Bu901ng Component 6904 Parke East Blvd. Safety inforratatlon avdklnle born Uuss Plate InsilMe, 218 N. Lee Sleet. Stile 312. Mexa ciflo. VA 22314. Temps. FL 33610 Fuss Truss Type s ti N 7107417831job780090MeFloor11 Job Reference o lions nuouere reetl ,va. ra.". -, a.ay. rµ.-. -.. 0.1-8 H1 14-0 1.593 II 1.Sx3 = 1.Sx3 = 4x6 = 1 2 22 21 ID:FE699Bacg5xg4Xhy6S3gSWyke2c-n4DcapF liaJ?tr2SoYgydyggiUxa20MHHJoGDOjzWSCM 2-" ---tn 1.Sx3 II 1.Sx3 11 1.Sx3 If 3 4 S 6 7 6 9 Scale . 1:33.0 4x6 = 10 11 4 4x6 = I.Sx3 II 4x6 = 3x6 = LOADING (psi) SPACING- 210-0 CSI. DEFL. in (hoc) Well Ud TCLL 40.0 Plate Grip DOI 1.OD TC 0.85 Ven(LL) 0.26 17.18 877 360 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Ven(rL) 0.36 14.15 629 240 BCLL 0.0 Rep Stress Incr YES W B 0.48 Horz(rL) 0.07 12 n/a We BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.1(Ilat) BOT CHORDWEBS2x4SPNo.3(Ilat) REACTIONS. (lb/size) 12=1043/Mechanical, 20=1043/0.7-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1560/0, 3-4=.2584/0, 4.5=.3168/0, 5-6=-3168/0, 6-7=-3168/0, 7-8=-3168/0, 8.9=-2602/0, 9-10=-1591/0 BOT CHORD 19.20=0/898, 18-19--=196, 17-18_-0/2955, 16-17=0/3168, 15.16=0/3168, 14.15=0/2970, 13-14-0/2219,12-13--0/934 WEBS 2-20=-1338/0, 2-19=0/1013, 3-19=-972/0, 3-18_=0/593, 4-18=-566/0, 4-17— 4?J630, 5.17=-313/0, 10-12=-1359/0, 10-13=0/1004, 9-13=-961/0, 9-14=0/585, 8-14=-563/0, 8.15— 64/617, 7-15=-261/85 PLATES GRIP MT20 244/190 Weight: 106lb FT = 20%F, 11%E Structural wood sheathing directly applied or 2.2-0 oc puffins, except end verticals. Rigid ceding directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise Indicated. 3) Refer to girder(s) for truss to truss connections. 4) 'Semi -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 lot any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARMNG . va tty datlpn puamNers and READ NOTES ON TM AND WCLUDED AMK REFERANCE PAGE AD}7473 rev. 1662MIS BEFORE USE Design valid tot use only with MltekS connectors lnls design It based only upon parameters shown. and Is rot an htllNd al buldVQ component, not o Sus system. Beloo use. the building deslgnel must verily the applicabilityof design parameters and poopeny Inco xxote 0%design into The overallAdditionaltemporaryandpermanentblOC410 M!T®k' brldt ng design. Nockv Indicated Is to prevent buckit ng of Individual tim web and/or chord members only. is always reed la s1abBlty aid to prevent collapse with possible personal WW and property damage too genetd guidance iegading 80 kdlcallon, storage, delivery. eiectlon and bracing of losses and truss systems. seeANSVIPI I Quality CAlaoks, DSB-89 and BCSI Buffeting Componant 6904 Parke East Blvd. Solely INamotlon avcft"e Dom Bus Rate Dullltlle. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Truss Truss Type • ly T1rYr4t794jJobTOMFT20Flow31 Job Reference (optional) 0.1-0 H 1F- 4-0 1 21 4x6 = 3x4 = 2 3 ID:FE6998acOxg4XhyGs3gSWyke2c-kgKN?VGN08aIBMcB95_52Fm 1 RkEF UGdam6USczWSCK 2 prB-5 1Sao . 1:33.0 3x4 = 3x4 = 3x4 = 4x6 = 4 S 6 7 e 9 10 11 30 = 4x6 = 30 = 3x4 = 30 = 30 = 06 = 3x6 = 23 49 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (hoc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.30 17.18 >773 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.94 Ven(TL) 0.41 14-15 >567 240 BCLL 0.0 Rep Stress Incr YES W B 0.49 Hor2(TL) 0.07 12 rVa n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 106lb FT = 20%, F, 1146E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(I1at) TOP CHORD Structural wood sheathing directly applied or 2.2.0 oc puffins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 2-2-0 oc bracing: 16.17. REACTIONS. (lb/size) 12=1053/03-8, 20=1059/0-7-0 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1589/0, 3.4— 2639/0, 4-5=-3260 0, 5-6=-3260/0, 6-7=-3260/0, 7-8=-3260/0, 8.9=-2657/0, 9.10=-1620/0 BOT CHORD 19-20-0/912, 18.19-0r2238, 17-18_-0/3025, 16-17=0/3260, 1576=0/3260, 14.15=0/3041, 13.14-0/2262, 12-13=0/949 WEBS 2-20=-1359/0, 2.19=0/1035, 3.19=-992/0, 3-18=0/613, 4-18=-590(0, 4-17=.22/675, 5-17=-334/0, 10.12=-1378/0, 10-13=0/1D26, 9-13=-982/0, 9-14=0/6D4, 8-14=-586/0, 8-15= 44/661,7-15=-291/45 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise Indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Yarn design pwametwo and READ NOTES ON TK5 AND INCLUDED WTEK REFERANCE PAGE NDT473 rov. 1002MIS BEFORE USE. Design Wkl for use only vAh kAlek®connectors. M design is based only Won paanelers shown, and is tot an kxff%kttd building component. rot a truss system. Below use. the Ixiding deslDner must vedry the oWicabillty of design lxaamteters and Ixopedy bncorporato hE design Into the 0=11. only. Additional temporary and pennanenl btocim MiTek' building design. Brachg Indicated Is to prevent bucMV of hdivil d puss web ad/of chord members Is always tectulied lot stMaity arxr to revent collarne wilh posse personal"and Ixopeny danage For genetai gu ldasnce regadng he labrk:atlon, storage, delivery, erection and bracing of kisses and truss systems. seeANSVIPI I Quality Criteria. DSB-89 and BCSI Building Component 6M Parke East Blvd Safely Information ovahable Dom Luis Plate Institute. 218 N. Lee Sheet. Suite 312. Alexan sift VA 22314. Tampa. FL 33610 Job I russ Iruss I ype ty T10741785 T80090 IFT2i Floor 1 Job Reference(optiona ounosra nrsiawr¢s. rarrga, rim a.ay. rw,nw wwaw a1-e H 'I -4- 4x6 = 30 = 1 2 3 2 2 ID:FE6998acg5xg4XhyGs3qSWyke2c-kgKN?VGN66aj8Mc895_52Fm2okDnlJEiam6USczW SCK Scale. 1:33.8 30 = 30 = 30 = 3x6 = 3x6 II 4x6 II 4 6 6 7 8 9 10 11 12 3x4 = 4x6 = 3x4 = 3x8 WT20HS FP = 3x4 = 3x6 = 5x6 = 3x4 = 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 YES Code FBC2014lrP12007 CSI. TC 0.86 BC 0.97 WB 0.62 Matrix) DEFL. in (loc) Udetl Ud Ven(LL) -0.26 19-21 >891 360 Vert(TL) -0.36 16-17 >641 240 Horz(TL) -0.03 12 n/a We PLATES MT20 MT20HS Weight: 109lb GRIP 244/190 187/143 FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc pudins, except BOT CHORD 2x4 SP No.2(Ilat) 'Except' end verticals. 13-20: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except: WEBS 20 SP No.3(flat) 2-2-0 oc bracing: 19-21. REACTIONS. (Ib/size) 12=104610-3-8, 23=1046/0.7-0 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1567/0, 3-4=-2595/0, 4-5=-3192J0, 5-6=-3192/0, 6-7=-3192/0, 7-8=-2933/0, 8.9=-2161/0, 9-10=-880/0, 10-11=-864/0, 11-12=-880/0 BOT CHORD 22-23=0/901, 21-22--W205, 20-21=0/2970, 19.20=0/2970, 18.19-0/3192, 17-18--Wl92, 16-17=0/3192, 15-16-0/2671, 14.15=0/1627 WEBS 12.14=0/1293, 2.23= 1342/0, 2.22=0/1018, 3-22=-976/0, 3.21=0/597, 4-21=-573/0, 4-19— 3O/641, 5.19=-315/0, 9.14-1112/0, 9-15=0/817, 8-15— 779/0, 8-16=0/476, 7-16— 658/0. 7.17=-178/366 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 otherwise Indicated. 4) 'SemFdgid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG . Vaty dedgn peranWas and READ NOTES ON nOS ANDWCLUDED WTEK REFERANCE PAGE 607479 rev. 1003MIS BEFORE USE Design valkp la use only wpm Mllek0connectors. INs design It based only upon paraneters sIlOM41, and Is tot an I1clMdual binding component. not o fitss system. Before use. the txLding designer mull verily the applicability of design parameters and propody Incorporate imps design Into the overall mAdbng design. Boeing Indicated Is to prevent ixrcklI ng or IndNicitK9 Inns web and/or chord members only. Additional temporary and permanent bracing M iTek' 6 always regrLed for stability and to prevent collapse with poasfble personal Itfury and properly damage. For general guidance regadling the fabrication storage. delivery, erection and tracing of Moses and truss systems. seeANSIMI I Quallly Cribario, DSO-89 and SCSI Building Component 6904 Perks East Blvd. Safely Information ovdlable from Inns Rate Institute, 218 N. Lee Sheel. Sulle 312. Alexandria VA 22314. Tanpa. FL 33610 Job truss Truss Type oty ply 710741786 780090 FT22 Floor Girder 1 1 Jab Reference(optionall Builders FustSounce. Tanga. Plant Cory, Florida 33566 r wu s RPr rn zvro mil sx mausmss, Inc. v e . , y ID:FE699BacgSxg4XhyGs3qSWyke2c-COulCrHOmViam W BNDoW KaT IE7 BihDIUI,)mVt?2zW SCJ 1.4-0 3x4 = 0•I1.8 1 30 II 9 2 3 30 = 10 4 3x4 II Style. 19.9 3x6 = 3x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.83 Ven(LL) 0.01 7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.36 Ven(TL) 0.02 7 999 240 BCLL 0.0 Rep Stress Incr NO W B 0.33 HOrz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP M 31(flat) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) WEBS 20 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 8=985/0-3-8, 5=1369/Mechanical FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-483/0, 2-3=-1034/0 BOT CHORD 7-8=0/1034, 6-7=0/1034, 5.6-0/1034 WEBS 2.8=-1357/0, 3.5=-1357/0 PLATES GRIP MT20 2441190 Weight: 29Ib FT = 201oF, I I%E Structural wood sheathing directly applied or 4-4-8 oc pudInS. except end verticals. Rigid ceiling directly applied or 1040-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3.1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 5.8=-10, 1-4=-100 Concentrated Loads (Ib) Vert: 2= 95010=-950 WARNWG - Vtdry dodgn parnmNen and READ NOTES ON T OS AND INCLUDED MEX REFERANCE PAGE A10 7473 rov. I&OVAIS BEFORE USE De*jn vclld fax use orgy vAth Mllek®conneclors. Irgs desi6n Is based only Wean pa i nelers SlnovrrL and b lar ail i dh4dual buldfrng component. nor a films system. Before use. the LxYC9ng deslDnel mint verily the a;7p11cab111y of desIM parameters and property incorporato Onk design Into the ovetall l cnond mennbers orgy. Additional lemporay and permanent txo&Q MITek• I.0ding design. Bracing Indicaled Is to prevent buckft or bldlvidu in= web c"or is always iequked lot sla t-Aly and to prevent collapse with possilAe personal May and property danage. Fat general gukkme iegaalrlg Ole wblcotlon, storage, delivery. erection and bracing of trusses and truss systems. seeANSVrpll Gua9ry Criterb. OSS-89 and SCSI Suldklg Component 6904 Parke East Blvd. Safety Information avallable from truss Rate i nsilfule. 218 N. Lee Street. Sulle 312, Alexandria VA 22314. Tampa. FL 33610 Job Truss Truss Type Y s T10741767 7B0090 FT23 Floor 1 1 Job Reference tiona rauuusrs rssawi¢s. iarrye, rwm wp, rwr wu uuavv 0.1-a H 1I4-0 — 6 5 t.sx3 II 1.60 = 1.Sx3 = 3x4 = 1 2 30 = 3 ID:FE699Bacg5xg4XhyGs3gSWyke2c-CbuldiHOmViam W BNDoW KsTIBcBbiDkp?mVtl2zW SCJ 1.10-s 3x4 = l.Sx3 II I.sx3 II 4 5 6 V. e . 1:22.9 1.Sx3 II 4x6 = 1.Sx3 = 7 a 30 = 3x4 = 3x4 = 30 = 3x6 = 17 4 Plate Offsets (XY) 110.0-1-8 Edael 111.0-1.8 Edael LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Ven(LL) -0.21 11-12 >746 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.87 Ven(TL) -0.32 11-12 >488 240 BCLL 0.0 Rep Stress Incr YES W B 0.44 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 74 lb FT = 20%F, 1 I%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.1(11aI) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=707/0-3-8, 14=713/0.8-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-970/0, 3-4=-1461/0, 4-5=-1230/0, 5-6=-1230/0, 6-7=-1230/0 BOT CHORD 13-14=0/599, 12-13=0/1331, 11.12=0/1510, 10.11=0/1230, 9-10=0/611 WEBS 2-14=-892/0, 2-13--WS68, 3-13=-551/0, 4-11=-477/6, 7-9=-884/0, 7-10=0/922, 6.10=-509/0 NOTES- (4) 1) Unbalanced Iloor live loads have been considered for this design. 2) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X X) nails. Slrongbacks 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 lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verity desfyn Paran stare and READ NOTES ON THIS AND INCLUDED WEK REFERANCE PACE NIF7473 ray. 11103101S BEFORE USE Deslgt vrlkd fa use only with Wlek9 connectors. It& design h based only tgwn paameters shown. and h for an i ndivIdual building component. not a Iniss system. Before use. the building designer must verity the "IcabBlly of design parameters and property incorporate tNs design Into It* over,,, members only. Additional temporary and permanent baclng WOWb0dhgdesign. Bracing Inalcated Is to proven, buckling of Individual truss web and/or chord Is always iegtLed lot skpbBlfy and to prevent collapse wllh possible personal fiuy and property, damage. For general guidance tegading the fabticallm slotage. delivery. election and btoci ng of trusses and min systems. seeANSI/FN I Quality Criteria, DSB-69 and BCSI Building Component 6904 Parka East Blvd Safety Information avc&"e from trust Rate institute. 218 N. Lee Street. Stile 312. Alexandria, VA 22314. Tampa, FL 33610 Job rus Truss Type oty ply w . T10741788 TB0090 FT24 Floc 5 1 Job Reference(optional) ousoen rssiavuss. io rye, rww wy, r,wwv vavvv 0.1-B H 1— I 1.Sx3 II 1.SX3 = 1.Sx3 = 4x6 = 1 2 3 25 24 ID:FE699Bacg5xg4XhyGs3qSW yke2c-gCS70BleXpgRNImZnV t Z7grRhYxOy9dsE0EOXUzwSCI 1.Sx3 II 1.Sx3 II UIS FP= 5 6 7 8 9 1.Sx3 II 10 11 t e - 1.36.6 1.Sx3 II 1.Sx3 = 4x6 = 1.Sx3 = 12 13 27 4T 26 4x6 = 3xf2 MT20HS FP= 3x6 = 4x6 = LOADING (psi) SPACING- 2 O 0 CSI. DEFL in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Ven(LL) 0.27 17.19 902 360 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Ven( L) 0.42 17-19 573 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 14 n/a rVa BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(Ilat) TOP CHORD BOT CHORD 2x4 SP No.l(flat) WEBS 2x4 SP No.3(Ilat) BOT CHORD REACTIONS. (lb/size) 14=1109/0-7.4.23=1109/0-7-4 FORCES. (lb) - Max CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-1679/0, 3.4_ 2810/0, 4.5=-3544/0, 5-6=-3544/0, 6-7=-3544/0, 7-8=-3478/0, 8-9=-3478/0,9.10=-2859/0, 10.11_ 2859/0, 11.12=-1674/0 BOT CHORD 22-23-0/958, 21-22=0/2369, 20-21=0(3247, 19-20=0/3544, 18-19=0/3635, 17-18=0/3635, 16-17=0/3279, 15.16-02359, 14-15-0/961 WEBS 2.23=-1427/0, 2.22=0/1102, 3-22=-1056/0, 3-21=0/674, 4-21= 667/0, 4-20=0/647, 5-2D=-310/0, 12-14— 1432J0, 12-15=0/1089, 11.15=-1047/0, 11-16=0l/45,9-16=626/0, 9-17=0/310, 7-17= 288/0, 7-19=-379/270 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 115Ib FT = 20°'eF, I I%E Structural wood sheathing directly applied or 5.10-12 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG - VaUy dadyn parameters and READ NOTES ON TNS AND WCLUDEO WTEK REFERANCE PAGE N967473 rev. 1002MIS BEFORE USE Design valld to use only wlm Mllek9 connectors. ids design Is based only upon paamelem shown. and Is fa an Individual building component, not a Bum system. Before use. the building tiosiprler must verily the apdlcabllty of design paamelers and txopedy hcogtorate this design Info the overall building design. ®ocing bxilcaled Is to prevent burcldblg or IndlAdu al truss web and/or chord members only. Addllflorxi lemWary and ponnarlent bracing MiT®k' Is always requhed for sWAAfy and to prevent cdfarm wllh possible personal k*ffy and property damage. For general guidance regadlg the fabrication, storage, delivery. election and bracing of lnrsses and trim systems. seeANSVFPII Quality Cdlerlo, DSB-89 and SCSI Building Component 6904 Perk& East Bid. Sagely information avo9a ble from truss Plote Institute. 218 N lee Street. Suile 312. Alexandria VA 22314. Ternpa, FL 33610 Job Truss truss I ype tY T10741789 T80090 FT25 Floor 1 1 Job Reference o Bona ouuamu rus arumu, Sanyo, run. wr. rn...wa w+.... 0-1-8 H 1-4-0 -- 6 s 1.50 II 1.50 = 1.50 = 3x4 = 1 2 3x4 = 3 I D: F E699Bacg5xg4XhyGS3gSWyke2c-96S76B1eXpgRNlmZnV 1 Z7grPzYvByBVsEOEOXUzW SCI a Sea . 1:22.3 1.5x3 II 30 = 1.Sx3 II I.Sx3 II 4x6 = 1.5x3 = 4 S 6 7 e 1 1 IO 21 i, I' to E 17 I I1 I 13 12 11 km104x62211 3x4 = 3x4 = 3x4 = 30 = 3x6 = 12.11-4 12.11.4 Plate Offsets MY)— 110.0-1.8 Edael 111.0.1.8 Edael LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Ven(LL) 0.16 11-12 940 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Ven(TL) 0.25 11-12 609 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 HOrz(TL) 0.02 9 n/a Na BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 73lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2.2-0 oc bracing: 11-12. REACTIONS. (lb/slze) 9=688/0-3-8, 14--694/0-7-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-939/0, 3-4=-1391/0, 4-5= 1159/0, 5-6= 1159/0, 6-7=-1159/0 BOT CHORD 13-14=0/SB3, 12-13=0/1281, 11-12=0/1435, 10.11=(v1159, 9-10=0/589 WEBS 2-14=-868/0, 2-13=0/545, 3.13=-522/0, 4-11=-467/0, 7.9= 852/0, 7.10--WS49, 6.10= 477/0 NOTES (4) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Slrongbacks 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.' Q WARNWG - Vedly design parameters and READ NOTES ON TM AND WCLUDED WTEK REFERANCE PAGE A197473 rev. fMMIS BEFORE USE Design vafkl for use orgy with Mllek®Conneclors. IM design Is based Only talon paameters Mown. and is fop an kxBv dual building Component. not a hiss system. Before use, the IxOdbng designer must verily the appllcabllly of design Mameters and property Incorporate hnk design Into the ove., building design flacing Indk:ated Is fo prevent bxrcaD>d of tndlvkhxA MM web and/or Chad members only. Additional ternporay and permanent bracing M iT®k' It always re%ted for sk"Ity and to prevent collapse with possible personal kyuy and property damage. For general guidance regadlng the fabrk:otkxn, storage. delivery. erecoon and bracing of trusses and truss syelems. seeANSV11n I Quality CAteAo, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Irdotrnorion ovallable Dom truss Rate hns0lute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Torres. FL 33610 Job Truss Truss Type bply 4 T10741790 T80090 FT26 Froot Supported Gable 1 1 Job Reference (optional) ouutrere rocrwu . r 1uwr, r .— u . 09 ID:FE699Bacg5xg4Xhyas SWyke2c-800VdXJGl6 i1?p mL6Yotu6iHy ihkZ6S4_3wzWSCH Scale. 1:16.8 1 2 3 4 5 6 7 1 16 15 14 13 12 11 10 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in roc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a We 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) We We 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hor2(TL) 0.00 9 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 2MSF, 1146E LUMBER- BRACING - TOP CHORD 20 SP No.2(ilat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.2(tlat) end verticals. WEBS 2x4 SP No.3(llat) SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP N0.3(11at) REACTIONS. All bearings 8-11-4. 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 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Ve ft dadyn pwamotws and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE U11.7473 rev. 160MIS BEFORE USE Design valkr la use orgy vAm Mllek® connectors. Wk design IS based orgy upon parameters shown, and Is for an NxilvI ual building component. not o buns system. Befote use, tho txOdinp designer must veiny the applicability of design pxaamerers and properly incorporate this design Into the overall Ixlding design. Racing indicated Is to prevent bucMpng or Individual arts web and/or chord members only. Additional temporary and permanent lxar_ing WOW Is atways tegrLed for slabOlty and to prevent collapse vAlh posBNe p:nonal Injury and property damage. For general guidance regodhg the k"icatlon. slotoge, delivery, erection and bracing of tnises and truss systems. seeANSVM I Quality Cdlorlo. OSB-89 and BCSI Building Component 6904 Parke East Blvd. Sorely IMormorlon avclnc"e mom truss Rafe InstiMe. 218 N. Lee Sheol. Sidle 312. Alexanchft VA 22314. Tamps. FL 33610 Job FUSS Truss Type s 710741791 780090 F727 Floor 7 1 Job Reference(optional) eI.." —Y. 13 12 a1 e H 1. 4-0 ID: FE6998acg5xg4Xhy ;6;Swyke2c-SOOVdXJG16yl?pLmLDYofuOcTyHlhgVIxS4_3tvzWSCH 1. 6-4 1. 5x3 II 3x4 = 3x4 = t.Sx3 II 3x4 = 3x4 II 1 2 3 4 5. 6 30 = 3x6 = Scale . 1:16.8 4 YPlate Onsets (XY)-- 13.0-1-8 Edge], 18.0.1-8 Edge) LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.08 9.10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.84 Ven(TL) -0.10 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO W B 0.29 HOrz(TL) 0.01 7 rVa n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 48lb FT = 2M*F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Ilat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc punins, except BOT CHORD 2x4 SP No.2(llat) end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 7=647/Mechanleal, 11=647/0-7-4 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2-3=-948/0, 3-4=-1119/0, 4-5=-1119/0 BOT CHORD 1al l--W696, 9-10=0/1119, 8-9=0 1119, 7-8=0/672 WEBS 2-11— 921/0, 2-10=0/340, 3.10=-277/0, 5-7=-873/0, 5-8--01613, 4.8=-283/0 NOTES- ( 6) 1) Unbalanced Iloor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end lixily model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0.0 oc and fastened to each truss with 3-1 Od (0.131' X X) nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=l.DO Uniform Loads (pit) Ven: 7-11=-10, 1-6=-140 Q WARNINO - Vally dadyn pannorars and READ NOTES ON THIS AND INCLUDED WrEK REFERANCE PAGE M067473 rev. 146210IS BEFORE USE Deslgl valkl lot use only with Wek® covneClas. TM clesIM Is based orgy upon paameteri shown. and Is for an hnNvldu al LrAdh18 component. not O ins system. Belote use, the bundling designer must verity the appficabilty of deslgl paanetors and properly lncogxxole Ihlt design Into the overall Ixldhng design ®Ochg Indicated Is to prevent bueMblU of bWNkival truss web and/or chord members ortly. Adclllonal temporal and pemnanent broctng WOW is always lequ iced for skolilty and to prevent colk4xe with possible personal hMury and property damage. For general gldance regodkng the ktbticatim storage. delivery. erection and bracing of musses arw truss systems. seeANSIMI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Infotmatlon OVC&"e from truss Plate instlNte. 218 N. tee Skeet. Suite 312. Nexondi o. VA 22314. Tanga. FL 33610 Job Truss Truss Type 0 b N T10741792 TOWN HSA Diagonal Hip Gadw 2 1 Job Reference Bona BOOM Fastbource. r &"Va. rram tarry. rrorree Jsaoo w' ' • sv "' ^• ^ 'Aa• •, u- I D: FE699Bacg5xg4XhyGs3qSW yke2c-VMpOgENP71aa5aDd8m8zMx5ZkzArM_IkLiklBz W SCC 1.1-3 5-5-71.1 -3 5-5-7 Scale. 1:18.0 20 = r SS7 SS7 - LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) -0.00 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Ven(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz( L) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5-7 oc puffins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=31/Mechanical, 2=131/0.6-5, 4=22/Mechanical Max Horz2=129(LC 8) Max UpIIl13=-72(LC 8), 2= 64(LC 4) Max Grav3=35(LC 15). 2=131(LC 1), 4=44(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=251t; Cat. II; Exp B; Encl., GCpi=0.18,, MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 3 and 64 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 100 lb up a1 2.5.13, and 114 lb down and 106 lb up at 2-10-8 on top chord, and 58 lb up at 2.5-13, and 65 lb up at 2-10-8 on bottom chord. The design/seleclion 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=l 25, Plate Increase--1.25 Uniform Loads (pit) Ven: 1-3_ 54, 2-4=-20 Concentrated Loads (lb) Vert: 5=100(B) 6=106(F) 7=29(B) 8=33(F) WARMING_ Varry dedgn pwamsras and READ NOTES ON TMS AND INCLUDED MMK REFERANCE PAGE A07473 rev. 1003MIS BEFORE USE Design valid lot use orgy Win MllelrS cornleclors. this design is based only upon paramelers shown. and Is tot an IndIvIUscll building component, not a teas system. More uso, the bt&8ng designer must verity the appliccapptty of design parameters and property Incogpaote 8tts design Into the overall blBding design. Racing Indicated Is to prevent budding of Individual truss wob and/of chord members only Additional temporary and permanent bracing MiTek' Is always tegtbed for stability and to prevent collapse wpm possible personal Brag and woperty damage For general gllkdance regodng " k"Icatlon. storage, delivery, election and bracing of fitism and tnns systems, SMANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety IntamwBon aoc k"e Dom truss Plate Institute. 218 N. lee Sheet. Suite 312. AlexarKakL VA 22314. Tarnpa. FL 33610 710741 TB0090 IH7A IDiagonal Hip Girder 1. 5-0 63.1 9.10-1 5. 3.1 4815 Seale - 1:21 1 3x4 = 53- t 4815 LOADING( psQ SPACING- 2.0-0 CSI. DEFL. In loc) Vdell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.04 6.7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.12 6.7 >958 180 BCLL 0.0 ' Rep Stress lncr NO W B 0.37 Horz(TL) 0.02 5 Na fda BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 4=130/Mechanical, 2=380/0.10.15, 5=257/Mechanical Max Horz 2=89(LC 22) Max Uplift4=-93(LC 4), 2— 145(LC 4), 5=-44(LC 9) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-8=-911/282, 8-9=-895/279, 3.9=-881/272 BOT CHORD 2-11=-300/875, 11-12= 300/875, 7-12=-300/875, 7-13— 300/875, 6.13-300/875 WEBS 3-7=0/251, 3-6=-901/309 NOTES- ( 9) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpl=0.18: MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.0psl 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 93 lb uplift at joint 4, 145 lb uplift at joint 2 and 44 lb uplift at joint 5. 6) ' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 69 lb down and 85 lb up at 1-4-15, 69 lb down and 85 lb up at 1-4-15, 58 lb down and 45 lb up at 4.2.15, 58 lb down and 45 lb up at 4-2-15, and 64 lb down and 88 lb up at 7-0-14, and 64 lb down and 88lb up at 7-0.14 on top chord, and 38 lb up at 1-4-15, 38 lb up at 1-4-15, 9lb down and 13lb up at 4- 2-15, 9 lb down and 13 lb up at 4-2.15. and 36 lb down and 1 lb up at 7-0.14, and 36 lb down and 1 lb up at 7-0.14 on bottom chord. The deslgNselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-4-54, 2-5=-20 Concentrated Loads (lb) Vert: 8=44(F=22, B=22) 9=49(F=24, B=24) 10=-75(F=-38, B=-38) 11=38(F=19, B=19) 12=4(F=2, B=2) 13=-36(F=-18, B— 18) RNNG - Varrry dodgn pmamMara and READ NOTES ON TM AND MCLUDED WTEK REFERANCE PAGE 11-7473 rov. rrLO MIS BEFORE USE Deslgn vdkl for use only with Mllek,9 coraasctors. IM design Is based oNy upon p aiamelers shown. and Is for an IrxJNkAtd rxldrlg component, not a buss system. Before rise. the Ixldb>g designer must verity the q>ullcaWlty or aesl®1 pXaarleters and properly Morporalo M design Into the overall bxldng design. Btachg Indicated Is to prevent bucablg o101dMfial true web and/or chord members only. Additional Iernlotay and pemlarienl bracing MOW Is always recllhed far stability and to prevent collapse with possible personal bWy aid property damage. For general gJdalce tegadblg 01e fa ricalbn storage. del". etectlon crrxt brocbrg of tnsses and trim systems, seeANSI/TPII Qua9ly Criteria. DSB-69 and 6CSI funding Component 6904 Parke East Blvd. Safety INow ation available Rom truss Plate butitule. 218 N. lee Sheet. SUte 312. Alexandriaa, VA 22314. Tarrpa. FL 33610 Job T russ Truss Type yply 0 770741794 T80090 W, Diagonal Hip Gxder 2 t Job Reference(optional) Buadam Fusibouice. Tampa. tram Gay. i-larrda Jnoo , ..-... ..y.. .. ..... ....... .__.._. __ ._ ._. __.. . _o_ . ID: F E699Bacg5xg4xhyGs3qSWyke2c-RDu95w011Ggl LuN6F BARSMAxlmtrqun231BrpOz W SCA t-5-0 1.2.2 1 1-2.2 Scale . 1:7 5 20 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Ven(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 rVe rlla BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 2=167/0-1-8, 4=-5/Mechanical Max Horz 4=54(LC 8) Max Uplift2=- 131 (LC 8), 4=-5(LC 1) Max Grav2=167(LC 1), 4=19(LC 3) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 6 Ill FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.2-2 OC puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zonle;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 Ib uplift at joint 2 and 5lb uplift at joint 4. 7) 'Semi -rigid pttchbreaks 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.' WARNWG - Varry design paramatars and READ NOTES ON THIS AND INCLUDED MIEN REFERANCE PAGE 1101.7473 rev. 100VAIS BEFORE USE Design vaild log use only with Mllek® connectors This design Is based only upon paameters shown. and Is to an i dlMdxi building component, not a in= system. Before use, the buDdbng doll" must verity the appllcabla ltyofdesignpametersand properly0tk Incorporatedesign Into the overall building design. Bracing Indicated is to prevent buckilr ig of IndIv1dL al hus web and/or chord members only. Additional lemporary and permanent brra-bv MiTek' Is always tegrbed for sta bully and to prevent collapse with possUle persatd Intury and property damage. For general guidance regadlng the fabriccttktR storage, delivery, election and bracing of trusses a cl Miss systems. seeANSVrPl I CuaBN Cdtarlo. DSD-0 and BCSI BuDftg Component 6904 Parke East Blvd. Sdtefy INormotlon available horn truss Rate Institute. 218 N lee Street. Site 312, Alexandria. VA 22314. Tampa, FL 33610 Job cuss ype ty ply T10741706 TBO09p 7: 6 Diagonal HD Glades 2 t Job Reference lional BWMeae Fuasoutce. Tamps. mant Ugly. Fwiloa Asboo ..y... w,..x.... ..w.,... pv....._.. ID:FE699Bacg5xg4XhyGs3qSWyke2c-Rbt95wO11GglLuN6FBARSMAyymsiqun231BrpOzW SCA 1.1-3 3.2.10 1.1.3 3.2.10 Scale . 1:12.9 20 = 3.2.10 3.2.10 LOADING(psQ SPACING- 2-0.0 CSI. DEFL, in Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Ven(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 rVa Na BCDL 10.0 Code FBC2014/TPI2007 Mainx) Weight: 12 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3=-45/Mechanical, 2=198/0-6-5, 4=-4/Mechanical Max Horz2=84(LC 8) Max Uplifi3=-61(LC 6), 2=-64(LC 8), 4=-13(LC 6) Max Grav3=52(LC 23), 2=198(LC 1), 4=7(LC 19) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 3) ' This thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 61 lb uplift at joint 3, 64 lb uplift at joint 2 and 13 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 114 lb down and 106 lb up at 3.1-15 on top chord, and 65 lb up at 3.1.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase--1.25 Uniform Loads (pit) Vert: 1-3= 54, 2.4=-20 Concentrated Loads (lb) Vert: 3=106(B) 4=33(B) WARNING - Vorf/y dadyn patanWars and READ NOTES ON THIS AND INCLUDED IUTEN REFERANCE PAGE Ull-7473 rov. f0c1 MIS BEFORE USE Design vaW rot use only Wth Wlek® connectors B1k design Is based only upon Ixiamelem srwwn. and Is to an individual bildbig component. not a buss system. Belote toe. The btldrtg desfglel must verily the applicability of design poiameters and ptopedy incorpoiale this design Into the overall building design. Brocing Indicated Is to fxevenl budding of InclMducil miss web aid/a chord members only. Additional lempac y and pemunent baetng MiTek' Is dwoys tecoed lot sta b ity ancito ixovent collapse wllh possmie personm May and property carnage Foigenetai gt tkMe tegmdng the fabicallm sage. delivery. election anti bating of tames caxl in= systems. seeANSI/rPl I CudBM Criteria, DSB-69 and BCSI Sullco ng Component 6904 Parka East Blvd. Safety Infortnatlon available from lutes Plate institute. 218 N. lee Stleet, Suite 312. Alexandria VA 22314. Tarlpa, FL 33610 Job Truss Truss Type ry ply e 710741796 T80090 His Diagonal Hq Gdder 1 I 1 Job Reference(optional) Budder* Fxel50utee. lamps. Flom cay. Fiomis 3:rbbb 6.0 a rw, ,. ^", ID:FE699Bacg5xg4XhyGs3qSWyke2c-vxVXJGPHOay9y2ytpuhg_a11 A7DZL1BIJwPLTzWSC9 1.5-0 3-6-0 _ _ 742 1-5-0 3-" 3-6-1 Scale. 1:17.7 30 = 7-0.2 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Ven(LL) -0.06 2.4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Ven(TL) -0.16 2-4 >483 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 3= 131 /Mechanical, 2=267/0-8.2, 4=63/Mechanical Max Harz 2=135(LC 22) Max Uplift3=-120(LC 8), 2=-115(LC 4) Max Grav3=133(LC 19), 2=267(LC 1), 4=106(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; End., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 120 lb uplift at joint 3 and 115 lb uplift at joint 2. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 83 lb up at 1.4-15, 67 lb down and 83 lb up at 1.4.1 S. and 69 lb down and 64 lb up at 4-2-15, and 69 lb down and 64 lb up at 4-2-15 on top chord, and 38 lb up at 1-4.15. 38 lb up at 1.4.15, and 10 lb down and 12 lb up at 4.2-15, and 10 lb down and 12 lb up at 4-2-15 on bottom chord. The designtseleclion of such connection dewce(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as Irons (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) Van: 1-3=-54, 2-4=-20 Concentrated Loads (lb) Ven: 5=43(F=21, B=21) 6=39(F=19, B=19) 7=38(F=19, B=19) 8=3(F=1, 8=1) IVARNWG - VwW design Pwamete m and READ NOTES ON THIS AND INCLUDED AU/EK REFERANCE PAGE A0>7473 mv. r041 WIS BEFORE USE Design valid fa use only wtlh Mllek® connectors. 11Ys design Is based only upon paatmelersshown. and Is lot an Indh4cluaf building component, no, o hiss system. Before use. Ina building derOgnet must verily the applicability of design paameters and poperiy Incorporote rink design Into the overall buidng design Racing Indicated Is to pevent bucaing of Indivdual Inns web and/or chord members only Addillonaltempotay and permarveni blocing M iTek' Is always required la stability and to peveni colfapso with poss"o personal byuy and poperty damage. rot general guidance tegading the krintcatbn storage, dol". erection and boc ft ofmores and rrLm systems. seeANSVIPI I Quality Criteria, DS6-09 and BCSI Building Component 6904 Parke East Blvd. salary Wamatlon available Dom kiss Rate institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. Ft. 33610 Job Truss Truss Type y 710741797 TOW90 HJ6 Dogonel Hp Gilder 1 1 Job Reference flora Budder$ F661501.11Ce. ,er1g0. Plant Piny. 1,10110e 57560 ^P' it cv,o m — —i ••• - "' v' ' ID:FE699Bacg5xg4XhyGs3gSWyke2c-vxVXJGPHOay9y2ylpuhg_af3ZABb KcglJw LTzWSC9 1.5.0 4.2.8 8.5.1 0 4-2.8 4.21 Scale - 1:22.1 16 c r n 3x4 = 3x6 II 3x4 = LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(TL) 0.07 6-7 999 180 BCLL 0.0 ' Rep Stress lncr NO W B 0.09 Horz(TL) 0.02 4 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 38 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.2 REACTIONS. (lb/size) 4=143/Mechanical, 2=351/0-8-8, 5=150/Mechanical Max Horz2=159(LC 4) Max Uplift4=- 1 38(LC 4), 2=-178(LC 4), 5=-48(LC 8) Max Grav4=143(LC 1), 2=351(LC 1), 5=187(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13— 321/148, 3-13— 268/152 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 138 lb uplift at joint 4, 178 lb uplift at joint 2 and 48 lb uplift at joint 5. 6)'Semi-rigid pitchbieaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 67 lb down and 83 lb up at 1-4-15, 72 lb down and 78 lb up at 1-4-15, 69 lb down and 64 lb up at 4-2-15, 66 lb down and 51 lb up at 4-2-15, and 86 lb down and 114 lb up at 7-0-14, and 83 lb down and 93lb up at 7-0-14 on top chord, and 38 lb up at 1-4-15, 10 lb down and 12 lb up at 4.2-15, 6lb down and 33 lb up at 4-2-15. and 37 lb down and 0 lb up at 7-0.14, and 24 lb down and 6 lb up at 7.0.14 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 9) *This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54, 2-12=-14, 4-12=-54, 5-8=-20 Concentrated Loads (lb) Van: 3=51(F=31, B=19) 7=17(F=16, B=1) 13=42(F=20, B=21) 14=-65(F=-24, B=-41) 16=19(B) 17>25(F=-6, B=-19) WARNWG - Vnvlly dodpn paremstnus end READ NOTES ON MIS AND INCLUDED WMK REFERANCE PAGE MD7473 rev. 1801"IS BEFORE USE. Design valkt for use only vAlh MII08 connectors. IMs de&V n S based only upon paaneters sr o and Is ror an Individual building component, not a nuns system. Before use, the bBdiV deslOnei mast verity the applicability of desigin poamelers and poperly incorporate 91b design Into the overall btAcMV design. Bracing bxBcated Is to prevent buckWV of IndMdual Russ web and/ot chord members only. Additional lempaay and permanent bi-ZV M iTek' It always teuau ked for stcblilly and to pevenl collapse with poss911e per"Kil"and property damage. For gertetal guidance tegading the fabricallo n. slaage, dellvery. election and braob>U of trusses and truss systems. seeANSV1PI I Cua61y Cri9dm iMo, DSB-89 and SCSI Bubng Coponnt e rk6904 ParksEastBlvd. Safety Information avckibie corn truss Plate Insiltute. 218 N. lee Sheet. Suite 312. Alexandria VA 22314. Te npa EastO Job IUS Truss Type N N 770741798 TBO090 HJ7 Diagonal HipGuam t t Job Reference lions BwtlenrFilasource.Tamps. Mare clry.rVIKWSaxb .,,.,.a,...__..._.__._..--.- .--- ID:FE699Bacg5xg4XhyGs3qSW yke2c-N73vWcOvBt4OaCXUNcCvXnFCTaOolknLXzgyuvzW SCB 15-0 4.11-0 9.10.1 1-5-0 4.11-0 4-11.1 Scale . 1:23.1 Lx9 II J 20 = 30 = 4.11.0 9.10.1 r 4.11-0 4.11.1 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Ven(LL) 0.04 6.7 999 240 MT20 2"/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Ven(TL) 0.12 6-7 981 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.29 Horz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=139/Mechanical, 2=391/0-8.2, 5=261/Mechanical Max Harz 2=179(LC 4) Max Upliit4=-124(LC 4), 2=-167(LC 4), 5=-90(LC 8) Max Grav4=139(LC 1). 2=391(LC 1), 5=262(LC 3) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-589/254, 8-9=-523/260, 3.9-534/214 BOT CHORD 2-11— 300/518, 11-12— 300/518, 7.12=-300/518, 7-13— 300/518, 6.13-300/518 WEBS 3-7=0/264, 3-6=-562/325 NOTES- (9) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11, Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.OpsI on the bottom chord in all areas where a rectangle 3.6.0 tell 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 124 lb uplift at joint 4, 167 lb uplift at joint 2 and 90 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 67 lb down and 83 lb up at 1-4-15, 67 lb down and 83 lb up at 1.4.15, 69 lb down and 64 lb up at 4-2-15, 69 lb down and 64 lb up at 4-2-15. and 86 lb down and 114 lb up at 7-0.14, and 86 lb down and 114 lb up at 7-0.14 on top chord, and 38 lb up at 1-4-15, 38 lb up at 14-15, 10 lb down and 12 lb up at 4-2.15, 10 lb down and 12 lb up at 4-2-15, and 37 lb down and 0 lb up at 7-0.14, and 37 lb down and 0 lb up at 7.0-14 on bottom chord. The desigrVselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Ven: 1.4-54, 2.5=-20 Concentrated Loads (Ib) Ven: 8=43(F=21, B=21) 9=39(F=19, 13=19) 10=-82(F=-41, B=41) 11=38(F=19, B=19) 12=3(F=1, B=1) 13=-37(F=-19, B=-19) O wARNWG . Vary dsergn parametae and READ NOTES ON TM AND O CLUDED 4BFEK REFERANCE PAGE 1111-7479 rev. t&MW IS BEFORE USE Design valid for use orgy with Mllek® connectors. TM de*p is based only upon paanetersshown, and Is to an Individual bolding component, not a tuts system. Before use, the txtrdng designer must verity the ay IcalAlly or design paamelersand properly bncorpofate this design Into the overall dtc members only. Additionallempary and permanent ttring WOW building design. Racing Indicated Is to prevent budding of hldMdKtl furs web and/or chord Is always teTulled Or slabBily, and to prevent collalAe with posMe personal Injury and property danage. For general guidance regarding the fabrication. storage, delivery, erection and bracting of MrAes and Iars systems, seeANSVMI Qua lY Criteria. DSB-9 and SCSI BuSding Component 6904 Parka East Blvd. Safely IMarmatlon avolable born hug Plate Institute. 218 N. lee Sheel. Suite 312. Alexancift VA 22314. Tampa. FL 33610 Job I Nss Truss Type • • fy 710741799 780090 701 Hip Gttdat t t Job Reference o aortal l Dnnn Budders Fasts ice. Iatrps. Plant uffy. FMnan jubbb • v+v a.y., .. n...,. ........ ............... ..._. .._ ..... ..._ __ _ . __.. ID,FE699Bacg5xg4XhyGs3qSWyke2c-rKdHkyRXyBCtCM6hwJ183?oSR_rt 1 FIUmdPVOLzW SC7 1-0-0 2.11.9 5-11.0 7.5-0 10.4.7 13.4-0 14.4-0 1-0-0 2.11.9 2.11-7 1.6-0 2.11.7 2.".a 1-0-0 Scale . 1:26.5 4.14 12 5x8 = 4x6 = 3x4 = 2x4 II 3x4 = 3xB = 20 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 VBrt(LL) -0.02 11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Ven(fL) -0.04 11.12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Holz(TL) 0.02 7 n/a nla BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 70lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. Qb/size) 2=565/0-6-0, 7=538/0.6-0 Max Horz 2=-58(LC 13) Max Uplitl2=-282(LC 8), 7=-257(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-780/399,3.13=-706/3B4,4-13=-661/365,4-14=-639/377,5-14=-639/377, 5-15_ 658/369, 6-15= 702/381, 6-7=-730 419 BOT CHORD 2-12= 341/628, 12-16=-341/629, 11-16=-341/629, 11-17=-298/643, 10-17=-298/643, 10.18=-332/587,9-18= 332/587,7.9=-332/587 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.opsf; h=25ft; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint 2 and 257 lb uplift at joint 7. 7) 'Semi -rigid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 82 lb down and 100 lb up at 5-0-0, 71 lb down and 114 lb up at 6-8-0, and 82 lb down and 100 lb up at 8-4-0, and 139 lb down and 180 lb up at 10-4-7 on top chord, and 62 lb up at 2-11-9, 27 lb down and 3 lb up at 5-0-0, 9 lb down and 9 lb up at 5-11-0, 54 lb down at 6-8-0. 9 lb down and 9 lb up at 7.5.0, and 27 lb down and 3 lb up at 8-4.0, and 62 lb up at 10-4.7 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4.5_ 54, 5-6=-54, 6-8=-54, 2.7=-20 Continued on Dacle 2 WARNWG • Vary da ign pararnotora and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MD-7473 ray. tOMW IS BEADRE USE Design vdkl fa use only velh Mllelt®conneclots. rink design Is based only upDn pdtameters shown. and is rot an Individual building component, nol a Miss system. Before use. the "dhg desktnet mull verify the apdicabllry of design paametefs and pfoperiy Incofpolole this design Into the ovetdl tx8dng design. Blocing bx9cated is to prevent bwMIng of IndMdual miss web and/of chord members only. Additional lempotay and permanent blockv M ITek• Is always iecitked lei slaUlty and to prevent collapse vAlh possble personal IMay and plopeM damage. For general guidance iegading the fa:tbticallon, sf(xago, delivery, election and bfocbng of trUS5e5 and tftus systems saeANSVWI I Quality Warta, DS8-89 and SCSI BuBding Component 6904 Parke East Blvd. Safety information ovdlable horn liuss Plate Institute. 218 N. lee Sheel. Salle 312, Alexandria. VA 22314. Tampa, FL 33610 Job SS fuss Type h T10741799 T80090 17-0-1 Hip Girder t 1 Job Reference (optional) BUddem FOS1SOUwe. Tarrga, Ptem Gdy, Hwas 33566 ^V' v ID:FE699Bacg5xg4XhyGs3gSWyke2c•rKdHkyRXyBCtCM6hwJI83?oSR_r 11 FiUmdPVOLzW SC7 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 6=46(F) 12=52(F) 11= 0(F) 10= 0(F) 9=52(F) 13_ 26(F) 14=•64(F) 15= 26(F) 16=-13(F) 17— 27(F) 18= 13(F) WARNING • Verily design pnameron and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MB-74" rov. 1003,WIS BEFORE USE Design va)d 10, use orgy with Mllek® connectors. Ihh deslgl is based orgy upon paornetets shown and Is for on IndMdu al buldtng component, not a Was system. Below use. the txlldhlg deslpnet must verily the "IcabllN at design pmameters and property tncosporate Mb design Into the overall btAding design. ®acing Indicated Is to prevent budding of hldMCkKi Miss web and/ot chord members orgy. Additional tempotay and permanent btacWg M iTek' Is always regulted lot stablilty and to prevent collapse wllh possible personal tyuy arld property, damage. For general guidance tegardhng tho labdcatbn stotoge, delivery, etectton and Ixachtg of cruses and Was systems. seeANSVWI I Cuallly Criteria, DSB-69 and BCSI BuBding Component 6904 Park* East Blvd. solely Intormatlon available horn hub Rate Institute. 218 N. Lee Sheet. Slice 312. Alexandria VA 22314. Tempe, FL 33610 Job I Puss TPuss Type N 710741800 TB0090 T02 Common 2 t Job Reference bona) Budaers FeslSourCe. •arirPa, Pram uffy, Purina wibaa ^P• •o c.. •., •^•• ^^ • --• ID:FE699Bacg5xg4XhyGs3qSWyke2c•JWBIxlR9jVKkpVhtUIFNcCLYBNSNmr e_H93yozWSC6 1-0-0 68-0 13.4-0 14.4-0 1-0-0 68-0 68-0 1-0-0 Scale . 1:26.0 4x6 = 3x4 = 2x4 11 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in poc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.06 2-6 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Ven(TL) 0.12 4-6 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HOrz(TL) 0.01 4 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 51 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ibrsize) 2=542/0-6-0, 4=54206-0 Max Horz 2=-73(LC 17) Max UpliR2= 151(LC 12), 4=-151(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-645/261, 3-4=-645/261 BOT CHORD 2-6= 106/493, 4-6= 106/493 WEBS 3-6=0/303 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc punins. 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; VUII=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zorne;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 o1 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 2 and 151 lb uplift at joint 4. 6)'Semi-ngld 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 . VMIy deOgn parametwa and READ NOTES ON TNIS ANDWCLUDED MREK REFERANCE PAGE MD74T3 rev. 1011113MIS BEFORE USE Design valid for use orgy With MlleW conneclots. Thisdesign Is based orgy upon paramelers shown. and 6 for an IndMckxjl btlldblg component, not o truss system. More use, One budldhg designer must verily the applicabllty of design ptaameleis and property incorporate this design Into the over,) btddhg design. ®acing i n,caled is to prevent buckling of IndNkaxd miss web anWot chord members only. Additional temporary and permanent braohg M iTek' h always tegrbed for sfabBlty and to prevenl collapse with possUe personal play and property dtmage For gemai gtldance regaadhg he K" Icallm storage, delivery. erection anti bracing of fnnses and mes systems. seeANSI/IPII Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd. salary Information av,xmle from truss Rafe ImIltute. 218 N. Lee Street, SUte 312. Alexandria VA 22314. Tampa. FL 33610 Job fuss fuss ype 710741801 T80090 T03 Common 3 1 Job Reference(optionall GYrrael5 YIIWSOOfce. Pampa. Ram idly. rgrwe J.aaeD ••-••• ^Y• ••• ••• ••• • •••• •••_••••__• •••-• • __ •••• _- '-'-- -- -- -' - _o_ yozID:FE699Bacg5xg4XhyGs3gSWyke2c-JW BtxlR9lVKkpVhtU 1 FNcCLXHN72mhxe_H93W SC6 6- 0-0 13.4-0 6. 8.0 6-8-0 Scale . 1:25.0 4x6 = 19 d3x4 = 20 II " — LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.07 3-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.46 Ven(TL) -0.15 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(rL) 0.01 3 n/a rlla BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 47lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.6-5 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) 1=482/0-6-0.3=482/Mechanical Max Horz 1=67(LC 16) Max Uplifts_ 114(LC 12), 3=-116(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 Ob) or less except when shown. TOP CHORD 1-2=-679/286, 2-3=-676/285 BOT CHORD 1-4=-144/524, 3-4— 144/524 WEBS 2-4=0/311 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Ops1; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) 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-" wide will 01 between the bottom chord and any other members. 5) Refer to glider(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 1 and 116 lb uplift at joint 3. 7)' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vwtty dostpn pammetwo and READ NOTES ON TNIS AND INCLUDED WTEK REFERANCE PAGE M9-7473 rev. i011411MIS BEFORE USE Design walk! tot Lisa onty with h4lek® connectim this design Is based only upon parameters shown, and Is foi an Individual bssldnng component, not a inns system. Before use. the br/rmp designer must vedty the applk:ablity, of design parameters and popedy Yncoffmiate tlnk design Into the overall building design. ®acing Indicated is to prevent bucking of bxBv dual Muss web and/a chord members orgy. Addtlorxi lempotay and permanenl dating WOW Is always segrbed for stability and to prevent collapse with posible personal "and poperty damage. For geru+ral guidance regadng the Ia9XIC011M slotage, delivery, enectlon and tracing of inmes and teas systems, SMANSVTPII Quality Cdtwlo, DSII-89 and BCSI Bulldlnp Component 6904 Padre East Blvd. Safety Intormanon available nom buss Plate institute. 218 N. Lee Sheet. Sulle 312. Nexandlo. VA 22314. Tampa. FL 33610 Jobruss Truss Type ty P 710741802 TB0090 T04 Monopttch Girder 1 1 Job Reference(optional) Budders FeslSouree, Tarrpa. Ptard city, Florida 33566 r.b+u a Apr iv zuib Mir i es mousnres. im r ue mer ze --M.zvr r rags i ID:FE699Bacg5xg4XhyGs3gSWyke2c-oik2SeSoToSbRIG32kmc9OtnpnT3V4PnDxucUEzwSCS 3.5.11 1 ?-" 3-511 3-6.5 30 = 3x6 It '• — LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.17 TCDL 7.0 Lumber DOL 1.25 BC 0.48 BCLL 0.0 ' Rep Stress Incr NO WB 0.36 BCDL 10.0 Code FBC2014lrP12007 Matrix) DEFL. in (loc) Vdefl Ud Ven(LL) -0.02 1-5 >999 240 VBrt(TL) -0.03 4.5 >999 180 Horz(rL) 0.01 4 We n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (Ib size) 1=1040/0.6-0, 4=834/Mechanical Max Horz 1=156(LC 23) Max Upliftl=-256(LC 8), 4=-283(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1229/273 BOT CHORD 1-6=-351/1046, 6.7=-351/1046, 5-7=-351/1046, 5-8=-351/1046, 4-8=-351/1046 WEBS 2-5=-199/944,2-4-1173/392 Scale . 1:23 2 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20°0 Structural wood sheathing directly applied or 5-1.14 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10. Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.0ps1; h=25ft; Cat. II; Exp B; Encl.. GCpi=0.18, MWFRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) 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-" 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 256 lb uplift at joint 1 and 283 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 462 lb down and 136 lb up at 1-0.12, and 462 lb down and 136 lb up at 3-0-12, and 462 lb down and 136 lb up at 5-D-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 1.4_ 20 Concentrated Loads (lb) Vert: 6=-462(B) 7-462(B) 8=-462(B) WARNING - Verily dedpn parmWers and READ NOTES ON TNLS AND WCLUDED ABTEK REFERANCE PAGE A@7473 rev. $641 aIS BEFORE USE Design valid for use only Win Mllek® connectors, it* design Is based only upon psaneters shown. and Is for on hdMdrKb building component, not a truss system. Before use. the building designer mini verify the oppileabllry of design parameters and popery IncorWoto Oft design into the overall btldhng design. Bac n0 Indicated Is to prevent buckling of 1nd1vk1uol Inns web artd/(x chord members only. Additional temporary and permanent b>taciM Welk' Is always iegrired lot stability and to prevent collgtse vAlh possible petson i IWy and pttoperty damage. For general guidance tegarding tho lcbricatlm storage. dellveM etectktn and bracing of buses and truss system& seeANSVTPl1 Quality Criteria, OSS-69 and BCSI Building Component 6904 Parke East Blvd. Satery IMorma tan available horn Itm Plate institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tampa. FL 336i D Job truss Truss Type r y Fly T10741803 T80090 Tos Hall Hip Gudar 1 nL Job Reference(optionall ourrosra rxstxurce, rsrrye. ream wy, rivnua oaaoo . ^_ _..._.-.---.....---.----• --- -- --- -- . _ ---- _- -- ID:FE699Bacg5xg4XhyGs3qSWyke2e-k5soZJU2 Ojig PS99o4Erz00b30zs849FNj26zWSC3 1 3.7.7 7-0-0 12.7.1 te•07 23-5.72 28-11.1 34-4.7 39•tt 8 4 1-0- 3.7.7 3.4-9 5-7.1 S•S5 SSS 55-5 5.5.5 57.1 2x4 11 Sx6 = 3x8 = 3x6 = 6.00 12 4 23 24 525 26 6 7 27 28 Scale a 1:70.8 3x8 = 2x4 II 3x6 = 5x8 = 20 II 829 30 9 10 11 12 13 4x6 — 22 31 32 2120 33 34 35 19 36 37 to 38 3940 17 16 15 6% 14 8S Sx8 = Sx8 = Sxe = 2x4 II Sx8 = 2x4 II 2x4 11 4x10 MT20HS = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) 0.39 19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(rL) -0.75 18-19 >631 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.84 Horz(rL) 0.14 14 n/a We BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 502 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc puffins, except BOT CHORD 2x6 SP No.2 'Except' end verticals. 17.21: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3 9.5-9 oc bracing: 20-22 8-9.10 oc bracing: 16-18. REACTIONS. (lb stze) 14=2760/0-5-8, 2=3000/0-6-0 Max Horz2=172(LC 7) Max Uplilt14=-1018(LC 5), 2=-999(LC 5) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-5588/1957, 3-4— 5642/2025, 4-23=-5110/1862, 23-24=-5110/1862, 5-24— 5110/1862, 5- 25=-8786/3242, 25-26=-8786/3242, 6.26-8786/3242, 6-7=-8786/3242, 7. 27=-8786/3242, 27-28-8786/3242, 28.29-8786/3242, 8-29=-8786/3242, 8- 30-7010/2554, 9-30=-7010/2554, 9-10-7010/2554, 10.11-7010/2554 BOT CHORD 2-22=-1822/4797, 22-31-2917/7683, 31-32=-2917/7683, 21.32-2917/7683, 20. 21=-2917/7683, 20.33=-2917/7683, 33-34=-2917/7683, 34-35-2917/7683, 19- 35=-2917/7683, 19-36=-3323/8888, 36-37=-3323/8888, 37.38=-3323/8888, 18- 38=-3323/8888, 18.39=-3323/8888, 39-40=-3323(8888, 17.40=-3323/8888, 16. 17-3323/8888, 15.16=-1400/3791, 14-15=-1400/3791 WEBS 3-22=-201/331, 4-22=-590/2063, 5.22=-3092/1224, 5-20=0/490, 5-19=-499/1325, 7- 19=-560/451, 8-18=-44/746, 8-16=-2257/875, 9.16-291/200, 11-16=-1435/3867, 11- 14-4511/1624 NOTES ( 11) 1) 2-ply truss to be connected together With 10d (0.131'xT) nails as follows: Top chords connected as follows: 20 - 1 row at 0.9.0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except It noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1: BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; end vertical right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise Indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1018 lb uplift at joint 14 and 999 lb uplift at joint 2. 9) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Continued on Dacia 2 Q WARNING - 11-W Oedpn peranretm and READ NOTES ON THIS AND INCLUDED ABTEK REFERANCE PAGE M114473 rov. 1001121201S BEFORE USE Design valid for use only with Wlek® connectors. lrtk deugl It based only t4'on paameters snovm. and Is for an IndIACkxA b ldbng component, not a Muss system. Before tse. the build o designer must verify the dlppxicaltAly of design pdaamelers and property Incorporate INS design Into the overall building design. Racing Indicated Is to prevent turcldbV of Individual truss web and/or triad members only. Additional temporary on d permanent braCtrtg WOW Is always iegJred for stability and to pieveni collapse wllh possible personal kWY and puopefty danage. For general guidance regarding me kIIukballon, storage, delivery. erection and bracing of trusses and truss systems, seeANSVTPI I Quality Glrado. DSB-89 anal SCSI Building Component 6904 Parke East Blvd. Salley udormaSon available from truss Plate institute. 218 N. lee Street. Suite 312. Alexandra. VA 22314 Tampa, FL 33610 Job Truss Truss Type ry Ply T70711803 TB0090 TOS Hal Hip Girder s AG Job Reference (optional) Builders FastSource, Tanpa, p10rn crry, 1-101108 Jibes r.o+v s np, 6, cvw mnaa i mwv es. nor. c , Y. c I D:FE699Bacg5xg4XhyGs3qSW yke2c-kSsoZJU2?QjlgzPS99o4 Erzt10b30zsS4gFNjZ6zW SC3 NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 107 lb down and 137 lb up at 7-0-0, 107 lb down and 137 lb up at 9.0-12, 107 Ib down and 1371b up at 11-0-12, 107 lb down and 137 lb up at 13-0.12, 107 lb down and 137 lb up at 15.0-12, 107 Ib down and 137 Ib up at 17-0-12, 107 lb down and 137 Ib up at 19-0-12, 107 lb down and 137 lb up at 21.0-12, and 107 lb down and 137 lb up at 23-0.12, and 107 Ib down and 137 Ib up at 25-0.12 on top chord, and 292 lb down and 99 lb up at 7.0-0, 831b down at 9.0-12, 83 lb down at 11-0.12, 83 lb down at 13-0-12. 83 lb down at 15-0-12, 83 lb down at 17-0-12, 83 lb down at 19.0.12, 83 Ib down at 21-0-12, 83 Ib down at 23-0-12, and 83 Ib down at 25.0-12, and 814 Ib down and 303lb up at 26.7.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4— 54, 4-12— 54. 12-13-54, 2.14=-20 Concentrated Loads (lb) Vert: 4=-107(B) 6=-107(B) 22=-292(B) 23=-107(8) 24=-107(B) 25=-107(8) 26=-107(B) 27=-107(B) 28=-107(B) 29-107(B) 30=-107(8) 31=-60(B) 32=-60(B) 33=-60(8) 34= 60(B) 35=-60(B) 36=-60(B) 37-60(B) 38=-60(B) 39-60(B) 40=-814(B) 0 WARNING - Vwty dadgn Parametw* and READ NOTES ON THIS AND INCLUDEDWrEK REFERANCE PAGE AD-7473 tov. 1002MIS BEFORE USE Design vale tort use only vAth WOO Connectors. rings design Is based only upon parameters brown. and Is to an hdlvIduct I W ing component. not a Was system. Before use. the lrllding designer must vedty the opplicabllry aaordesignpnelers arW properly Incotpaate 0% design Ingo the overall lxlalng design. Bracing lrxkoted Is to pieveni rwcMbng of Individual tnsss web axf/a chord members only. Addtlonal temporary and permanenl bach>n M iTek' Is always iogWed tog stab0lty and to pieveni collapse Will, posslAe persaxf 1Wy and property damage. For general guidance iegadrsg Me faWcotlon, storage. delNery, erection and bracing of fftmes and Iris systems, seeANSVM I Quality Cdgada, DSB-89 and SCSI BuDdIng Component 6904 Parks East Blvd. Salary Insormalon ovalksde none lass Plate 1MtIMe. 218 N. lee Sheel. Suite 312, Alexandda VA 22314. Tempe, FL 33610 Job 6s russ ype s , Oy T107418fM TB0090 Fl Nan Hip 1 t Job Reference (optional) Budders FugSm ca. Tampa. Ram Coy. Fboma 33566 • " . ID:FE699Bacg5xg4XhyGs3qSWyke2c-CHOAnIUgmlr917_etUJm2V6g?M9iHPDvv7G5Zz W SC2 t-0 4.7.7 900 16.9.12 24.5.12 32.1.12 39.11.8 40.8.0 0 0 4.7.7 4 4-9 7.9.12 7.8-0 7-0-0 7-9.12 0.8.8 Scale • 1:70.8 3x6 = Ste' - 3x8 = 3x6 = 2x4 11 Sx8 = 6.00112 4 5 6 7 8 9 1 li 0 4x6 G 18 17 16 3x8 = 4x6 = 2x4 11 15 14 13 Xe M - 20 11 LOADING (psi) SPACING- 2-0.0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Ven(LL) 0.28 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(rL) -0.67 15-16 >709 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.98 Horz(rL) 0.20 12 n/a n1a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 216lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end venicals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing WEBS 20 SP No.3 WEBS 1 Row at midpi 5-18, 5.15, 9-12 WEDGE Left: 2x4 SP N0.3 REACTIONS. (Ib/slze) 12=1509/0-5-8, 2=1532/0-6-0 Max Horz 2=219(LC 11) Max Uplift l2=-51O(LC 9), 2=-340(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2624/957, 3-4= 2469/876, 4-5=-2185/838, 5-6=-2981/1101, 6.7=-2981/1101, 7-8=-2981/1101, 8.9=-2981/1101 BOT CHORD 2-18=-1057/2246, 17-18= 1184/3067, 16-17- 1184/3D67, 15-16- 1184/3067, 14.15=-749/1999,13-14-749/1999,12-13=-749/1999 WEBS 4.18-166665, 5- 1 8=- 1035/428, 5-16=0/294, 7-15=-397/272, 9.15=-427/1152, 9.13=0/330,9-12=-2303/813 NOTES- (7) 1) Wind: ASCE 7.10: VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsl; h=25ft: Cat. 11; Exp B. Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; end vertical right exposed:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Ill between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 510 lb uplift at joint 12 and 340 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 - Vadry dedyn pannwtws and READ NOTES ON TITS AND INCLUDED WTEK REFERANCE PAGE 41017473 MV. IM30201S BEFORE USE Design valid for use only VAm Mlek® conneclots. This design S based only upon paarneteis snows, and Is fot an iridlA Axl building comr)onenl, not a Inns system. Before use, the building deslgnef must vedty the "Icabilty of design parameters and Ixopeny Itcapaote 0% design Into the ovei4 building design. Racing indicated Is to prevent bwIfIng of Individual hues web aril/or chord members only. Addllorxl lemporary and permanent biocing MOW 6 always recPfred la Stability and to prevent collgtse with possible personal Nay and popery damage. For genera/ guidance tegad6tg the lalxlcollm staxage, delivery, erection and bxaatrtg of busses and tnas systems. seeANsl/iP11 Quality Cdtwb, DSB-89 and BCSI Bulding Component 6904 Parke East Blvd. Solely Information available from trim Rate Ir011ute. 218 N. lee Sheel. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type a ty ply T10741905 TB0090 707 Nan Hip 1 1 Job Reference(optional) Buftlais FhslSouice, Tamps, Plam City. Flpida 33566 i aw a npr iv zuia mr i ax muusuiaa, im. , ua ma, 26 iv uo-aa N, i raga , I D:FE699Bacg5xg4XhyGs3qSWyke2c-CHOAntUgm1r917_ejLUm2VBj?OGUnDvv7G5ZzWSC2 1-0 5-7.7 11-0-0 18.2-0 25.4-0 32.6-0 39.11.8 40.8-0 5.7-7 5.4-9 7.2-0 7.2.0 7.2-0 7-5-8 0.8.8 Scale . 1:70 8 Sx6 = 3x4 = 30 =US — 3x4 = 3x4 — 4 5 6 7 8 9 10 4x6 = 17 16 " - 20 11 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = LOADING(psl) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Veff(LL) -0.25 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(TL) -0.64 14-16 >742 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 11 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 218 lb FT = 200b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc puffins, except BOT CHORD 2x4 SP No.1 end venlcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5.11-13 oc bracing. WEBS 1 Row at midpt 5.16, 8.11 REACTIONS. (lb/size) 11=1509/0-5.8, 2=1532/0.6-0 Max Harz 2=264(LC 11) Max Uplitil 1=-507(LC 9), 2=-308(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2699/939, 3.4=-2345/860, 4-5=-2054/825, 5.6=-2542/956, 6-7=-1899l717, 7.8— 1899/717 BOT CHORD 2.17=-1093/2300, 16-17= 1093/2300, 15-16=-1051/2547, 15-18=-1051/2547, 18.19=-1051/2547, 14.19=-1051/2547, 14-20=-95312373, 20.21=-9-cW373, 13-21=-953/2373,12-13=-953/2373,12-22=-641/1565,22-23=-641/1565, 11-23=-641/1565 WEBS 3-16= 300/233, 4-16=-162J723, 5.16=-661/332, 6.14_ 52/301, 6-12=-749/380, 8.12=-175/915, 8-11=-1949/741 NOTES- (7) 1) Wind: ASCE 7-10; VUII=139mph (3-Second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone; end vertical right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrenl with any other live loads. 4) - This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 507 lb uplift at joint 11 and 308 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks wish 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 - Vody daafyn parametms and READ NOTES ON THIS AND INCLUDED AJITEX REFERANCE PAGE A07473 rev. faWMIS BEFORE USE Des@n vaikt lot use ort y with Mllekb convleclors. 1111s design Is based only upon parameters stwmi and Is lot a1 Individual brfldtrlg component not o Inns system. Before use, tho building designer must verity the applicability of design parameters and propody 11capora1e this design Into One overall building design ®acing Indicated is to prevent buddlflg of kx%4duai IR=web and/or chord members orgy. Additional temporary and permanent bractrlg MiTek' Is always iequlred fa stability and to prevent collapse wtih possible personal hMry and rxoperty damage. For general guldalce regarding Ma fabrication storage, delivery. eiectlon and lacing of trusses and muss systems. seeANSVIPII Cuatity Critarb, DSO-89 and SCSI Bu9dfrlg Component 904 Parke East Blvd. Safety trgamation available from hum Plate InsIIMe. 218 N. lee Street. Suite 312, Alexandria. VA 22314. Taupe. FL 33610 Job Truss Truss Type 0 ry P ly T10741e06 090TB0 708 Kau Hip 2 t Job Reference(optional) Buxdom FIISISaerae. iarnpa. Plan tray. Flontia 3a9b6 7 o v s ^V, — av,o,•,".^ °--,, a• ^"'• •" •"• • • "+ ID:FE699Bacg5xg4XhyGs3gSWyke2c-gT_Y_?VIX1zOwHZgHagYJG2MH0i4RkvN8Zsqd?zWSC1 13.0.0 19$_0 26.4-0 33-0-0 39.11.E 40.80 7Otl 6 7.7 6.4.9 6.6-0 6-8-0 6-8-0 6-11-8 0-0-0 ix0 Scale . 1:70.8 Sx6 = _ 3x4 = 3x4 = 3x6 30 = 30 II 4 S 6 7 a 9 10 2x4 II 3xa = 4x6 = 3x4 = 3x6 = 30 = 6-7.7 1 13-" 21.10.11 i 30.9.5 I 39-11-8 6xe = 6.7.7 Plate Offsets (XY)-- 6.4-9 B-14T1 - a•tvn a•cv i4.0.3-0 0.2.O1 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Veri(LL) -0.25 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Ven(TL) -0.59 14-16 >801 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.97 Horz(TL) 0.16 11 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 11=1509/0-5-8, 2=1532/0-6-0 Max Horz 2=309(LC 9) Max Uplihl 1=-504(LC 9), 2=321(LC 12) Max Grav 11 =1 520(LC 2), 2=1532(LC 1) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2697/942, 3-4=-2218/835, 4-5-1921/809, 5-6=-2182/852, 6-7=-1588/625, 7-8=-1588/625 BOT CHORD 2-17-11382300, 16-17— 11382300, 15-16-944/2183, 15.18=-944/2183, 18.19— 944/2183, 14-19-944/2183, 13-14=-824/1979, 13-20— 824/1979, 20.21=-824/1979,12-21-824/1979,12-22=-546J1282,22-23=-546/1282, 11-23=-54W1282 WEBS 3-17=0257, 3-16— 446 299, 4-16=-141/674, 5-16=-437260, 6-14=-104/369, 6-12= 761/384,8-12=-207/973,8-11— 1768/678 Structural wood sheathing directly applied or 3-0.6 oc pudIns, except end verticals. Rigid ceiling directly applied or 2.2-0 oc bracing. 1 Row at midpt 5-16. 8-11 NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=t08mph; TCDL=4.2psf; BCDL=6.Dpsf; h=2511; Cat. II; Exp B; End., GCPI=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone; end vertical right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This 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, with BCDL = 1 O.Opsl. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at Joint 11 and 321 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.' WARN9yG - Verily dordyn parametaa and READ NOTES ON TWS AND INCLUDED AB7EX REFERANCE PAGE A197I73 ray. M413"IS BEFORE USE Design valid for use orty with Welt& connectom 11* deAp Is based oNy upon paanetets srlown. and Is for on bx9vlUrxf buldfrV compornenl. nod a Inns system. Before use. the lxldbng deslgnet must vedfy the apPllcabllly of design {alneters OW propedy Incorporate 9n6 design Into the oZil brldhtp design. Brachg thdlcoled Is to prevent IxtckWV of Indlvklu[d tens web and or /ot chard members orgy. Adc911onal lemporay and permanent bracttng M iTe k* Is olwoys IegJred lot skulAlly and to prevent collapse wllh pomNe persornd k*jry aid poperly damage. For general grldance tegadng the kmdcatlon, storage. delh ery, erecllon axd bracl;V of hisses and this systems. seeANSI/nn I Quality Cdteda, OSBd9 and IICSI Building Component 6904 Parka East Blvd Safety Irdwmadon orvdlable from buss Plate butlMe. 218 N. Lee Sheet, Suite 312. Atexaxldo. VA 22314. Tampa, FL 33610 Job Truss Truss Type • • ly T10741e07 TBOM 709 Han Hip 2 1 Job Reference (optional) Builders FbstSorace, Tamps. FIRM Gay. FIDWO 335W ,Yid —"iw w• ••"'. " •". • • •' ID:F E699BacgSxg4XhyGs3qSW yke2c-8gYwCL W vALSIXO81 rHLnsTbV Ro41 ADrW N DcNARz W SCO 1 7.7.7 16-" 21.2-0 27.4-0 33.6.0 39.71 8 4 -0 0-0 7.7.7 7d-9 6 2-0 62-0 6.2.0 65-0 4x6 = Scale. 1:70.2 6.00 12 Sx6 = 30 = 3x4 = 3x6 — 3x4 = 3x4 II 6 6 7 6 9 10 11 1e .. 16-- 2x4 II 06 3x8 = 3x4 = 06 = 3x4 = is 6xe = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Ven(LL) -0.23 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Ven(TL) -0.50 15-16 >957 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(TL) 0.14 12 rVa rVa BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 241 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 5-2.12 oc bracing. WEBS 1 Row at midpi 10-12, 3.16, 6-16, 7-13, 9-12 REACTIONS. (lb/size) 12=1509/0-5-8, 2=1532/0.6-0 Max Horz2=354(LC 11) Max Uplihl2— 500(LC 9), 2-342(LC 12) Max Grav 12=1 548(LC 2). 2=1532(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2682/940, 3-4_-2086f779, 4-5-1986/804, 5-6=-1786f788, 6-7=-1888f774, 7-8=-1328/559, 8-9=-1328/559 BOT CHORD 2.18=-1174/2285, 17-18— 117412285. 16-17— 1174/2285, 16-19— 859/1913, 19-20= 859/1913, 15-20-859/1913, 15-21=-727/1677, 14-21-727/1677, 14-22=-727/1677, 13.22=-727/1677, 13-23=-478/1065, 23.24-478/1065, 12-24-478/1065 WEBS 3-18=0/315, 3-16=-577/362.5-16=-114/608, 6.16=-285/212, 7.15=-152/446, 7-13=.78W97, 9-13-241/1021, 9.12-1656/643 NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsh h=251t; Cat. II; Exp B; Encl., GCpi=0.18, MW FRS (envelope) gable end zone and C-C Extedor(2) zone; end vertical right exposed;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 500 lb uplift at joint 12 and 342 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 . Verify dedyn paramaan and READ NOTES ON THIS ANDWCLUDED NREK REFERANCE PAGE rib-7473 Gov. 1062W/5 BEFORE USE. Design valid for use only wtm h4lekO connectors. Ms design Is based only upon pato melee shown. and Is for an Ind victual txtldbng component. nor a huss system. Before use. the building designer mini verity the appikablity of design paamelers and properly Incorporate this design Into the overall members only. Addllbrxf temporary and permanent braClig MOWbuT11Ingdesign. Bracing Indicated Is to prevent buckling of Individual huss web and/or Chad Is always iect lred for stability and to prevent collapse wllh possible Personal b*sy and property damage. For general guidance regarding Brie kMoca ion. storage, delivery, erection and bracing of busses and bliss systems seeMWTPI I Quality CritMo. DSO.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn hum Plate institute. 218 N. lee Sheet. SUIe 312. Alexandria. VA 22314. Tampa. FL 33610 Job runs TrUSS Type oty Ply T10741808 TB0090 710 Root Special t 1 Job Reference(optional) Butldere FksSource, Tampa. Ram CM, Florida 33566 r wu s np 1e ztno Murex inousnree, 1m. rw mar ce IDAV.vc Nr r repo 1 ID:FE698BaCg5xg4XhyGs3qSWyke2c-cs6JPhXZ3eDk9aiDO?tOOh7lUCPtvlDfbtLwiuzW SC? 1 7 0 7 13.10-0 16-0-0 22.5.6 28.2.4 34-0 10 39-11.e 4 7-07 6.9.9 2-t0.0 5.9.6 5-8.14 5706 St014 - 0 Scale . 1:73.4 Sx6 = 6 00 12 3x4 = S sx6 = e..A I t 'a.a = 9YA I I 4x6 = 19 18 rr — 16 `. •" " — 13 2x4 II 3xe = 4x6 = 3x8 = 4x6 = 3x4 = 6x8 = 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/TPI2007 CSI. TC 0.61 BC 0.91 WS 0.66 Matrix) DEFL. Veri(LL) Ven(TL) Hor2(fL) in (loc) Well Ud 0.26 16.18 >999 240 0.64 16.18 >737 180 0.16 13 n/a We PLATES GRIP MT20 244/19D Weight: 229lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.9 oC punins, except BOT CHORD 2x4 SP No.2 end venicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-5-10 oc bracing. WEBS 1 Row atmidpi 6-18, 10-13 REACTIONS. (lb/size) 13=1509/0-5-8, 2=1532/0-6.0 Max Horz 2=283(LC 11) Max Uplil113=463(LC 13), 2— 331(LC 12) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2692/962, 3-4=-2170/822, 4-5=-2078/845, 5-6=-2101/872, 6-7=.2544/993, 7-8=-2543/993, 8-9=-1746/682, 9-10— 1746/682 BOT CHORD 2.19— 1099/2295, 18.19-10992295, 17.18-1048/2457, 17-20=-10482457, 16.20=-1048/2457, 16.21-8552118, 15-21-8552ll8, 15-22=-855/2118, 14-22-8552118, 14-23-543/1277, 23-24-543/1277, 13.24— 543/1277 WEBS 3-19=0277, 3-18-534/323, 5-18-567/1597, 6-18=-1344/571, 6-16=-84255, 7.16-335230, 8-16-227/599, 8.14=-814/408, 10.14=-276/1054, 10.13=-1772/690 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf-, BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone; end vertical right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 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 8t between the bottom chord and any other members, with BCDL = 10.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463lb uplill at joint 13 and 331 lb uplift at joint 2. 7) 'Semi -rigid pitchbieaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 8) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - VarW design paramoleva and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MO}7473 rev. 1802WIS BEFORE USE DeslM valW lot use only vA91 Wlek® connectors. this deslM Is bosecl only upon Marneters shown. and It for an hdMclud bACOnp component, no, a IItR3 system. Below use, the txOdhg designee must verily the oppkcibllly or design parameters and propefly hcogmole this design Into the overall btndhg design Bochg nndk C310d IS to prevent b hiring or IntlNWurl truss web a,d/a chord members only. AdcAlloW temporary and peimanenl txackV M!Tek' Is always recplred lot stability arnd to prevent collapee loth possible persona hluy and property damoge. for genercd Guidance tegaalng the k"Icatktn sloroDe, delivery. election and booel ng of mines and hiss systems seeANSVTPI I CtraOM CrltMo, DSB-89 and SCSI Butding Component 6904 Parke East Blvd. Solely Inlormoton ovollable norn Ilu s Rote hs11Me. 218 N. lee Street. StJte 312. Atexarndflo. VA 22314. Torrya, FL 33610 Job I buss truss type , 710741809 TB0090 711 Red Special 1 1 Job Reference Zonal Bummers FusfSource. Tampa, Plain City, Flaids 33566 W V e Apr ltl [Vie MI IOx IIg16111OS, IIIL rue Mar co rv:w NI i ye ' ID:FE699Bacg5xg4XhyGs3gSWyke2ccs6JPhXZ3eDk9ajDO?tOOh7iSCP lvkgfbiLwiuz W SC? 1 7-0.7 13.10.0 18 8.0 22.5-5 28.2-4 34-0.13 39.11.8 4 -0 747 6.9-9 4.10-0 3 9 S 5.8.14 S f 0 f 0 S f 0 n Sx6 = 6.00 12 4x6 = 19 18 r1 16 2x4 11 3x8 = 4x6 _ 3X8 = 4x6 = 3x4 = Scale - 1:73.4 13 6x8 = LOADING Lost) 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 FBC2014lrP12007 CSI. TC 0.61 BC 0.95 WB 0.63 Matrix) DEFL. in (loc) Vdefi Ud Ven(LL) -0.25 16-18 >999 240 Ven(TL) -0.69 16-18 >693 180 Horz(TL) 0.19 13 n/a We PLATES GRIP MT20 244/190 Weight: 220 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.6 oc puffins, except BOT CHORD 2x4 SP No.2 end verlicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. WEBS 1 Row at midpt 6.18, 10-13 REACTIONS. (lb/slze) 13=1509/0-5-8, 2=1532/0.6-0 Max Harz2=252(LC 11) Max Upliftl3— 456(LC 13), 2=-332(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2691/974, 3-4= 2171/835, 4-5=-2080/858, 5-6=-2130/866, 6-7=-3068/1160, 7-8=-3068/1160, 8-9= 2114/790, 9.10= 2114/790 BOT CHORD 2-19=-1054/2294, 18-19— 1054/2294, 17-18=-1236/3049, 16-17= 1236/3049, 15-16=-1005/2570,14-15=-1005J2570,13.14=-627/1542 WEBS 3-19=0/277, 3-18= 536 319, 5-18=-532/1549, 6-18=-1659/685, 7-16= 261/185, 8-16=-227/644, 8-14=-860/425, 10.14-288/1080, 10.13— 1962l754 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=251t, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone: end vertical right exposed;C-C for members and forces 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 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 456 lb uplift at joint 13 and 332 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNrmG - Vadly dadpn parameters and READ NOTES ON TNL4 ANDYICLUDED WTEK REFERANCE PAGE UP-7473 rev. 1001113MIS BEFORE USE Design valkl for use only with Mllek® connectom ft design Is based orgy upon geometers shown. and is for an Individual building Component. nor a iniss system. Before use. the txDring designer mint verity the "Icabllly of design parameters and rxoperly Incorlxxole this design Into the overall boding design. Bracing Indicated Is to prevent Welding of IndlAdual truss web and/of chord members only. Adallkxld tempolay and permanent bracing Welk' Is always required for stability and to prevent colic Vw with posdAe personal In'ay, and property damage. For general guidance mocidI ng the ksbfkallm storage, delivery. efecllon and bracing of trusses CM Inns systems seeANSVFPll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovcoalxe from truss Plate institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 3360 Job Truss Truss Type • ry Ply1 T10741810 TE0090 712 Roos Special Guder 1 2 Job Reference bona Bumets FbaSouice, Tampa, Ram City. Fbuide 33566 7 640 It Apt 19 2016 Mnak Industries, Inc. Tue Mai — W OB.Oe 2017 Page 1 ID- FE699Bacg5xg4XhyGs3qSWyke2c-ZFD3gNYpbGTSOutcW OvUT6D2wO9UNZNy3Bq 1 mmzW SBz t 7-0 7 13-10-0 2"-0 25-6-12 303.12 36-0.12 39.11-8 4 -0 6.9.9 6.10-0 4-10.12 4.94) 4.9-0 4-10.12 0.8.8 Scale a 1:73.4 6.00 12 SX6 4x6 = 20 19 — 17 16 -- — -- 14 -- -- 13 - W 2x4 II Sx8 = SXe = 2x4 II Sx8 = 7x10 WB = 2x4 II 502 = 3x6 II LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) 0.29 14-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Verl(TL) -0.63 17 >757 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.94 Horz(rL) 0.10 12 We We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 510lb FT = 204b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-6 oC punins, except BOT CHORD 2x6 SP M 26 *Except' end venicals. 2-18. 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2x4SPNo.3 WEBS IRow atmidpt 6-19 OTHERS 2x4 SP No.3 REACTIONS. Qb/slze) 12=3391/0.5-8, 2=2182/0.6.0 Max Horz 2=240(LC 27) Max Uplift 1 2=- 1 107(LC 9), 2=-559(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 25D (lb) or less except when shown. TOP CHORD 2.3=-4085/984, 3.4=-3609/998, 4-5=-3522/1021, 5.6=-3599/984, 6.7— 8332/2493, 7- 21-83322494, 21-22=-8332/2494, 8-22=-8332/2494, 8.23-396311269, 23- 24-3963/1269, 9-24-3963/1269, 9-25=-3963/1269, 25.26=-3963/1269, 10- 26-3963/1269,10-12=-3244/1118 BOT CHORD 2-20=-1005/3531, 19-20=-1005/3531, 18.19-2205/7616, 17-18=-2205/7616, 16. 17=-2200/7613, 16-27=-2218f7120, 15.27=-2218f7120, 15-28=-2218f7120, 28. 29=-2218f7120,14-29=-2218f7120,1430=-2218f7120,30-31=-2218(7120, 13. 31=-221817120 WEBS 3-20-0%270, 3-19=-474/324, 5.19=-7042780, 6.19=-5052/1596, 6-16-713/1046, 8- 16=-347/1525, 8-14=-68/924, 8-13=-3971/1194, 9-13=-523/427, 10.13=-1563/4919 NOTES- ( 11) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-8-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced root live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cat. 11; Exp B; Encl., GCPI=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1107 lb uplift at joint 12 and 559 lb uplift at joint 2. 9)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. Continued on Daae 2 WARNING. Verity dedgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE A07473 MV. I&WIW/S BEFORE USE Design valid for use only with Miek corlrleclois. Vils desl®1 Is based orgy upon pOarneters shown and Is rot an Individual bolding component. not o hlns system. Below use. the "ding designer must verify the cWicatAlty of design peranelers and Ixoperiy Incortioiato Inds design Into the oveiatl building design. aacYlg indicated Is to prevent buckling of IndMducl mta web and/ot chord members only. Ada9110ty! temporary and perlltatenl baling WOW is always iecRbed tot stab0lry anct to pievenl coBgise vAth pesd-4e persorxl rUtay and pioperty damage Fa gemai glAdatce iegadhtg the IdxIcatbn stolage, delivery, election and brocing of trussesand tnas syslems. soeANSI/TPI I Quality Criteria. OSS-89 and 6CSI BuOding Componenl 6904 Parks East Blvd. Safety =0lon avallatxo from huss Rate Institute. 218 N. Lee Sheet. Slte 312, Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ty Ply T10741810 TBOM 712 Root Spacial Girder 1 2 Job Reference (optional Buildets HFUS0laCe. TalnPa, roam crry, hrerrai aaxo ....-...o. e2c- gN_pbOT... o.-._. _ ID:FE699Bacg5xg4XhyGs3qSWyke2c-ZFD3gNYpbGTSOutcWOvUT6D2w08UNZNy38g1mmzWSBz NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sullicient to support concentrated load(s) 147 lb down and 137 lb up at 29-2-12, 147 lb down and 137 lb up at 29.11-4. 147 lb down and 137 lb up at 31.11A, 147 lb down and 137 lb up at 33-11-4, 147 lb down and 137 lb up at 35-11-4. and 147 lb down and 137 lb up at 37-11A, and 48 lb down and 28 lb up at 39.9.12 on top chord, and 1513 lb down and 439 lb up at 27.2-12, 83 lb down at 29-2-12, 83 lb down at 29-11-4, 83 lb down at 31-11 A, 83 lb down at 33.11-4, and 83 lb down at 35-11.4, and 83 lb down at 37.11.4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI f 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: 1.5= 54, 5-6=-54,6-10=-54,10-11=-54,2-12— 20 Concentrated Loads (Ib) Vert: 10>16 21=-107(F) 22= 107(F) 23— 107(F) 24=-107(F) 25= 107(F) 26=-107(F) 27=-1513(F) 28= 60(F) 29= 60(F) 30=-60(F) 31= 60(F) 32= 60(F) 33= 60(F) WARNING. verily dodgn parameters and READ NOTES ON TM AND INCLUDED MITEK REFERANCE PAGE I11117473 rev. 161113MIS BEFORE USE Design voild too use only Win MllekO connectors. this design Is based only upon "Metem shown and Is rot an individual biding component. not bus Before use, tho txAd g designer mint vedty the applicability of design paameters and property Incorporate mk design into the overallasystem. biding design. Bracing Indcoted Is to prevent buckling of IndIMtx11 It= web and/or chord members only. Addtlonal temporary and permanent bacIng WOW is always required to stability, and to pievenl collapse with possible personal "anu properly damage. For general gLkkMe oegadIng the pal Ficari n. storage. (elivery, erection anct blacing or trusses and truss systems seeMSIMI I Ouo01y Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd Tampa. FL 33610 Safety Intormation ovcloble Dom Ines Plate InsIIMe. 218 N. lee sheer. Suite 3)2. Alexandd4 VA 22314 Job Fus Truss Type Q ty Ply T1074tBtt TB0090 T13 Root Special 1 1I Job Reference tional 9 Dwww tfusaen r a;n5aurce, Pampa, rom ffy. rrwrDa .aoaoo .._._.....___.- - tY2So47010.1IBF PX565p61rabIDzW SBy 1-0-0 ti t •7 12-0-0 15 8-0 22 8 0 27.2-0 1-0-0 6.1.7 S 10.9 3 0 7.0.0 4.6-0 Sx8 = 4x6 = Scale . 1:48.8 4x6 = — -- _ 2x4 II 3x4 = 3x4 3x8 = 3x6 = 2x4 li 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 FBC2014ITP12007 CSI. TC 0.76 BC 0.55 WB 0.60 Matrix) DEFL. in Vert(LL) -0.09 Vert(TL) -0.26 HOrz(fL) 0.06 loc) Well Ud 9-10 >999 240 9-10 >999 180 8 n/a We PLATES GRIP MT20 244/190 Weight: 153lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7.5-11 oc bracing. REACTIONS. (Ib/size) 8=989/Mechanical, 2=1060/0.6-0 Max Horz 2=198(LC 12) Max UplihB=-226(LC 13), 2=-258(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1741/633, 3-4=-1263/531, 4.5=-10731529, 5.6=-1278/509, 6-7=-1353/501, 7-8=-955/ 375 BOT CHORD 2- 13= 602/1464, 12-13=-602/1464, 11-12= 359/1064, 10-11=-359/1064, 9-10= 523/1392 WEBS 3-13= 0/267, 3-12=-472/278, 4-12=-82/316, 5-10=-14/311, 6.10=-372/181, 6-9=-738/405, 7-9= 588/ 1586 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=4.2ps1; BCDL=6.Ops1; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 8 and 258 lb uplift at joint 2. 8)' Seml-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' WARNLVG - verily dsdln parameter; and READ NOTES ON TIOS ANDVOCLUDED IUr7Elr REFERANCE PAGE NO.7472 rev. IO SM15 BEFORE USE Despt vdkl too use only with W lek9 conneclors. ihk alesIM It LOsed only upon psameters Shown. Ond is to an hWNkAtal lxNtlhtg component, not a tnos system. Betoe tee, the bt&frtg designer mini vedty, the applicabllty, of design pmamelers and ptoPedy Yncogtooate M clesign Into the overall Addtktn0l tempolay Ond permanent MOW WOW building design. ®OcingWxk:aled Is to ptovenf buctdbg or kxfl%4 al mm web and/or chwd members only is always oe" ad for skmWly and to peveni collapse Win possible personal Wray and pooperty damage. too genetal gtldance legating the IabticatbrL slotage. delivery. oection and boachq of tnmes and Irus systems, seeANSI/TPII Quality Motto, DSB-89 and SCSI Building Component 6904 Perks East Blvd Safety Information ovcOc" e nom lrtm Plate Inslltute, 218 N. Lee Sheet. Stile 312. Alexandit VA 22314. Tamps. FL 336t0 JobruSS I russ I ype t1' T70741812 TB0090 T14 Roof Spacial 1 1 Job Reference(optional) Buddera FuslSource, Tampa. PIHM Gay. Florida 33566 T os mat co iv va w cv, ee , ID:FE699Bacg5xg4XhyGs3qSWyke2c•VdLpF2a37tjAeC1 dnryYXIJYpn4rcwFWVJSgtzWSBx 1-0-05.1.7 10-0-0 17-8-0 24-" 27.21 1- 0-0 6-1.7 4.10.9 7-8-0 7-0-0 2-0 4x6 = SO = Scale . 1:49.5 4x6 / 1" L IV n a 3xa = 3x4 = 3x6 _ 2x4 II 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 YES Code FBC2014/TP12007 CSI. TC 0.92 BC 0,88 W B 0.36 Matrix) DEFL. in Ven( LL) -0.22 Veri( R) -0.59 Horz( TL) 0.07 Ioc) Well Ud 2- 12 >999 240 2- 12 >542 180 8 n/a We PLATES GRIP MT20 244/190 Weight: 141 lb FT = 204e LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7.6.2 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 5.12 WEDGE Left: 20 SP No.3 REACTIONS. ( Ib/size) 8=989/Mechanical, 2=1060/0.6-0 Max Horz2=154(LC 12) Max Uplift8=•203(LC 13), 2=-242(LC 12) FORCES. ( Ib) • Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1669/670, 3.4=-1428/551, 4.5=-1230/546, 5-6=-1424/534 BOT CHORD 2.12=-590/1424, 11-12=-381/1207, 1D-11_ 381/1207, 9-10=-492/1327, 8-9=-485/1337 WEBS 4-12= 7/382, 5-10--WOS, 6.8= 1635/594 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=4.2ps1; BCDL=6.Opst: h=25fl; Cat. 11; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bonom 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 203 lb uplift at joint 8 and 242 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) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' INARNM - Ved fy design paramatars and READ NOTES ON THIS AND INCLUDED AUTEN REFERANCE PAGE N04473 rev. IW120IS BEFORE USE Design valld for use only vAth 1,0111ek6 conneclors. lnls design Is Ixaecionly upon W ameten shown, a ci is for an nidvdual I.wldIng component, not a tRrs system. Before rise, the building designer mint verily the appllcalAlly of design paanelers and gopedy Incorporate tits doslpn Into the overall Nfidno design. ® acing trwilcoled Is to prevent buctdfrlg of IndMdud in,= web and/ot chard members only. Addtbnal lempaay and permanent bracing MiT®k' Is always tec"ed for slaWly and to prevent collapse with possslle personal Injury and property damage. Fa general gulch ce regadng Ina fabrInollon. storage, delivery. erection arxi bracing of tsussos arxl in = systems, soeANSI/iPI I Quality Criteria, DSB-0 and SCSI Building Component 6904 Parka East Blvd. Safety Information ovaDal>fe from truss Rate Institute. 218 N. Lee Sheet. SJIe 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss cuss Type ry P T10741813 TB0090 T1S Hip 1 1 Job Reference Bona BuMats FaslSourca. Tempe, Plant City, Florida 33566 r 640 a Ap, re nno mica mcumnac. i- Tue mc, co w w w c-- r r0a . ID:FE699Bacg5xg4XhyGs3qSWyke2c-VdLpF2a374AeC1 drxyYXILOppnrlfFWVJSgfzWSBx 1-0-0 8-0-0 13.10-0 19-0-0 27.2-0 10-0 8-0-0 5-10-0 5-10-0 7-" Scala . 1:48.5 sxa = 20 II Sx8 = 4x6 = 77 _ e 3x8 II 2x4 11 3x4 3x8 = 2x4 II 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 FBC2014ITP12007 CSI. TC 0.83 BC 0.71 WB 0.18 Matrix) DEFL. In Vert(LL) 0.14 Ven(TL) -0.34 Horz(TL) 0.07 poc) Well Ud 2.11 >999 240 2-11 >957 180 7 n/a rVa PLATES GRIP MT20 244/190 Weight: 130lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 1.3.2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8.9.0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Lett: 2x4 SP No.3 SLIDER Right 20 SP No.3 4-3-0 REACTIONS. (lb/size) 7=994/Mechanical, 2=106510.6.0 Max Harz 2=92(LC 16) Max Upli117_ 180(LC 13), 2— 221(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1652J576, 3-4=-1629/670, 4-5=-1629/670, 5-6=-1478/568, 6-7=-1589/552 BOT CHORD 2-11=-384/1365, 10.11=-383/1371, 9.10=-383/1371, 8.9-368/1326, 7-8-370/1320 WEBS 3-11=0/314, 3-9-188/432, 4-9=-347/237, 5-9=-192/478, 5-8=01282 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft: Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (envelope) gable end zone and C-C Extenor(2) zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ' 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint 7 and 221 lb uplift at joint 2. 8) 'Semi-ngid pltchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vavty dsdyn pwarnstavc and READ NOTES ON THIS AND INCLUDED AITTEK REFERANCE PAGE Nh7473 rev. #=MIS BEFORE USE Design valid lot use only vA1h h4lek® conneclors. lids design Is based only upon paameters shown, and Is lot an Individual buld ling cormpolnent not a Ina s system. Iselae use. the building deslgnef mini verity the aWlcabllty of design paameters and property Incapotate 0%design Into the ovetill building design Bracing indicated Is to prevent b ilcldbng of Individual miss web and/or chord members only. Add illond lemporay and permanent btachng MOW Is always iegtlred lot slob01iy and to prevent collgxe vAlh posZle petsonal tni ry and property danoge For genet l gt/dance iegacitng the fabrication. storage, delivery. erection and tmadrog of tnissos cxxi tnrss sysdems, seeANWTPI I CuaBty Cdtedo, DSB-89 and SCSI Bul1d1rV Comporont 6904 Parke East Blvd. Safety Information avdlable turn Iris Plate builMe. 218 N. Lee Sheet. SLAW 312. Alexandria. VA 22314. Tamps. FL 33610 Truss Truss Type e ,oty ly T10741614lJobT80090Ti6MONOP17CHGIRDER11 Job Reference(optional) Bullaets hustSeerCe. Iarr4a. vmm Ley. rlonas jzoO ^r •a "•••• •^••v^ • •.....• ID:FE699Bacg5xg4XhyGs3qSWyke2c•zgvCSObhuBr 1 FLbBBYSB5krdKDECawIP193hM5zW SBW 3-0-0 7-0-0 3-0-0 4-0-0 Sx6 = 3411 — LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Ven(LL) 0.04 4-5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Ven(TL) 0.08 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(fL) 0.01 4 n/a fVa BCDL 10.0 Code FBC2014/rP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1886/0.6-0, 4=1533MIechanical Max Harz 1=151(LC 23) Max Upliftl=-388(LC 8), 4=419(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2518/524 BOT CHORD 1-9-586 2242, 5-9-586/2242, 5-10=-586/2242, 4-10— 586/2242 WEBS 2-5=-355/1831, 24=-2393/622 Scale . 1:23.7 PLATES GRIP MT20 244/190 Weight: 41 lb FT = 20% Structural wood sheathing directly applied or 3.7-5 oc puffins, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0ps1; h=251t: Cal. II; Exp B: Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grlp 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 buss to bearing plate capable of withstanding 388 lb uplift at joint 1 and 419 lb uplift at joint 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 974 lb down and 200 lb up at 1-0.12, and 969lb down and 223lb up at 3-0-12, and 969 lb down and 246lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 4.6=-20 Concentrated Loads (lb) Van: 5=-969(B) 9-974(B) 10=-969(B) WARNING • Verify deslpn parameters and READ NOTES ON TH S AND WCLUDED WTEK REFERANCE PAGE NO-7473 rev. ra ZWOS BEFORE USE Design valkd toi use only vAm Mllek®connectois INs design Is based only ulnn parameters snows, and is la an hdtvkttrol building aompOrnenl. rat a him system. Before use. the building designer must verity the al4ftabllly of design paamelers and properly hcorpotale M design Into the oveii inm chord member only. Additional temporary and pennonenl brochg Welk' building design Bracing Indicated Is to prevent bridling of Individual web and/or is always tequlied too stability and to prevent collalm wtth possible personal k*xy and poperly damage. For general guidance regarding the labilcallm storage. delivery. erection and bracing of trusses and trim systems. seeMSVIPI I Quality Criteria, DSB-69 and SCSI Buemn9 Component 6904 Parke East Blvd. Safety Information avtLatAe from truss Plate hs111ulo. 218 N tee Street. Suite 312, Alexaldrkx VA 22314. Tompa. i. 33610 Job Truss Truss Type ry P T107+1816 TB0090 717 HIP Girder 1 Job Reference bona Builders FuslSource. Tampa. Plant City. Florida 33566 7 640 s Apr 10 Nis Mrtek Industries. Inc Tue Mar 28 10.09:08 2017 Page 1 ID: FE699Bacg5xg4XhyGs3qSWyke2c•ROTagkbJlUzutVANIGzOeyNe9dYgJMAY_poFvXzWSBv 1.0-031.7 6-0-0 1134 164.12 21-0-0 24b- 27-00 28.8-0 t- 0-0 3.1-7 2-t09 530 S•1-0 S34 2.108 3.1-7 /-0-02 1 4x6 = 6. 0o F2 3x8 = 2x4 11 Sx8 = Scale - 1:49.6 3x4 = 1s 14 13 12 16 11 3x8 Us = 2x4 it 4x6 3x8 = 6k8 = 3x12 MT20HS II LOADING ( psi) SPACING- 2.0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Ven(LL) 0.19 11-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 VBn(TL) -0.39 11.12 >826 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO W B 0.95 Horc(TL) 0.07 9 We n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 166lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.4-11 OC puffins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 9.3-11 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x8 SP 240OF 2.0E REACTIONS. Ob/size) 2=1401/0.6-0, 9=2101/0.6.0 Max Horz2=67(LC 12) Max Uplifl2=- 354(LC 5), 9=-632(LC 4) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2392/667, 3.4=-2340/676, 4-5=-2109/632, 5-6=-3842/1251, 6.7-384311251, 7-8=3874/1278, 8. 9- 3833/1234 BOT CHORD 2-15- 578/ 2025, 14-15=-989/3282, 13.14-989/3282, 12-13- 989/3282, 12-16=-1085/3503, 11- 16-1085/3503, 9.11-1022/3255 WEBS 4-15=-180/811, 5-15=-1416/523,5-12=-319/702,6-12=-281/199,7-12=-483/658, 7-11=351/1217, 8- 11 =- 131/328 NOTES- (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25it; Cat. 11; Exp B; End., GCpl=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of miss to bearing plate capable of withstanding 354 lb uplift at joint 2 and 632 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) 99 lb down and 140lb up at 21-8-0 on top chord, and 1168 lb down and 382 lb up at 20-8.12, and 130 lb down and 79 lb up at 21.8-0 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 1s the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Continued on Datte 2 0 WARNWG • Vafly design parunNers and READ NOTES ON TM AND ANCLUDEDWTEK REFERANCE PAGE AUL7473 rev. /aOMW IS BEFORE USE Design vdld lot use only vAM Mllek® connectors. IMs afeslgn Is based only uryon parameters shown. and Is for an IndlvkAxb building component, not a tRrss system. Before tse, the bul cling designer must verily the appOcabllN of design porarnetors and popedy Incorporate this design Into the overall buiding design. eacing indicated is to prevent budding of Individual truss web and/or chord members only. Additional temporary and pemnarnent btac.9ng WOW h dways retPLed tm stability and to Ixevent collapse wrih posstio persond"atrnd piopedy danage. Fa genial guldalce regarding the kbricatlon. storage, delivery, erecllon and trocbng of Mrsses and Inns systems. seeANSt/rPll Qua01y Cdlarlo, DSB-69 and WSI building Componenl 6904 Parka East Blvd. Safely Information available born buss Rate InstlMe. 218 N. Lee Street, Stile 312. AlexanaAct. VA 22314. Tarrpa. FL 33610 Jobruss truss type ty PlyT707418tS TS0090 T17 Hip Girder t t Job Reference(optional) tsu00ers feel, WIGS, lampa. rrsrn filly. roorraa 33ao0 ^r• .^ • ••^ •• ..•- u ID:FE699Bacg5xg4XhyGs3qSWyke2c-ROTagkbJlUzutVANIGzOeyNe9dYcIJMAY_poFvXzWSBv LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4— 54, 4.7=-54, 7-10---54, 2.9= 20 Concentrated Loads (lb) Vert: 7=-66(F) 11=-121(F) 16-1168(F) WARNWO • Vartry dadyn pa wWars and READ NOTES ON inks ANDWCLUDED WFEK REFERANCE PAGE II1747J rov. idR MIS BEFORE USE Design valid la use ordy with Mllek®conneclom Ills de*p It used only upon paameters shown. and Is lot an IrWNlduol building Component. nor a truss system. Before use, the building designer must verify the "Icabllly of design paameters and properly Ir corporate this design Into the overall building design. ®acing WxXoted Is to prevent bucldlltg of Irldl MX31 truss web and/or chord members ordy. Additional temporary and permanent bacing MOW Is always leclu6ed " stability and to prevent collapse with possible personal k*jry and popery danage. For generd gu ldatce iegording the Iabrlcatbn storage. delivery, etec9on and bracing of trusses and truss systems. seeMSVWI I Cua01y Criteft DSB-89 and LCSI Building Component 6904 Parke East Blvd SatNy, IMormotlon available porn trig Plate institute. 218 N. Lee Street. Su lle 312. Alexaxftkx VA 22314. Tarrya. FL 33610 Job Truss Truss Type ty Pry I-efl, Te0090 Tie Common 2I" Job Reference(optional) tsuuasrs rstnsotncs. T amps. rtam t.ay, moms xs oo r... _ .._. -- .- -'•^ --.. . _o_ . ID:FE6998acg5xg4XhyGs3qSWyke2c-ROTagkbifUzutVANIGzOeyNpidZOJYOY_poFvXzW SBv t00 . 5-3-7 10-4-0 15.4-9 20-00 1-0-0 5.3.7 509 509 5.3.7 Scats . 1:37.5 4x6 = 2 i 6.00 12 20 \\ 3 20 5 6 Llet B 7 r r 4x6 = 9 30 = 30 = 3x4 = 06 = 6.11-10 1386 20.8-0 6-11-10 6.8.13 6-11-10 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ven(LL) 0.06 6.7 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.51 Vert(TL) 0.17 6-7 999 180 BCLL 0.0 Rep Stresslncr YES WB 0.17 HOrz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 94 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 6=751/Mechanical, 2=823/0-6-0 Max Horz 2=114(LC 12) Max Uplift6=-180(LC 13), 2= 217(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1247/496, 3-4=-1099/498, 4-5=-1124/509, 5.6=-1264/511 BOT CHORD 2-9=-359/1038, 8-9=-157/717, 7-8— 157f717, 6-7= 376/1075 WEBS 4-7=-161/440, 5-7=-261/251, 4-9= 142/404 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc puffins. BOT CHORD Rigid ceiling directly applied or 9.5-5 oc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25it; Cat. II; Exp B. Encl., GCPI=0.18; MWFRS (envelope) gable end zone and C-C Exterfor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load norlconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 miss to bearing plate capable of withstanding 180 lb uplift at joint 6 and 217 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING - Verily dodpn parameters and READ NOTES ON TmZ AND INCLUDED N TEN REFERANCE PAGE 11ll-7473 rev. laWMIS BEFORE USE Design vdid for use only vAth Mllek® Connectors. Rik design Is based only upon paometers shoal RW Is Iq an Individual brffiIDlg Component. not a buss system. Before use. the txgck* desigm must verity the applicability of design paaneters aid property f<tcorporate M design Into the overall txAMV design. Racing kxkaled is to prevent btrcldbng of Individual truss web and/ot chard members only. Additional temporary and permanent bacng WOW is ctways lectured Ids siaLt0ity and to prevent collapse vAM postAe personal lnluay and property danage. For genetat guidance iegadling Ste klxlCotion. storage. del", erection and bracing of muses and tans systems. soeANSVTPI t Quality Criteria. OSS-89 and SCSI Sullding Component 6904 Parks East Blvd Safety Information ovallade horn trim Plate knsllMe. 218 N. Lee Skeet. State 312. Alexandria, VA 22314 Tampa, FL 33610 Job Truss Type Qty Fly Tt0741817 T80090 IT ST Common 1 1 Job Reference Bona oul ter rasusource. Iampa. rram t ffy. rrwroa aaaoo _..,..._ •_ .--.._. --- ID:FE6998acg5xg4XhyGs3qSWyke2e-vClyt4cy0o.51VfIZJzV1A9wwv 1 gc2yYhCTYoR_zW S8u t•0-0 , 4.8.7 9.2-0 10.4-0 14.9-0 18.2-0 20.8-0 1-0-0 4-8-7 4-6-01.2-0 3-tt-0 3.11-0 2-6-0 Scale . 139.3 4x6 = 4 6 00 12 2x4 6 3x4 : 3 4x6 11 7 7-1 2 2 10 il- 6x8 = 11 3x8 = lIo 14 13 6x8 = 9 3x4 = 4x6 = 2x4 it 2x4 11 3x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.19 10-11 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(fi.) -0.56 10-11 >445 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 HOrz(TL) 0.14 8 n/a FVa BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 112lb FT = 2O°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD Structural wood sheathing directly applied or 5.0.2 oc purlins. 5.8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 8-6.6 oc bracing. BOT CHORD 2x4 SP No.2 *Except' 4-13: 2x4 SP No.3, 7-9: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=763/Mechanical, 2=820/0.6-0 Max Horz2=118(LC 16) Max UplittB=-183(LC 13), 2=-213(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1303/502, 3-4=-1158/492, 4-5=-1017/474, 5-6=-1070/449, 6.7=-1432/603, 7-8=-1227/485 BOT CHORD 2.14-382/1113, 11-12=-264/964, 10.11-461/1323, 8-9=-377/1002 WEBS 12-14-362/958, 4-11=-328/262, 5-11- 342M". 6.11-526/338 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Ops1; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 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 183 lb uplift at joint 8 and 213 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING - Vodly design parameters and READ NOTES ON THE AND INCLUDED IWTEK REFERANCE PAGE h%7473 rev. IMMIS BEFORE USE Design valid lot use ornly vAth Ml lek0 connector Ruh design Is based oNy upon paometers mown. and Is rid an Individual btAdbV component. not a Irtss system Belore use. the building desigm mtal verity the applttrillly of design Matneters and property hcorliotote the design Into the overall building design. ®ocN indicated Is to prevent buctdRng of Individual ttus web aid/ot chord members oNy. Additional temporary and permanent Ming MiTek' 6 always tegtired lot sk"lty and to lxevenl coticMe vdth possible personal RYuy and ptopeay damage. For general guidance regodng the tabtkatknn slaage, delivery. ereeflon and bracing of muses and tnrs systems, seeANSVIPI I Quality Criteria. DSB-69 CM SCSI Building Component 6904 Parke East Blvd. Salary Irdormatlon avalaMe Rom truss Rate InstiMe. 218 N Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type ry ply 710741816 T80090 719 IAonopach Girder 1 1 Job Reference bona Budders FustSourcs. Tampa, Ptah Gay, Flortire 33568 r.c+v a npr is cv a wi i sk i us mug cc w v. w w.. oye , ID:FE699Bacg5xg4XhyGs3qSWyke2c-vCi y14eyOo5NtIZJzVIA9w1 F 1 sh2wnhCTYoR_zWSBu 6.0-0 2.11.11 3.0-5 30 = 6 . 1. 4x6 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Veff(LL) 0.02 4.5 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.04 4-5 999 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.48 Horz(rL) 0.01 4 n/a rlla BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1414/0.8-0, 4=1188/Mechanical Max Horz 1=134(LC 23) Max Uplihl=-347(LC 8), 4=362(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1461/328 BOT CHORD 1-6= 381/1229, 5-6=-381/1229, 5-7=381/1229, 4.7=381/1229 WEBS 2-5=-278/1256, 2-4=-1404/435 Scale . 1:21.0 PLATES GRIP MT20 244/190 Weight: 34 lb FT = 2M4 Structural wood sheathing directly applied or 4-9.11 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpi-0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This 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 tit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 347 lb uplift at joint 1 and 362 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load($) 731 lb down and 200 lb up at 0.8.12. and 731 lb down and 200 lb up at 2-8-12, and 731 lb down and 200 lb up at 4-8-12 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 miss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 1-4=-20 Concentrated Loads (lb) Ven: 5=-731(B) 6-731 (B) 7-731 (B) WARNING . Vwtfy design paramefrs and READ NOTES ON TWS AND INCLUDED ARTEN REFERANCE PAGE U1144 3 ray. laW)MIS BEFORE USE Design vdid tot use only vAlh Mllek® connectors. Us design is based only upon paamelem shown. and Is tot an hdivkktdf bolding Component not a htas system. Before use. the NadIng designer must verify the appOcabliN of design paametets and properly hcorpoiote 0% design Into the overall LxAdhg design. Bache Irdkated Is to pevent Lxtcldl ng of Individual truss web ad/or chord members aNy. Additional temporary and permanent bxacblg Welk' It always tegJred lot slat)lKly and to pievenl collapse wilh pOaOJle persond h)tay and popery damage. Fa genera guidance tegcsdhg the talxkatlon. slaage. delivery. erection and dating of trusses and truss systems, seeANSVTPI1 Cuallry Cdledo, DSB49 and SCSI Building Component 6904 Parka East Blvd Sarery Information avcft"e from buss Plate Institute. 218 N. Lee street SJIe 312, Mexatdro. VA 22314. Tampa, FL 33610 Job Truss FUSS I ype . . TID741819 T80090 T20T Common t t Jab Reference Gonad Builders FiistSource. Tampa. Plant Coy, Florida 33566 7.640 s npr rro 20 ro mn ek i.-i i- . e o aj& . ID:FE699BacgSxg4XhyGs3qSWyke2c-NPbK40daA6Db7pKisgOujNT T09YmPoFA7HMzOzWSBt t 0 , 4-8.7 9.2-0 t04-0 143-0 18.2-0 208-0 L-8-0 t-0-0 ' 4-8-7 4.5.9 1.2-0 3.11-0 3.11-0 2 fr0 t-0-0 Ji 3 30 = 06 = 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 FBC2014/rP12007 LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 4-14: 2x4 SP No.3, 7-10: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=819/0-6.0, 8=819/0.6-0 Max Horz 2=108(LC 12) Max Uplift2=-213(LC 12), 8=-213(LC 13) 4x6 = 20 II 6x8 2x4 II 30 = Scale . 1:39.5 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.99 Ven(LL)-0.2011-12 >999 240 MT20 244/190 BC 0.85 Ven(TL)-0.5911.12 >419 180 W B 0.36 Horz(rL) 0.15 8 n/a rVa Matrix-M) Weight: 113lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10.00 oc bracing. Except: 9.11-3 oc bracing: 2-15 8-10-8 oc bracing: 11-12. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1301/499, 3.4_ 1154/482, 4.5=-1016/466, 5.6=-1068/441, 6.7=-1424/590, 7-8=-1216/473 BOT CHORD 2.15=•352/1110, 12.13=-234/959, 11-12- 424/1311, 8-10=-345/995 WEBS 13.15= 334/957, 4-12= 324/254. 5-12= 332/841, 6-12= 5131327 NOTES- (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 2 and 213 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' I '? WARNWG - Veriy dedpn panmetam and READ NOTES ON THIS AND WCLUDED AIREK REFERANCE PAGE NO.7473 rev. IM1*015 BEFORE USE Design vaild for use only vAth 101111ek8 connectors. R* design Is based only upon paramelers shown, and Is rot an Indndlli" building component, not a htas system. 9elore use. the IxBMp designer must verily the ot4%cablilly, of desl0rt parameters aril properly Incogoiale OM design Into the overall btrd t ng design. Bracing Indicated Is to txevenl budding of IndkAdtial frum web and/or chord members only. Additional temMary and pemlanenl loading WOW is always recitted for stabBlty and to prevent collapse wllh possible personal lr Aay and property damage. For general guidance regarding the IWrlcatbn, storage. delivery. election and bracing of trusses and tnm systems, seeANSI/TPII GuoOty Cdtedo, DSB-89 and &CSI Building Component 6904 Parke East Blvd , Satery information avallable from Truss Nate iutltute. 218 N. Lee Sheet. Sulle 312, Adexarxlla VA 22314 Tampa, FL 33610 Job fuss fuss Type T10741820 Tam 1,217 Hip 1 1 Job Reference bona Builders FrrslSWlCS. Tampa. Plant crry, fOno& arose rvv-v.racv,vm,,...+rw I- F.U. .__.. ID:FE699Bacg5xg4XhyGs3gSWyke2c-rbBrlmeCxPLSkzvyOOX7Fa?9ag2lVs3_gnlvVszWSBs t-0-0 4.7.7 9-0-0 11-8-0 16-0.9 t8.2.0 20.8.0 4.7.7 4.4-9 2-8-0 4J•9 2.1.7 2-"1-00 Scale . 1:38.5 4x6 = Sx8 = 30 = 4x6 = 20 II 2x4 11 30 = 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/rP12007 CS1. TC 0.97 BC 0.64 W B 0.36 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.12 11-12 >999 240 Ven(rL) -0.36 11.12 >692 180 Horz(TL) 0.11 8 We We PLATES MT20 Weight: 113lb GRIP 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing, Except- 4-14: 2x4 SP No.3, 7-10: 2x6 SP No.2 9-11-12 oc bracing: 2-15 WEBS 2x4 SP No.3 8-0.10 oc bracing: 11-12. REACTIONS. (lb/size) 2=819/0-6-0, 8=819/0-6-0 Max Horz 2=-96(LC 17) Max Upl1112=-203(LC 12), 8=-203(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1304/492, 3.4=-1116/457, 4.5_ 954/450, 5.6_ 1167/448, 6.7= 1649/673, 7-8=-1227/467 BOT CHORD 2.15=-347/1115, 4-13_ 76/282, 12-13>203/992, 11-12=-533/1565, 8.10=-342/1011 WEBS 13-15= 330/954, 5-12= 58/446, 6-12= 626/354 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=25ft; Cat. 11; Exp B: End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extertor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.6D 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will lit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 203 lb uplift at joint 2 and 203 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.' MRNWG • Verly design parameters and READ NDTES W TM AND WCLUDED WEK REFERANCE PAGE MD-7473 rev. 1003MIS BEFORE USE Design valid tot use only vAth Mllekr9 conneclors, D& de*p Is based only upon pmaneters stow L and is for an bxiMdtxf bukft component not a trust system. Before rae, the 1xUa9ng designer must verily the aWic iAlly of c laslgn pataneleis and poperly hcort)orote tits design Into the overall brlc9nq design Bracing Indicated Is to prevent buolahq of hdMdual truss web anal/or Chad members only. Adc9ttonal lemtoray and permanent txacing M iTek' is atways teguited fa stabBlty and to prevent collapse with possble persono0 htury aW property ciana0e• For genetal quittance regarding mo klbticafbn, storage, dellvery, erection and btochtp of inaws, and miss systems, seeANSVMI Quality Cdtedo. DSB-69 and SCSI Building Component 6904 Parke East Blvd. Solely Information ovallaMe from his Rate Institute. 218 N. lee Sheet. Suite 312. Alexanddo, VA 22314. Tamps. FL 33610 Job Truss Truss Type 0 ry ply 710741821 TB0090 T22T Hip t 1 Job Reference (optional) uuuaers rustsource. Ianipa, rum cxy, rroaaa J=oo w• •G•.• •^ r• • -- n- ID:FE699BacgSxg4XhyGs3qSWyke2c•Kn15V6egijTJM7U6_52MooYL4 EopEJ28vRmS2JzW SBr 1-0-0. 7-0.0 9.2-0 13-8-0 te-2-0 20-0-0 21-8-0. t-0. ' 7-" 2-2.0 4-6-0 4 6-0 2" 1.0-0 Sx8 = 3x4 = 4x6 = Scale . 1:38.5 600 FIT 3x6 II q 6 v 2 i42 10 7 8 rib R r " 5x8 = 17 4x10 MT2OHS 1 I to o 14 13 3x4 9 r 3x4 = 3x4 = 2x4 II 2x4 11 30 = 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/TPI2007 CSI. TC 0.85 BC 0.99 W B 0.38 Matrix-M) DEFL. in (loc) Well Ud Vert(LL) -0.21 10-11 >999 240 Ven(rL) -0.48 10-11 >521 180 HOrz(TL) 0.15 7 n1a We PLATES MT20 MT20HS Weight: 99 lb GRIP 244/190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 1 'Except' TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlIns. 3-5: 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 4.13: 2x4 SP No.3, 6.9: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=819/0-6-0, 7=819/0.6-0 Max HorZ 2=77(LC 16) Max Uplift2=-183(LC 12), 7=-183(LC 13) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 Qb) or less except when shown. TOP CHORD 2-3=-1203/433, 3-4=-1339/529, 4-5=-1270/520, 5-6=-1410/506, 6-7=-1229/454 BOT CHORD 2-14- 258/997, 11-12=-348/1362, 10-11=-327/1259, 7-9=-332/1015 WEBS 3-14= 268/136. 12-14_ 224/999. 3.12= 159/639, 5-11=0/292 NOTES- (9) 1) Unbalanced roof live loads have been considered lot this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph: TCDL=4.2ps1; BCDL=6.Ops1; h=2511: Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 6) - This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6.0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 2 and 183 lb uplift at joint 7. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' 0 WARNING- Vodry dedgn paramatsrs and READ NOTES ON TM AND INCLUDED A1REK REFERANCE PAGE N67473 rev. 1062MIS BEFORE USE Design vakl lot use only wrm Mllek®conneclors. 1hh de*;n is bc1sed only upon parorneters shown. and Is tar an hdMckxj buldhg comlxtnent, nor a truss system. Before use. the txLalng designer must verify the applkabllly of design Ixxamelers and property Incorporate, this design Into the overdl btAding design. Bating indicated Is to lxevenl budding of Individual tons web and/or chord members only. Additional temporary aril permanent bracing WOW 6 always regrlsed for slablilty, and to prevent collapse with possible persona hlury r>rW property damage. For general guidance regarding the fatxk:allm storage, del". eteclion and txachg of lnrses and tons systems, seeANsl/fll I Quality Cdteft DSS-89 and BCSI flitUng Component 6904 Parke East Blvd. Sarety Information avdlrtle tom truss Rate Inslllule. 210 N. lee Street. Stlte 312. Alexandrb. VA 22314. Tonga. FL 33610 Job Truss Tfuss Type aty ly Tt0)41822 T80090 723T Hip Gird&r 1 1 Job Reference Donal Budder Fe&15ouice. 7ariga. Yranf uny. f-rnaa 33>aa ...+v a..p..v ...... ..... o._e- ID:FE699Bacg5xg4XhyGs3gSWyke2c-o_GTjSfST 1cA_G3KYpZbL'r5bge9EzjbH74 WOaIzW SBq 1-0-0 S-0-0 9.2-0 12-3.4 15-a-0 18-2-0 21_0 21-b-0. 10-0 S-0-0 4-2-0 3.14 3.4.12 2-6-0 2.6.0 10-0 Scale . 1:39.5 Sx8 = 3x4 = 20 II Sx8 = 3x6 = 4x6 = 4x6 11 30 = 3x4 = LOADING (PSI) SPACING- 2-0.0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.16 13.14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(TL) -0.36 13-14 >681 180 SCLL 0.0 ' Rep Stress Incr NO W B 0.55 Horz(rL) 0.14 8 rVa We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 113lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.4 oc punins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid telling directly applied or 10-0.0 oc bracing, Except: 2-15: 2x6 SP No.2, 4-15: 2x4 SP No.3, 7-14: 2x4 SP M 31 9-8-11 oc bracing: 2.16 WEBS 2x4 SP No.3 7-11-7 oc bracing: 13-14. 10.0-0 oc bracing: 11-12 REACTIONS. (lb/size) 2=1263/0.6-0, 8=1021/0-6-0 Max Horz 2=58(LC 27) Max UplIf12=-335(LC 5), 8=-242(LC 4) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2255/675, 3-4_-3197/994, 4-5=-2675/801, 5.6=-2675/801, 6-7-2253/6041 7.8=-1468/377 BOT CHORD 2-16- 575/1958, 16-23=-170/539, 15-23-170/539, 14.15=-85/308, 4-14=-125/256, 13-14-969/3291, 12.13= 486/2025, 11-12--484/2000, 7.11- 394/1605, 10-11=-121/552, 8-10-28Wl 173 WEBS 14-16=-409/1452, 3-14=447/1382, 4-13=-7451270, 6-13-332/846, 6.12=-26/361, 7-10=-9131230 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph-, TCDL=4.2psf; BCDL=6.Opsl; h=2511; Cal. 11; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 335 lb uplift at joint 2 and 242 lb uplift at joint 8. 7)'Semi-rigid pitchbreaks with lixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) 82 lb down and 114 lb up at 5.0.0 on top chord, and 104 lb down at 5-0.0, and 521 lb down and 208 Ib up at 6-11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on atle 2 WARNING - yadl y design parwnerars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE AML7473 rev. 18MMI S BEFORE USE Dedip valkt for use only wtm Klek® connectors, tints design Is based only upon WarMIers sr o ,and Is for an IndNkAxf lxddW* component. not o true system. Before use. the IxOdbv designer must verily the app9coblify of design paaneters anti properly hcorpaale this design Into the overcill only. Aaallkxnal temporary aid permanent bracing WOWbtmdhgdesign. Bachg k K kated Is to revent bucMBlg of bxf1vkhx9 truss web and/or ctmd members Is always fec fed for stability and to prevent collapse wtlh rossfllle persorld"and p oixrty darnQDe. Fa general guidance tegadhg the lalxicatlon, storage. delivery, erection onct bracing of trusses and truss systems. seeANSVTPI I Quality Criteria. DSB-89 and BCSI Building Component 6904 Perk& East Blvd. Safely Information available from true Plate hsllkne. 218 N. Lee Street. Su lle 312. AlexarKtilm VA 22314. Tanq&. FL 33610 Job Truss Truss Type . ty T10741822 TOW90 T23T Hip Girder 1 t Job Reference o Gona Borders FuctSouree. Tarnpa, Plant Oily. Florida 33566 r cwv a AP, rs zvro irur ec mawnwa, ice. . • c • • ' c ID:FE699Bacg5xg4XhyGs3qSWyke2c-o_GTiStST 1cA_G3KYpZbL?5bge9Ez1bH74 WOatzWSBq LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-3= 54, 3-6=-54, 6-9= 54, 15-17=-20, 11-14=-20, 10.20=-20 Concentrated Loads (Ib) Vert: 3=-64(F) 16_ 62(F) 23=-521(F) Q WARNWO - Vartry dssfyn pw m fws and READ NOTES ON THIS AND INCLUDED AOTEK REFERANCE PAGE A167473 rev. 10)[11 10tS BEFORE USE Deslgl volld for use only with 169104) conneCIOM This deMM is based orgy tiporl paametels shown. and Is for a1 IrdMdud btdkWV component not a puss system. Below tae, the bNdng designer must verity the clppllcabAlly of deMW Parameters and property Incorporate this design Into the over, btBcMV design. ®aClnp nldlcated Is to prevent trrckWV of bdMdual tuns web of W/ot chord members only. Additional lempoialy and permanent bracdlg MiT®k' Is always regtlted lot stability and to prevent collopse with possible personal ll*jFy and properly damage. For general gtictalce iegadbg We k "Icotbn storage. dellvery, etectlon and bracing of muses and truss systems seeMSVTPI I Quality Criteria, DSB-89 and IICSI BuBding Component 6904 Parke East Blvd. Safety Information ovcllaMe nom Truss Plate InstlMe. 218 N. Lee Street. Sulte 312, Alexandria VA 22314. Tarnpa. FL 33610 Job Truss truss type . TI074te23 TB0090 T24 Common 1 t Job Referencefional Budder Fastsource, lampa, root cay. FID110a 33baa ^v • v lam• +•• ID: F E699BacgSxg4XhyGs3qSWyke2c-o_GTiSIST 1 cA_G3KYpZbL?SbCeGzzgMH74WOalzWSBq 6.10-0 13-8-0 14-0-0 6.10-0 6.10-0 1-0-0 Scale . 1:26.1 4x6 = I 3x4 = 2x4 II 30 = LOADING (psi) SPACING- 2.00 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DC 1.25 TC 0.57 Vert(LL) 0.08 1.5 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) 0.16 1-5 992 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HOrz(fL) 0.01 3 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 50lb FT = 20-. LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=491/Mechanieal, 3=565/0.6-0 Max Horz 1=-81(LC 13) Max Uplihl=-118(LC 12), 3=-155(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-685/282, 2-3=-6901284 BOT CHORD 1-5=-126/531, 3-5= 126/531 WEBS 2.5=0/317 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & 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 nonooncunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 118 lb uplift at joint 1 and 155 lb uplift at joint 3. 7) 'Semi-dgid 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.' WARNWG - Vwlly d009n pwamatara and READ NOTES ON THIS AND WCLUDED WTEK REFERANCE PAGE 1107473 rev. 1003WIS BEFORE USE De*p valid for use only with Nlek® conrtectots. thts de§M E lxwd only upon Ixiamelers down. and Is fa an lndh4dual b uldbtg Componenl, not a Inas system. Be1ae use. the txRdng deslpner must verily the ayplicabllly of design parameters and property Incorporate 0%design Into the overall btldbt0 design. Bochg bxllcated Is to prevent bucldbtg of bxlly duct truss web and/or chord members Orly. Additional temporary and permanent lxackng M iTOW Is always regtlred Ia stability and to prevent collapse with poss"a personal Injury and property damage. For general gtldance tegadbng the Iabricallon. storage. delivery, erection a ci dating of trusses ax1 truss systems, seeANSUM) Quality Cdlw$o, OSS-89 and BCSI Building Component 6904 Parka East Blvd. Safely Inlormatlon available horn truss Plate institute. 218 N. lee Sheer. Suite 312, AlexarxM VA 22314. Tampa. FL 33610 Job Truss I russ I ype , 710741024 780090 7247 Common t t Job Relerenee banal tsuddets r•xsrsource, tamps. rmsm cey. Prow& j.'000 w' .. 4.., •, ...... • -. . - . ID:FE699Bacg5xg4XhyGs3qSWyke2c-GAgrwng4EKklbOeX5W4gtDdgB2XbiSPRMkFZ6BzW Slip 2.2-0 6.10-0 11.2-013-B-0 14•B-0 2. 2-0 1 4-8.0 44-0 2.6.0 06 = 2x4 11 2x4 11 3x4 = 3x4 = Scale a 1.26.9 LOADING ( psi) SPACING- 2.0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 VBA(LL) -0.07 9.10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.16 9.10 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.45 Horz(TL) 0.11 5 We We BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight: 66 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc pudins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 7.0-10 oc bracing. 2. 11: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=504/Mechanical, 5=562/0-6.0 Max Horz 1=-84(LC 13) Max Upliltl=-120(LC 12), 5=-151(LC 13) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2- 796/357, 2-3- 755/320, 3-4-763/324, 4-5=-815J363 BOT CHORD 1-11- 255/661, 9-10=-693/1609, 8-9=-533/1330, 5.7-253/665 WEBS 2-9=-975/558, 3-9=-76/385, 4-9=-700/399 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf: h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL= 1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 1 and 151 lb uplift at joint 5. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) ' This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vrrly deNpn patanrtrs and READ NOTES ON TWS AND INCLUDED NTT EX REFERANCE PAGE rt@7173 rev. IaWQVIS BEFORE USE DeArn valid ha use only with MllekO connectors. Irgs design Is based orgy upon parameters shown. and Is for an Individual txldhtg component not a Was system. Beforo use. the Lxtlldnp designer must verify the apWcalAlfy of dest®t parameters and property Incorporate Ittk design Into the overall b ldhng design. Bating Indicated Is to prevent bucMhog of individual tens web and/or chord members only. Additional temporary and permanent txaclnp WOW Is always requited for stafAlty, and to prevent collapse vAlh possible personal Infury and property damage. For general eJdatce regarding Bo kttxtcatkon, slaage, delivery. emectIon and bmacitg of trusses and tnts system; seeANSViPl1 Quality Criteria. DSB-89 and 8CSI Building Component 6904 Parke East Blvd. Safety Information ovcgc"e horn hiss Hate huf lute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314. Tamps. FL 33610 Job Truss truss type ty T10741&25 780090 T25 Monopitch Ghdes 1 1 Job Reference Gona autldets Fost50utce, Ian". Plant tarty. m0naa subn F o v. V, .e Aw.o •^ ••••••. •• • ^• -a • • I D:FE699Bacg5xg4XhyGs3qSWyke2c-GAgrwn94 EKkI bOeX5W4gtDdol2XFilURMkF26BzW SBp 5-" 5-0-0 Scale 1:1 a.1 3x4 = 2x4 II 5-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Ven(LL) -0.05 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(TL) -0.11 1-3 >502 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 n/a n1a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 24 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puffins, except SOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-6-6 oc bracing. REACTIONS. (lb/size) 1=742/0.6-0, 3=541/Mechanical Max Horz 1=112(LC 8) Max Upliftl=-181(LC 8), 3=-188(LC 8) FORCES. (lb) - Max CompJMax. Ten. - All lorces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t, Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will tit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 1 and 188 Ib uplift at joint 3. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 471 lb down and 138111 up at 1-0.12, and 471 Ib down and 138 lb up at 3-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1.2= 54, 1-3=-20 Concentrated Loads (lb) Van: 4=-471(F) 5=-471(F) WARNING - VwIy dadyn pnarmrars and READ NOTES ON INK ANDWCLUDEO WTEK REFERANCE PAGE AD-7473 nv. fA GWIS BEFORE USE Design W W lot use only Win lAtek0 conneclors. Ihk des gn B Rased only upon pmamelcrsshown, and B lot an Individual b ukring component, not o Russ system. Before use. the IxAk*V designer mtrst verily the applicablly of design padmeters and property Rncogpaate 0%design Into the ovetdl buildingIng gdesign. Boeing Indicated Is to event buckling of uwtvidual truss web and/or chord members only. Addilkxnol temporary and permanent bac buildingpreventM iTek' always tegttbed lot s1ab01y and to prevent collapse with possible personal RUttry and property damage Fa general gtldance tegodng the kablcatim storage, del". erection and baring of Ruses andl truss system; seeMSVIPII Cuatty Cdterid, DS&-0 and &CSI Building Component 6904 Parke East Blvd Safety Information avdia bte Rom bass Rate institute. 218 N. Leo Sheet. Site 312. Alexandrto. VA 22314 Tampa, FL 33610 NSS Truss Type . ty T10741026JJobTB0090T26Common41 Job Reference (optional) uuuoersrustsource.rampa. namgny.rcnoaaaaoo ..,-...,... .__..'-------•'---.. ID:FE699Bacg5xg4XhyGs3qSWyke2c-kMOD87htlesuDaDlfEC=AxHRySRksebO?7edzW SBo 1-0.0 6.10-0 13-8-0 1-0-0 6.10-0 6.10-0 Scale - 1:26.6 4x6 = 1 d 3x4 = 2x4 11 30 = 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/TPI2007 CSI. TC 0.54 BC 0.48 W B 0.12 Matrix) DEFL. in Ven(LL) 0.07 Ven(rL) -0.14 Horz(rL) 0.01 loc) Well Ud 2.6 >999 240 2-6 >999 180 4 n/a We PLATES GRIP MT20 244/190 Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 2=557/0-3.8, 4=557/0.3-8 Max Horz2=-75(LC 13) Max Upliit2=-153(LC 12), 4=-153(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-684/276, 3-4= 684/276 BOT CHORD 2-6=-118/527, 4-6=-118/527 WEBS 3-6=0 317 NOTES (7) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=2511; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconwnent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 2 and 153 lb uplift at Joint 4. 6)'Semi-rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNWG . Vedty do gpn Parameters and READ NOTES ON THUS AND WCLUDED WMK REFERANCE PAGE MD-7473 M. tOMMiS BEFORE USE Design valid for use only WIN MltekV connectors. rtls design Is bared only upon parameters shown. and IS to an htlNkRral IxAdtrng component. not a Inns system. Before use. the IrAcDV designer must verity the alVW( Ity of dam eslgnpaetersand poperly frncor)orote this design Into the overall lxOcing design Btochg Wx1caled Is to pevenl bl kMV of kxlMduce toss web and/or chord members only. Additional lempotary and permanent INOr UV M iTek' 6 always iegthed la sla tAlly and to pevent collapse Min possible personal Injury and property, damage. For general guidance iegardng trine falprlcatbn, storage. del". erection aid bracing of trusses and truss systems. seeANSVIPI I Quality Criteria, DSS-69 and SCSI BuBding Component 6904 Perk& East Blvd. Safely information ovc&"e from truss Plate InsIIMe. 218 N Lee Street. Sulle 312, Alexandria VA 22314 Tampa, FL 33610 Job Truss Truss Type • , ty ply T10741027 TSDO90 T27 Common Supported GWo 1 tI Job Reference aorta D. Rudders Fxd5eerrra, IWIP9, Yram Gay. FIDOaa J,1e0 ....... o ..y..o ..... .....,,. ...__....__....- . __ .._. _- .- --• -- _--- - -- - ID:FE699Bacg5xg4XhyGs3gSW yke2c•kMOD87hi?esuDaDjf Ec300A2bR37Rl3ab0'N7edzW Silo 1-0-0 6.10-0 13-8-0 t4 B-0 1-0-0 6.10-0 6.10-0 Scale . 1:26 5 4x6 = 1c, b 3x4 = 14 14 1z I 30 = LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 VBrt(LL) 0.00 8 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.00 9 rVr 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.04 Horz(TL) 0.00 8 n/a IVA BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 63lb FT = 20°b LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No-2 OTHERS 2x4 SP No.3 REACTIONS. All bearings 13-8-0 Ib)- Max Harz2=75(LC 12) Max Uplift All uplift 100lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2.8, 12, 13, 14, 11, 10 FORCES. (lb) - Max. CompJMax. Ten. - All forces 25D (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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.Opsl; h=251t; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 4) All plates are 20 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will III between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 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.' 0 WARNING • Verily dedyn paramatent and READ NOTES ON nas AND INCLUDED AMK REFERANCE PAGE MD-7473 rev. IOW,201S BEFORE USE. Design valid lot use ordy Win MllekS cavnectom ibis design b Lased only upon paamelers shown, and is fa an Individual building component. nor a tnlss system. Before use. the building designer mtal verify the applicability of design parameters and piopedy Incorporote I n6 design Into the overall members only. Additional lempaay and permanent brocl ng WOWbuildingdesign. &oc ng Indicated Is to prevent bucldkng of Individual trust web and/or chord Is always iegtLed fa stability and to prevent collapse with p osdLle personal in ry and property damage. For general guidance iegadng the lobrtcabn, storage, delivery. erection and bracing of tnlsses and truss systems seeANSI/TPI I CuaBty Critarla. DSB-89 and SCSI Building Componant 6904 Parks East Blvd. Safety Information avd/al110 from buss Plate institute. 218 N. Lee Street. Sate 312, Atexa dila, VA 22314. TarrVa. FL 33610 Job Truss Truss Type . , T10741828 T80090 T28 GABLE 1 1 Job Reference(optionalt Budders FeelSOUrCe. Tampa. Plant filly. F10110e 33566 tm u a np, ,Y LV i6 m, en muusn ea, na. e , vvo I Aw I ajo, , ID:FE699Bacg5xg4XhyGs3qSWyke2c-gt1N_YpizXF6cSuM6neeXVrFlgFh4vlJt2iUDjW zW SBm 74-0 t•1-t5 35.7 6-0-0 9.10.9 12.2.0 13.4-0 , 14.4-0, 1 0 0 1•t-15 2.3-7 3.2.9 3-2.9 237 1.21 t-0.0 ' Scale . 1:26.0 4x6 = s LOADING (psi) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 TCDL 7.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 20 SP No.3 REACTIONS. (lb stze) 12=41210.3-8, 10=413/0-3.8 Max Horz 12=-73(LC 9) Max Uplift 12=-181(LC 8), 10=-181(LC 9) Max Grav 12=463(LC 40), 10=463(LC 41) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.04 11 >999 240 MT20 244/190 Ven(TL) -0.05 11 >999 180 Horz(TL) 0.00 10 n/a rVa Weight: 73 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-344/162, 4-5=-305/145, 5-6=-305/145, 6-7=-344/161 BOT CHORD 2.12=-71258, 12-23_ 127292, 23-24=-127292, 11-24=-127292, 11.25=-70257, 25.26= 70257, 10.26= 70257, 8-10= 70/257 WEBS 3. 12=-323/171,7.10=-323/170 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. 11; Exp B; End., GCpi=0.18; MW FRS ( envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the buss only. For studs exposed to wind (normal to the lace), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will lit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) except 61=1b) 12=181, 10=181. 9) 'Semi - rigid pitchbreaks with fixed heels' Member end Ilxity 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) 76 lb down and 125 lb up at 1-0- 12, and 76 lb down and 125 lb up at 12-3-4 on top chord, and 30 lb down and 38 lb up at 0-10.8, 28 lb down and 91 lb up at 3.0. 12, 28 lb down and 91 lb up at 5-0-12, 28 lb down and 91 lb up at 6-8-0, 28 lb down and 91 lb up at 8-3-4, and 28 lb down and 91 lb up at 10.3-4, and 30 lb down and 38 lb up at 12-5.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE( S) Standard Continued on Dacie 2 WARNWG - Vedly design pwameras end READ NOTES ON TMIS AND 110CLUDED AMEX REFERANCE PAGE 61117/73 rev. SWIMrS BEFORE USE. Design valld for use ornly v4m Mllek® connectors. ft design Is based only urwn paa netefs shown. and is for an bx ividual huldbV component. not system. Before e. the 1:46MV desigmt must verify the dpplicabl, fy of design parama eters xs popery hcorporoteIhk design Into the overall a hua use, Ic&V design. Brochg h Waled Is to prevent btx:afrnp of hdlvkhua miss web and/of chord members only. Ac"llorxsl lemporay, ax1 permanent blocbng M iTek' Is always tegWed for slaUlty and to prevent coUc;tse with posse persornal"and plopedy, damage. For general guidance tegac9ng the tabdcatlm storage, delivery. election and bracing of trusses axt truss syslems. seeANSVTPI I Quality CdtMo, OSS-69 and BCSI Buldbng Component 6904 Perks East BNd. Safety Information CK&Ible from truss Plate bnstltute. 218 N. Lee Steel. Sulte 312. Alexa dram VA 22314. Tampa, FL 33610 Job Truss I russ I ype tyFly Tt074tB28 TB0090 T28 GABLE t Job Reference Loral nuxaere rxsliaoutce, Iamps. rmm miry, rr - aoaoo ID:FE699Bacg5xg4XhyGs3qSWyke2c-9W_YpIzXF&SuM6neeXVrFlgfh4vlJt2iUD1WZW SBm LOAD CASE(S) Standard 1) Dead Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-5— 54, 5-9=-54, 2-8— 20 Concentrated Loads (lb) Vert: 11=34(B) 3=28(B) 12=21(B) 7=28(B) 10=21(B) 23=34(B) 24_34(B) 25=34(B) 26=34(B) WARNING - yatly dodgn pantmeras end READ NOTES ON THIS AND WCLUDED NrFEK REFERANCE PAGE NP7473 rev. 1062 IS BEFORE USE. Design vdkl for use only with MUM connectors this design is based only upon parameters shown, and is for an IndhAdual building Component, nor a Miss system. Wore use, Ilte building designer must verify the a{3AICabliy of design txtrmrnelers and rxoperty Incorporate this design Into the overall building design. ®acing Indicated Is to prevent bue101ng of hdNlduce truss web and/or clwrd members only. Adcloonal temporary and permanent bracing WOW Is always sect lred for stability and to prevent col crpse wllh possible personal "and rxoperty damage. For genetd guidance tegadlng the IatxicallM storage, del". erection and bracing of trusses and toss systems. seeMSVIPII Quality Croatia, DSBd9 and BCSI Building Component 6904 Parke Eesr Blvd. Sauey Information avallable mom truss Plate Institute. te. 218 N. lee Sheet, SJIe 312. Alexandra. VA 22314. Tempo, FL 33610 Ljoh Truss russ ype , T1o741e29 TB0090 T29 Common 2 1 Job Reference(optional) nuuaats r 067bmrCe. langa. roan My, rgrlao aaaoo o.y.. ... ...... _.. ...___...__. ..-. .__._ r.__._.__... __.. _i_ . ID:FE699Bacg5xg4XhyGs3qSWyke2c-gIW_YptzXF6cSuM6n--' 'F-'-'zveOt2iUDiWzWSBm 1.00 1.1.75 840 12.2.0 13+0 14-4.0 1-00 1.1.1s 5-45.1 58.0 1.2.0 1•0-0 ' Scale a 1.26.7 4x6 = 1 0 20 II 20 II LOADING(psf) SPACING- 2.0.0 CSI. DEFL. in roc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Ven(LL) -0.03 9 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.07 9 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.12 Horz(TL) 0.01 8 n/a We BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 52 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib1size) 10=547/03.8, 8=548/0-3-8 Max Horz 10=73(LC 12) Max UplilI10=-155(LC 12), 8=-155(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/11, 3-4- 398/155, 4-5=-398/155, 5-6=-251/11 BOT CHORD 2-10-22/284, 9-10=-221284, 8-9-22/284, 6-8=-22/284 WEBS 3-10=-360/388, 5-8=-360/388 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph. TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurreni with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 10=155, 8=155. 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 dodgn paramabns and READ NOTES ON THIS AND INCLUDED U17EK REFERANCE PAGE A07473 rev. 100a*015 BEFORE USE Design valid for use only with Meek® connectors. Dins deslrM E bared only Upon palamelers shown. and Is lot an Individual brldhtg component. not o tnrss system. Belpre tze, the b ldW designer must vedly the cylpltea"lty, of deslpn paarneters and pfoperiy bncapotate Ift design Into the overall b king design Brachng mdcated Is to pevent bucking or individual truss web arKI/o chord members only. Addtbnal temporary and permanent txocing MiTek' 8 always rest ffed for stability and to Prevent collcirm with possmle pemonal V*sy and popery darwpe Fot general oudcMe regardrng dne labticallm storogo. delivery, orectlon axr bxacbng of tnsses arW trim syslems. seeANSI/IPII Cua9M Criteria, OSS-89 and SCSI 8u0din9Component 6904 Parke East Blvd. Safely IMormallon avallabe from Ifuss Plate hstitule. 218 N. Lee Street. Su lte 312. Alexandria VA 22314. Tampa. FL 33610 Truss Truss Type Ply T1074t830 TBOOBO Tao Common 10ty, 1 tI Job Reference (optional) MnUMS FesrSotece, Tampa. Ram city. FW= aubw ^w '• v,••,••• ^^ ••^•••'• •^'• • •,. ID:F E699Bacg5xg4XhyGs3gSWyke2c•ax4Mm91bIZET42xlKM9m23oUAt73e510HMDnFyzW SBI t-0-0 1•t•t5 6e-0 12.2-0 13.41 1-0-0 t-1.15 5-6-1 5.6-0 1.2.0 Scale . 1:26.2 4n6 = lg 2x4 II 2x4 II LOADING (psq SPACING- 2.0.0 CST. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.36 Ven(TQ -0.07 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 HOrz(rL) 0.01 7 We n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 50lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 9=555/038, 7=485/0-3-8 Max Hors. 9=79(LC 12) Max UpIIll9=-157(LC 12), 7=-121(LC 13) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-268/21, 3-4— 418/179, 4-5=-415/177, 5-6=-283/17 BOT CHORD 2-9= 33/302, 8.9— 32/302, 7-8-32/302, 6-7=-32/302 WEBS 3-9=-364/392, 5-7-331/351 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone; cantilever tell and right exposed ;C-C for members and forces & 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 nonooncuneni 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-" tall by 2-" wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joini(s) except Qtdb) 9=157. 7=121. 6) 'Semi -rigid pttchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verify design parameters and READ NOTES ON TIG.9 AND INCLUDED WTEK REFERANCE PAGE 11-7473 rev. I&MMr5 BEFORE USE Design valid log use orgy wlm Wlek® connectors. it* design Is based only upon parameters shown. and Is too an Whkit al bulcft component. not a Muss system. Before use. the txBdhV deslgtet must vedty the aplAleatAlly 01 dcalgt paareters and ptoperly incotpoate Iltk design into the overall Ixadt ng design. BocN Mdlcoted is to prevent bucIdht0 of MdNldual Truss web aad/ol chord members only. Additional lemponay, and permanent bracing MiTek' h always requited to stabBity, and to pgevenl collapse wllh possible personal Infuy and pgoperty damage. Fa general guidance oegadirV the IaLrlcation, storoge. delivery. erection and IxockV of Muses and truss systems. seeANSVTPI I Quality Criteria, DSB-419 and SCSI Bumn9 Component 9904 Parke East Blvd. Safety Information available horn truss Role Institute. 218 N. lee Sheet. Suile 312, Alexandrla. VA22314. Tampa. FL 3300 Job Truss Truss Type 0 y ply 710741831 TB0090 731 mmCoon 5 t Job Reference(optional) t%Uoaars rastADurce. I amps. rlam 4.uy, rronaa J3 DD ..v,. a w... cv.. mn.n " ...' ... ,w .,.. .w. w ........,, ..... ...— . ID:FE699Bacg5xg4XhyGs3gSWyke2c-Bx4Mm9ib12ET42xlKM9m23oTH1 ue5hOHMDnfyzWSBI 1-0-0 6.9-0 13.4-0 r 1-0 0 6.9-0 - 6.8-0 Scalp . 1:25.5 4x6 = tod 3x4 = 2x4 II 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 0.49 BC 0.43 W B 0.11 Matrix) DEFL. In Verl(LL) 0.06 Ven(rL) -0.12 Horz(TL) 0.01 loc) I/dell Ud 4-5 >999 240 4-5 >999 180 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 49lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 OC puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4=465/0.8-0, 2=544/0.8-0 Max Horz 2=79(LC 12) Max Uplilt4=-110(LC 13), 2=-152(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-040/267, 3-4= 638/265 BOT CHORD 2-5= 125/487, 4-5= 125/487 WEBS 3-5=0/300 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf, h=2511; Cal. II; Exp B; End., GCpi=0.18-, MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplill at joint(s) except Qidb) 4=110, 2=152. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verily dasryn paramarars and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE 1107473 rev. IOt1 MIS BEFORE USE DesIM valid lot use orgy wim MlleW connectom this design is based orgy upon paaneien shown. and is lot an Individual bdd kV component. not a humsystem. Below use, the b uQd bV desionel must verily the applk:abllty of deslon padxnetets and properly Incoriwrate mh design into the overall buildhtg design. WockV Indicated Is to prevent brcldkng of hndlAdual puss web and/or chord members orgy. Adddmwl temporary and permanent brackv WOW b aways regJred lou slcdAity and io prevent codanse wllh possaile pesaxtl"and poperty danx ge. For genera guidance tegadI ng the k"Icatlon. slorage. delivery, election and biochvg of irtases andl Inns systems. soeANSIflint GuoBly Critelli, DSB-89 and SCSI Buftn9 Component 6904 Parka East Blvd Safety Information evadable horn Uuss Rate institute. 218 N. Lee Sheel. SUIe 312, Alexanddo. VA 22314. Tampa. FL 33610 Job rush Truss Type ' ' ty 710741832 780000 732 Root Special JO1 1 Job Reference o tional Cu'aars rasiboutce. r empa. rtaml,'y, rronoo 3 DD ..............._._..... _.. ...___...__. ..._. .-_.--. _o_ ID:FE699Bacg5xg4XhyGs3gSWyke2cc7dkzVkD31MKiBW Uu3g?aGKft3KsNUOAW OzKnP2W SBk 12.104 l,Pe 6.7.4 4012 1-7.4 U." o-7-0 Scale . 1:25.7 2x4 II 3 Sag = 4 4x6 = 3x4 _ 2x4 11 4x10 MT20HS = 12-t0-a 67.4 tOe4 12.34 12." 67.4 ' 4012 1-7r 0440.7-0 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) 0.06 2.6 999 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.26 BC 0.39 Ven( L) 0.12 2-6 999 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(iL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 63lb FT = 204e LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3'Except' BOT CHORD 5.7: 2x8 SP 240OF 2.0E REACTIONS. (Ib size) 2=518/0-8-0, 5=430/Mechanical Max Horz 2=167(LC 12) Max UpIIl12=-135(LC 12), 5= 122(LC 9) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-567/172 BOT CHORD 2.6=-228/423, 5-6=-226/430 WEBS 3-6=0 277,3.5=A72/252 Structural wood sheathing directly applied or 6.0-0 oc purilns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511. Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psi bottom chord live load noneoncufrent 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (t=lb) 2=135, 5=122. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Verify design parameters and READ NOTES ON THIS AND MLUDED MITEK REFERANCE PAGE A07473 rev. laft IS BEFORE USE DeslM valld lot use only Win Wlek®conneclors. 111k de*p Is based only upon parameters shown. and Is lot an bditvkluc/ building component. not 311afirmsystem. Belote use, the building designer must verity the (Wic rillly of design pcuctmeters and Ixopeity blcotporate 0%design Into the oven b tAdVV design. Bracing Indicated Is fo prevenl rAtcMblg of hldMaual hurl web ardl/or chord members only. Additional lernporaty and permanent btachlg M iTek' is always rec"ed IN stability and to prevent collapse Win possible personal "and Ixoperty damage. For General Gtldalce regarding We fabrication storage. &Awy. erection and Ixacblg of tntssos and Inns systems, seeANSVWl I Quality Criteria, DSB-89 and BCSI BuMing Component 6904 Parke Ease Bk'd. Safety Information available nom hum Rate Institule. 218 N. lee Sheol. Srlte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss russ Type ty T10741833 T80090 T33 Root Special 1 1 Job Reference (optional) BUllder5 FUSISOUICS. 7anlpa. YU1M r.ay, Florida 33766 vv v a nP, ,v Lv,6 iviii a , u-i.a. i.. cI.W. , I D:FE699Bacg5xg4XhyGs3qSW yke2cc7dkzVkD31MKIBW Uu3g'raGKcp3JLNVkAW OzKnPzWSBk 12.1" 100 7-7.4 106-0 12.3.4 _ 12-a•! 140 7.7.4 3012 1.7.4 04.4 ' 0.7-0 Scale = 1:28.4 Sxa = 20 11 44x6 = U6 = 2x4 11 4x10 MT20HS = 12-108 7.7.4 1 10•a-0 12-3.4 12•11•a 7.7.4 3012 1.7.4 004 ' 0.7-0 Plate Offsets (Y Y)-- 12.0.0.0 0.0.51 13:0-6-0 0-2.81 15:0.1.12 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.10 2-6 >999 24D MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.23 2.6 >626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.01 5 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 65lb FT = 2046 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or "-3 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. 5-7: 2x8 SP 240OF 2.0E WEDGE Left: 2x4 SP No.3 REACTIONS. Qb/size) 2=518/0-8-0, 5=430/Mechanical Max Hor22=189(LC 12) Max Uplih2=-136(LC 12), 5=-116(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-517/136 BOT CHORD 2-6-207/369, 5-6= 205/376 WEBS 3-6=0/296, 3-5=-483/266 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., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding I OD lb uplifl at joint(s) except (jt=lb) 2=136, 5=116. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Iniss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING- Vedy doOgn parameta m and READ NOTES ON TM AND INCLUDED WMK REFERANCE PAGE A07473 rev. 100R7/2015 BEFORE USE Design wild goo use only Win Mllek* connectors. Ms design Is beef only ud:on pmometers shown. and is lot an kndlMtkxO txAdbV component not o hiss sysleln. Belote use. Ine building designer mlrst verlty the diVWablfby of design paameters cmd ixoperly Incorpaote thk design into One overt. bidding design. Wochg indicated is to prevent b1I iftV of Individual IrBt web and/or chord members only. Additional lerrnporay and permanent btoav M iTek' Is always regaled for stab011y and to pievenl collapse with possible persondl b111ry and property drnnoge. For gererd gtldance regadng the fabricallm storage, del". erection and brocbV of trusses and inns systems. seeANSVIPI I Oud01y Cdledo. DSB49 and SCSI BuBOhsg Component 6904 Perks East Blvd. Safety Irltotmolion ovc0able from Ines Rote I nstilule. 218 N. Lee Sheet, Site 312. Alexandria VA 22314. Tarrpa. FL 33610 Job FussITnWType ty ply 710741834 T80090 134 Root Special 1 1 Job Reference(optional) Buddets FestSoutce. Tampa, Pram cloy, Florida 33555 w• • • -'^'•^•• • - •• - ID:FE699Bacg5xg4xhyGs3gSWyke2c-5KB6BrtrgAUBJL5gSnBE7UtrISek6_TJkgitKrzW SBj tz•fa.e 4•S1 4.2.3 3•e•0 0.4 ' o-70 Scale . 1.29 5 4x6 = 3x4 = 54x6 = 3it6 = 3xe = 012 = 12•10•a 7. 123.4 _ ,. a a 67r Teo Ofi4 ' LOADING (psi) SPACING- 2-0 0 CSI. DEFL. in loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 2 7 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Ven(TL) 0.28 2-7 507 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.16 Horz(TL) 0.01 6 n/a rlla BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No 3'Except* BOT CHORD 6.8: 2x8 SP 240OF 2.0E WEDGE Left: 20 SP N0.3 REACTIONS. (lb/size) 6=430/Mechanical, 2=518/0-8-0 Max Horz 2=211(LC 12) Max Uplift6=-116(LC 12), 2=-135(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-001232, 3-4— 363/101, 4-5=-269/133, 6-8=-427230, 5-8=-427230 BOT CHORD 2-7=-369/495 WEBS 3-7=-252261, 5-7=-202/422 PLATES GRIP MT20 244/190 Weight: 73 lb FT = 2(A'0 Structural wood Sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 9-6-9 oc bracing. NOTES (8) 1) Wind: ASCE 7-10: Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=2511; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ^ This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 6=116, 2=135. 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 . Verify design parameter: and READ NOTES ON THIS AND INCLUDED NlrEK REFERANCE PAGE dm•T473 rev. 1400113MrS BEFORE USE Design valkl for use only Win lAlek® connectors. If* design It Lased only upon paameters shown. aril B For an Individual txddfrmg component. not a ktiss system. Before use. the btSc*V designee mint verity the applicability of design parameters and purpedy Incorporale it* design Into it* overall kxfidhg design Biocing lndk;ated Is to prevent bucMbXr of l ndlvkftual floss web and/oe chord members only. Additional temporary and permanent bfocing WOW is always regaled lot stalb9lty and to prevent cons l with possible personal hf W and ixoperty, damage. For 0eneeal gtldance reeading the ralbricatkln. storage, delivery. erection atmd bracing of trusses and lass systems, seeANSVIPI I Quality Criteria. OSS-69 and SCSI Bullding Component 904 Parke East Blvd Safety Information aodfabmle from kt>ss Rate frutikne. 218 N. Lee Skeet. Site 312. Alexandria VA 22314. Terrpa. Fl. 33610 Job NSS I N66 I ype oy Fly T10741835 T80090 T35 hlonopach 3 1 Job Reference (optional) Builders Faer5eutoe. tang&. Flom Gny. Florrde J;Zbb r— w... cv...w..n .mw...a. .... ,... n,., c........ c. ...,. ..q. . ID: FE6998acg5xg4 XhyGsW W yke2c•SK86BargAUBJLWnBE 7UtsdShF6vWkgdKrzW SBj 1 •B-0 6-0.7 11.8.0 6-0,7 -- 5.7-9 Scale . 1:23.3 30 = 4x6 = 4 40 3x4 = Dr4 11 607 607 11-8-0 5.7-9 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.31 Vert(LL) -0.04 2.6 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(TL) -0.11 2-6 >999 ISO BCLL 0.0 ' Rep Stress Incr YES W B 0.45 Horz(TL) 0.02 8 IVa IVa BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc puffins, except BOT CHORD 2x4 SP No.2 end venicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-11.3 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=529/0.3-8, 8=38910.1-8 Max Horz 2=147(LC 8) Max Upllh2=-218(LC 8), 8=-140(LC 12) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-909/329, 5-7=-99/288, 4.7=-99/288 BOT CHORD 2-6=428/838, 5-6= 428/838 WEBS 3-5=-796/405 NOTES- (8) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf, h=251t; Cal. 11; Exp B; Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) S. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Oldb) 2=218, 8=140. 7) 'Seml-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of INS truss. 8) *This manufactured product Is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Varfly design pwanarave and READ NOTES ON TNK ANDWCLUDED MUEK REFERANCE PAGE MA7473 rev. 100340/S BEFORE USE Design W W rot use only w1m N91ekO cavtectas. This design Is based only upon parameters sMwn. and Is too an Individual buldbV coml»nenl, nor a hiss system. Before use, the bul1dnp deslpneo must vedry the applicabllry of design parameters and property Wor ooate this design Into the overall btDd g design. BackV lndkated Is to prevent rxrcMV of Individual truss web and/oo chord members only. Additional temporary and permanent Ixact ng MiTek* Is always teglAred lot stability, and to prevent collapse vAth possible personal IMrry and property damage. For general guidance regarding We fabrlcarbrn storage. delivery. etectlarn and bracing of trusses and frrm systems. seeANSVTPI I Quality CAteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available Ian ham Plate institute. 218 N. lee Sheet. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type oy ply Tt0741836 7B0o90 736 Flat Gbosn 1 t Job Reference(optionall uusaan6rasiboulce.lam". rercrray,rrwraeJiiVV .r..___._.._._ ...___...__...-. .__. ID:FE699Bacg5xg4XhyGs3qSWyke2c-ZWIUOBITbUc2xVgtOUiTfhO?Rs16i6sSzKSRsHzW SBr 4.5-10 8-11.4 4.5-W 4-5.10 1 3x4 = I nN 2x4 II 11 12 5 13 14 4 Scale . 1.20.6 6 2x4 11 4.5-10 4.5.10 2x4 11 8.11 d 4.5.10 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Ven(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Ven(TL) -0.05 4-5 >999 ISO BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz( L) 0.00 4 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc punins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 6=592/0-7-4, 4=600IMechanical Max Horz6=-99(LC 6) Max Uplift6=-237(LC 4), 4= 290(LC 5) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-534/263, 1.7= 477/236, 7-6=-477/236, 2-6=-477/236, 2-9=-477/236, 9-10=-477/236, 3-10=-477/236, 3-4=-523/329 WEBS 1-5=-277/567, 2.5- 492J434, 3.5=-280/564 NOTES- (10) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. If: Exp B; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grlp DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=1b) 6=237, 4=290. 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) 89 lb down and 117 lb up at 2-0-0, 89 Ib down and 117 lb up at 4.0.0, and 89 Ib down and l l7 Ib up at 6.0-0, and 89 Ib down and 1171b up at 8-0.0 on top chord, and 72 Ib down at 2-0.0, 72 lb down at 4-0.0, and 72 Ib down al 6-0-0, and 72 Ib down at 8.0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) *This manufactured product Is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Van: 1-3= 54, 4.6=-20 Concentrated Loads (Ib) Van: 1=-54 7=-89(B)8=-89(B) 9=-89(B) 10=-89(B) 11=-36(B) 12=-36(B) 13= 36(B) 14- 36(B) Q WARNWG - Verily design parameters and READ NOTES ON INS AND WCLUDED MITEK REFERANCE PAGE 6fJ).7473 rev. laV2&0/5 BEFORE USE Design val d la use only with Wlek® connectors. this deslip Is b used oNy upon paanetem show and Is for an individual buldMo component. not o tnas syslem. Below use. the Lxrlldtng deslgm must verity the ap{llcablOryof design pmmwters all popedy bnaog701ate M design into the overall btddbng design. Boclng tndicated Is to prevent b ucabng of b%#vfdual miss web and/ot chord members oNy. Additional lempaay and perttnanenl bracing WOW Is always regaled for stability and to prevent collapse with posa)le personal N*n and property dan oge• For general guidance regarding the labrlcatim storage, delivery. eiecoon and blaabng of trusses and truss sysletrm seeANSVIPI I Cuany Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Intormatlon avalialAe nom truss Rate institute. 218 N. Lee Sheet. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty T1074t837 780090 T37 Had HpGirder t t Job Reference (optional) tsurroers restsource, ramps. rom day. ronos suoo w, 1.4w,o .• • — ID:FE6998acg5xg4XhyGs3qSWyke2c-ZW IUOBITbtic2xVgt0UiT Ih0_9s,)OrO2SzKSRsHz W SBI 1-0-0 3.10.3 7-0-0 i 10.0.0 1-0-0 3.10.3 3.1.13 3-0-0 4x6 = 30 = 4 to 55x8 30 = Scale. 1:19.4 9 0 Q 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 0.45 BC 0.51 WB 0.33 Matrix) DEFL. in Vert(LL) -0.06 Ven(TL) -0.15 Horz(fL) 0.02 loc) Well Ud 2-7 >999 240 2-7 >768 180 9 rVa rVa PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20^e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=562/0.8-0, 9=748/0.1-8 Max Horz2=90(LC 4) Max Uplift2=-214(LC 4), 9=-224(LC 4) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 l70/379, 3-4=-922/233, 4-10=-866/231, 5-10=-866 231 BOT CHORD 2-7=-414/1099 WEBS 5-7=-221/869 NOTES- (11) 1) Wind: ASCE 7.10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=6.Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MW FRS (envelope) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent 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) Bearing at joints) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing sunace. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=214, 9=224. 8)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)106 lb down and 108lb up at 7-0-0, and 106 lb down and 108 lb up at 9-0-12 on top chord, and 286 lb down and 55 lb up at 7.0.0, and 81 lb down at 9.0-12 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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) Van: 1-4— 54, 4-5=-54, 2.6=-20 conanuea on Daffe z Q WARNING • Verily dedgn psramatara and READ NOTES ON T708 AND INCLUDED AUTFX REFERANCE PAGE 4D-7473 rev. 100"15 BEFORE USE Design vaIld tog use orgy Win Mllek® connectors. this design E based orgy upon Mometers shown, and Is for an inalviduai bolding component. not a truss system. Before use, the bDding designer must verify the applicabllry of design parameters and properly i ncorporale this design Into Ire overall blding design. Bracing Indicated Is to prevent becl&* of Individual inn web and/or chard members orgy. Additional temporary and permanent bracing M iTek' is always iecphed for stability and to prevent collapse vAM possiple personal "and property damage. For general guidance regarding the bbrleation, storage. delivery. erection and bracing of trusses and tnra systems seeANSVM I Quality Criteria. DSB-89 and BCSI Building Component 6904 Parks East Blvd. Safety Informalon avcttl able Rom trim Plate Institute. 218 N. lee Street, Suite 312. Alexandria. VA 22314. Tan", FL 33610 Job Truss russ type ty Ply Tt07a1837 760090 737 Hall Hip Girder t 1I Job Reference Bona Budder! FastSOUICe. Taffpa. Prato Lily, FIowa 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-106(F) 7=-286(F) 10= 106(F) 11— 57(F) i.ovv s MP, iv cvio —, ea mvusmas, mc. ue sour co w.w.cc cv. i rye c ID:FE699Bacg5xg4XhyGs3qSWyke2c-tiJtcWmSMokuZIF3ZCEiCvy9vGLdarlcC B OIzWSBh WARNWO - Vwtty dodpn parameters and READ NOTES ON TM ANDWCLUDED M17EK REFERANCE PAGE rl@7473 rev. IMPArS DEADRE USE Design valkl for use only Win Mllek® connectors. This design Is based only upon parameters shown. and Is for an kndlvld ai buldl ng component. not a truss system. Before use. the lxdkibtg designer mtal verity the aptftabilly of design parameters and prIncorporate opedy0% design Into the overtll acing tnalcated is to buckling of Individual Mm web ad/or chord members only. Additional lernl>aay and permanent bracing M iTek' buildingdesign. prevent Is afways ie%*ed for stability and to prevent collapse vAth FxossJle personal MW and property danage. For general grldance regarding the 6904 Parke East Blvd fabilcollon, storage. delivery, eiecllon and bracing of tenses and truss systems seeANSV1P11 Quality CrIlerlo. DSB-89 and BCSI Building Component Tampa. FL 33610 SafetyInformationavalIc"s from truss Rate Inslltule. 218 N. Lee Street. Site 312, Alexandria. VA 22314. Job fuss truss type ory ply T10741938 780090 T38 Hall Hip 1 1 Job Reference bona tsusroom resisourca, Iariga. ream urry. rwraa saa00 .1W. ••., . — •.. ^9• •- •-•_ -- --.. . _.- ID:FE699Bacg5xg4XhyGs3qSWyke2c-1 OtcW m5MokuZIF3ZCEICVyeDGJHageC_B_E jzW SBh 4.103 9-" 10-0-0 1-0-0 4.103 4.1.13 1.0-0 4x6 = 3x4 = 4 5 6x8 I I 3x6 = Scale - 1:19.4 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 FBC20141TPI2007 CSI. TC 0.56 SC 0.60 W B 0.22 Matrix) DEFL. in Ven(LL) -0.13 Ven(TL) -0.35 HOrz(TL) 0.01 loc) Udell Ud 2-7 >863 240 2.7 >332 160 9 rVa n/a PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=432/0-8-0, 9=323/0.1.8 Max Horz2=113(LC 8) Max Uplifl2=-173(LC 8), 9=-114(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-696/370 SOT CHORD 2-7=-447/651 WEBS 3-7=-517/414,4-7=0/389 NOTES- (9) 1) Wind: ASCE 7-10, Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=6.Opsf; h=2511; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 9 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qidb) 2=173, 9=114. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vedly design paramatas and READ NOTES ON flIS AND INCLUDED WTEK REFERANCE PAGE II11167473 rev. 10112001E BEFORE USE Design VOW for use only with M1ek® connectors Ills design is IxiseKI only upon paaneters shown. and Is tot an Individual Wilding component. not a Russ system. Bolore use. the b4cing designer must verily the applcalAlly of design paameters and properly incorporate this design Into the over,, b&sing design. ®ocing Indicated Is to prevent bucMi ng or InclMdu, Russ web and/or chord members only. Additional temporary and permanent Ixacing M iT®k' is always tecplusd lot stability and to prevent collgxle Win possmle personal " and prolxny damage. For general guidance regarding One lalAcatbn storage. delivery. erection and Moci ng of trusses and truss systems, seeANSM I Quality Criteria. DSB-89 and BCSI Bu9ding Component 6904 Parka East Blvd. Solely Information av,krile Rom truss Plate institute. 218 N. Lee Street, Sulle 312. Atexaxda. VA 22314. Tarinpa. FL 33610 Job Truss Truss Type . ry pryJob T10741938 780090 739 mmopitch 9 1I Reference (optional) nuncers ruslaource. Pampa. r• M may, rwma a oo •.-- - ID:FE699Bacg5xg4XhyGs3gSWyke2c-1 UteW m5MokuZIF3ZCEiCvy7nGHLatgcC_B_OIzW SBh 1-0-0 5.2.7 to-" 1-0-0 52-7 4.9.9 30 = Sce16 . 1:19.1 4x6 = 3x6 = LOADING(psQ 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/TPI2007 CSI. TC 0.58 BC 0.72 WB 0.23 Matrix) DEFL. in Ven(LL) -0.20 Ven(TL) -0.51 Horz(TL) -0.01 loc) Well Ud 2-5 >580 240 2-5 >228 180 7 We We PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 8.6-13 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=432J0-8.0, 7=323/0.1.8 Max Horz 2=119(LC 8) Max Uplift2=-172(LC 8). 7=-117(LC 12) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-655/364 BOT CHORD 2-5=-446/612 WEBS 3-5=-5351433 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opst; h=25ft; Cat. II; Exp B; Encl., GCPI=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst 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-" wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplilt at joint(s) except of=lb) 2=172, 7=117. 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.' WARNWG - VwW dedpn pWwrW re and READ NOTES ON THIS AND INCLUDEDWYEX REFERANCE PAGE d107473 rev. 16WI efS BEFORE USE. Design valid lot use only %Alh MllekO connectors. llYt design Is hosed only ur»n pmanelers "wn. and Is lot an IndMdxf IxAdtng component. not a burs system. Before use, the txAcllng destgnet must vedly the g4ticabllN of design paaneters and properly Incorlxtale ink design Into the overall Wding design. Bracing Indicated Is to prevent bucamg of Indlvickial miss web and/or chord members only. Additional lempotary and pennanenl btadng MOW is always iecrLed got stability and to prevent collapse with possUe personal Dray and property damage. Fo general guidance regadtng me k2xicatbn storage. delivery. erection and bracing of trusses and truss systems. seeANSI/FPI I Quality Cdledo, OSB-69 and SCSI Building Component 6904 Parke East Blvd. safery Information avcft"e from Inrz Rate bultMe. 218 N. lee Street. Suite 312. Alexandrim VA 22314. Tampa. FL 33610 Job Truss Truss Type ' • ty T10741810 TBDD90 T40 Roof Spacial 1 t Job Reference(optional) tsuaaaK huSibource, Iarnpa, rlam Gay, HDn08 77. bb , P. + ••+w+ ••• • • ,. ID:FE699Bacg5xg4XhyGs3gSWyke2c•VvtFpsnk65slApgF7vtxl6VRkgoKJNii0exYwAzW SBg 1.7.8 1-0-0 1.7-8 5x6 3 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.26 BC 0.03 Ven(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(fL) 0.00 n/a rVa BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=138/0-8.0, 4=31/0-2-12 Max Horz2=29(LC 8) Max Uphft2=-87(LC 8), 4=-3(LC 12) Max Grav2=138(LC 1), 4=38(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:7.0 PLATES GRIP MT20 244/190 Weight: 7 lb FT = 20% Structural wood sheathing directly applied or 1-7-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=251t; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • Vaf/y dedyn pnametac and READ NOTES ON TPOS AND INCLUDED WTEN REFERANCE PAGE 61L•7173 rev. 1003WIS BEFORE USE DedW wild lot use orgy with lvetek® catneclas this cfeAln Is based only upon paameters shown and Is lot an Indkedxf b uldbtg component, not a buss system. Before use. the NACOV designer must verily the applkab lity of design parameters and properly hlcoq>moto Inks design Into the over,, btBdbtg design. Bating Micoled Is to prevent bucldbV of bxlMdu, Inns web and/ot chord members only. Adaltlonal lempaaty and p ffrnomnt bracing M iTek' ks,ways tecsbed for stability and to pievenl collapse wllh possible personal tfhay aril property damage. For general grldatce iellading the 6904 Parke East Blvdlailcatimstorage. delivery, erection and bracing of trusses and tnss systems weANSI/TPI I Quality Criteria, DSO-89 and SCSI Building Component Solely Information available from trim Plate Imilkne. 218 N Lee Street, Su11e 312, Alexcuxtri s. VA 22314. Tampa, FL 33610 Job I russ Truss Type ryply nw4s41 Ta0090 Vol valley t t Job Reference loptionart Sulbeis FbslSource, Tamps, F9am City. Flo da 33566 1640 a Apr to 206 as r ax inousines, inc. rue roar 2a Q,W w 2 r rage r ID:FE699Bacg5xg4XhyGs3qSWyke2c-VvtFpsnk65slApgF7vlxl6VOCgkHJMW IOexYwAz W SBg 10-0-0 10.0-0 20 11 5 4 3x4 2x4 II 2x4 II LOADING (pst) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 TCDL 7.0 Lumber DOL 1.25 BC 0.29 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 BCDL 10.0 Code FBC2014frP12007 Matrix) Scale . 1:18.5 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) n/a n/a 999 MT20 244/190 Ven(TL) We We 999 Horz(TL) 0.00 4 n/a We Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=142/9-11.0, 4=101/9-11-0, 5=394/9-11-0 Max Harz 1=96(LC 8) Max Uplitt1=-27(LC 8), 4=-36(LC 8), 5=-141(LC 8) FORCES. (Ib) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2.5=-276/258 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end venicals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=25ft; Cat. II; Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 4 except Ut=lb) 5=141. 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 - Vert* dodpn paramarars and READ NOTES ON TIM AND INCLUDEDWFEK REFERANCE PAGE /1419-7I73 rev. 106M0fS BEFORE USE Destgrs vald la use only with Ml lek® connectors lids aesIM Is based only upon paameters shown, and Is la an Individual b tAcW* component. nor a Buss system. Relae use, One building designer must verily the apolcabllry, of desIM parameters and Ixoperty hcolpolote B1k design Into the overall bracing design. 9actng Indicated Is to prevent brcrdkV of Indlvldual Buss web and/a chord members only. Additional lemporary and permanent bracing WOW Is always required la stabiftty and to prevent conapse with possible personal "and froperty damage. For genela guidance legadtrlg Sne ratification. slorage. detNery, election and tracing of tnnses and tnrss systems, seeANSI/IPI I Quality CAtalo, DSB-89 and SCSI Building Component 6904 Parka East SW. Safety information available born truss Rate Institute. 218 N. lee Street. Sure 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss ruSs I ype ! • ty ply T1071tft12 T80090 V02 Valley t t Job Reference (optional) Builders FeslSomce. Tanga, Plarn Coy, Florida 33566 7 640 a Apr 19 2e15 Wi r ek inausures, inc. rue Mai ze 10.09:24 20117 rage i ID:FE699Bacg5xg4XhyGs3qSWyke2c-zSRdOCoMIP_cozPShdGAHK2X642C2gyvllg5TczW SBI 6-0-0 r 6-0-0 30 2x4 11 20 II Scale. 1:11.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (Ioc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.44 Ven( I-) n/a rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD SOT CHORD 20 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=170/5-11-0, 3=170/5-11-0 Max Horz 1=52(LC 8) Max Upliltl_ 48(LC 8), 3=-61(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Struclural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=2511; Cat. 11; Exp B. Encl.. GCpi=0.18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcunent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) 1, 3. 6) -Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. VerUF dedgn paramefars and READ NOTES ON T1GS AND INCLUDED NiTEK REFERANCE PAGE M67179 rev. idAY1015 BEFORE USE Design vaki for use orgy wlhn Mllek® connectors lints design Is based only upon parameters sro and Is lot an Individual building component, not uatss system. Before use, the building designer must verily the applicability of destgn parameters and ptopetty Incorporate design into the oveail bldirng design. bracing Indicated Is to prevent buclol ng of frndlvatlai truss web and/or chord members only. Additional temporary and permanent lxachng WOW is dways ieq aeri la slrtMity and to prevent cotlq.Nse vAlh i. is Me peisond iylsy and pioperly danage. For general g ldance tegading the 101MI :atkxn, storage. del". etection and Ltrachng of busses and truss systems. seeANSI/1PI1 Quality Critedo. DSB-89 and IICSI Building Component 6904 Parke East Blvd. Solely Information available from buss Rate Institute, 218 N. lee Sheet. Suite 312. Alexandria VA 22314. Tarrpo. FL 33610 Job Truss Truss Type • ty 710741843 TSDo90 V03 Valley 1 1 Job Reference o bona Buddere FsstSource, Tampa. Plant Coy, Fbnda 33566 r 640 a npi iv 2016 Mures inausrrrss, tm rue Mlal28 to vu 24 201i7 rage ID:FE699Bacg5xg4XhyGs3gSWyke2c-z5RdOCoMtP_cozPShdGAHK2Yb43M2gyvilgSTcz W SBt 5-0-0 5-0.0 214 i 2x4 II LOADING (psQ SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell Ud TCLL 20.0 Plate'Grip DOL 1.25 TC 0.31 Ven(LL) rVa rVa 999 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veil(R) We rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=15SM-11-8, 3=156M-11-8 Max Harz 1=94(LC 12) Max Uplihl=-27(LC 12), 3=-74(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:15.5 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 5.0-0 oc punka, except end venicals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=6.Opsf; h=251t: Cat. II; Exp B; Encl., GCpl=O 18; MW FRS (envelope) gable end zone and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) *This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Verly design pararnstsn and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. tOM2015 BEFORE USE. Deslgl valkl roe use oroy adth AAl1ek0 conneclors. nth design Is based only Lq on paanelers shown. and is fa an in lMdixb buidRng comixmenl. not a mm system. Belote use. the ixOd ling designee mini verify the alp11cablilly of design parameters and rxopedy Incorporale Ihk design Into the overdt L4&dbnp design. Racing Indicated Is to prevent buckling of Individual truss; web and/or chord members only. Additional lemporary axt permanent baking WOW is dways rectudred too stability and to txevent collarAis with possible personal "and lxopetty damage. tot general guidance iega iding the faxtcatkxn storage, delivery, erection and bracing of tnsses and truss systems. seeANSlfrPl I Quality Criteria. DSB-69 and BCSI Buttering Component 6904 Parks East Blvd. Safety Information avalladnle Rom trim Plate Inslltule. 218 N. lee SReel. SJte 312. Alexandria. VA 22314. Tampa. FL 33610 Job russr Truss Type ( ty plyJob Tt0741aM T80090 V 4 Valley 3 1I Reference o liana Builders FeslSource. Tampa. Plant Coy. Florida 33666 7.640 a Apr 19 2016 MTek Industries. Inc Tue Mar 28 10:09 25 2017 Page 1 ID:FE699Bacg5xg4XhyGs3qSWyke2c-RH'1?EYp ej6T06zeFKnPgXamyTStnGC2uy0e42zWSSe 3-0-0 3-0-0 2x4 i 2x4 II LOADING (psQ SPACING- 210 O CSI. DEFL. In (loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Ven(LL) r1/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Ven(TL) Na Na 999 BCLL 0.0 Rep Stresslncr YES WB 0.00 HOrz(TL) 0.00 We n/a BCDL 10.0 Code FBC20141TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/sfze) 1=8212-11.8, 3=82/2-11-8 Max Harz 1=49(LC 12) Max Uplifll_ 14(LC 12), 3=-39(LC 12) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. Scale - 1:10.5 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20°b Structural wood sheathing directly applied or 3-0.0 oc puffins, except end venicals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES (7) 1) Wind: ASCE 7-10, Vull=139mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=6.Opsf; h=2511; Cat. II, Exp B; Encl., GCpi=0.18; MW FRS (envelope) gable end zone and C-C Exterior(2) zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING. Vatry design pararmrm and READ NOTES Col THIS AND INCLUDED UREX REFERANCE PAGE AO-7473 rov. 141162W1S BEFORE USE DedW vaW lot use orgy vAlh Mllekb connectors. Ills design Is based orgy Wolf 1x7arneters stlovnl. and Is for an Individual building component, not a buss system. Before use, the lx6cing designer must verity the apglcabllly of design paaneters ad1 propedy Incogwrate M design Into the overall LxBdlnp design. Bating WIcated Is to IAevenl buckling of bx8vidual truss web and/or chord members orly. AticDllortol temporary and permanent btacbtg WOW is always ieclulted for slab illy and to prevent collapse with posWe persawl lr*xy and property dornage. Fos general guidance regatlbng the klbiloolim storage, deliveryy, erectbn and bacbng of buses and mrss systems set:ANSI/iPI I Cua01y Criteria, DS8.89 and BCSI BuBding Component 6904 Parke East Blvd. Safety Information ovagable from trim Hate ImfiMe. 218 N lee Sheet, Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless Y. y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. V/1 d' For 4 x 2 orientation, locate plates 0-'n6' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. 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/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-in-sixteenths Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved M!Tek° MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. Individual lateral braces themselves may require bracing. or alternative Tor I bracing should be considered. 3. Never exceed the design boding shown and never stock materials on Inadequately braced trusses. 4. Provide copies Of this truss design to the building designer, erecNon supervisor, property owner and all other interested parties. 5. Cut members to bear tightly ogoinst eoch other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locotlons are regulated by ANSI/TPl 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/rPI 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 nonstructurol consideration and is the responsibility of truss fabricator. General practice Is to comber for dead load deflection. 11. Plate type. she. orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shOU be of the species and she. and In all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling Is installed. unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review 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. BEARW6 HE16HT 56HEPULE m m m 11, RECORD COPY 69-0-0 1 10-0-0 22-8-0 13-8-0 13-8-0 9-0-0 1 m C 1.1 i: I I I I WIN I I x I M- 7 1 IIi Emn I 01 i I 111111! Elm EJI W4 EJI 1 iEJI i EJI 11 EJJ EJi 3-B-0 r I I 21-4-0 15-8-0 69-0-0 U 16-0-0 11 11 7-1-8 0- 11'.4" Hanger List H1 HTU26 H2 HGUS26-2 H3 THA422 NOTE5: L) REFER TO MD 41(RECa4WEIDATION5 FOR HANDLIN6 INSTALLATION AND TEMPORARY 6RACIN6) REFER TO ENGINEERED OZAWIN66 FOR PERMANENT DRACIN6 REOUIRED 2) ALL TRLFhE5 (WAIVING InKhE5 LIVER YDEC,AED OR ZEEFER TODETAIL VV5 FORETEL 9 1 ALTERNATE DMIN6 RUMIZEMENTS. 7 1 1) ALL VALLEYS, ARE TO DE CONVENTIONALLY FRAMED DY DNLDER 4.) ALL TRL0SSE5 ARE DE$I6NED FOR 7 o c MAXIMLM 5PAGN6. LKE% OTHERWI5E NOTEDJ\LDINC 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO OE LOAD ORD DEARING. LKE55 OTHERWISE NOTED. sANF 6) SY42 TW%E5 M 15T DE INSTALLED WITH THE TOP BEING UP. FPARi 7.) ALL ROOF TW% 1UN6ER5 TO DE SIMP50N HTU26LKE5501HERWI5ENOTED. ALL FLOOR TRlV55 HANGER$ TO DE SIMPSON THA4221KE55 OTHERWISE NOTED 8) DEAMMEADERA.INTEL IOR) TO DE FURNISHED DY DU0.0E SHOP DRAWING APPROVAL T115 LAYOUI 15 T1[ 50.E Wag TOR FADMAnoN OF TRIWS AID VOIDS ALL PRWLIS AROITECTIRAI OR OVER MISS LAYOVI5, REVIEW AID APPROVAL Of ftLAYAII W5T DE RECEIVED DEFORE ANY IME5IFIL DE DLRT VERIFY ALL COFDII" TO wta Maw M US TMT WILL rE51.LI IN EITrA a1M510 YOU Builders FirstSource Orlando PHONE. 407-851-2100 FAX: 407.051.7111 Plant City PHONE 8Y5.75A-5451 FAX: 813-752.1532 Taylor Morrison Homes Eden III B awotl%: n1laoA: Lot a h n is I001: 3-28-17 Rick DEARW6 HEIGHT 56HEDULE m IFm 2, 5-0-0 . 5-0-0 7-0-0 16-8-0 69-0-0 B-0-0 13-4-0 5-0-0 9-0-0 CP Cv iv th r9 Cp M s N Cj1=- CJI r9 m I IF co cN'> u m m cv m u Uu, CA y CJS m 0N9 n1D CIDa) D (D 01Im m N II m Na r' r' ti r u h CJ3 I T25 tl I II II HI U0, I I q II I 1 I I 1 I I I i 1 7 fu I fuIr I Ifu ES T19 CJS y 6 CA o CJI i o 1 l r-- T04 a I K C2R EJSP I 1I IIm HI IN I716 I VO4 u I I I EJ7 C2R m II n II Im tlI I I I— LS 3-8-K l 4- 12 0 0 16-8-0 7-0-0 10 6-0-0 7-4-0 5-0-0 9-0-0 69-0-0 0 0 0 0 Hanger List H1 HTU26 H2 HGUS26-2 NOTES: L) REFER 10 HID 91(RECOMENDATION5 FOR HANDLRN6 INSTALLATION AND TEMPORARY DRACRN6.) REFER TO EN61NEERED DRAW1N65 FOR PERMANENT DRACRN6 REOLBRED. 7.) ALL TRI755E5 (RNCLLDIN6 MISSES LMER VALLEY FRAMW6) MfiT DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACIN6 REaRREJ&NTS 3) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED BY BMDER. N.) ALL TRUSSES ARE OES16NED FOR 7 06. MA)OMLM 5PA(AN6. LMLE55 OTHERWISE NOTED. 5) ALL WALLS SHOWN ON PLACEMENT FLAN ARE (0451PERED TO DE LOAD DEARM L1NLE55 OTHERWISE NOTED. 6.) 5Y42 TRUSSES ML5T DE INSTALLED WITH THE TOP DEIN6 UP 7) ALL ROOF TRUSS HANGERS TO DE SIMPSON 1411126 ULE55 01HERWISE NOTED ALL FLOOR TRU?% HANGERS TO DE SIMPSON THA422 LKE%OTHERWISE NOTED. 6.) DEAWHEAOERA RNTEL (HDR) TO DE FL64511ED BY WILDER. SHOP DRAWING APPROVAL I* LAYM IS THE SA.E 901W FOR FABRICATION O TftWS NO VOIDS ALL PREVM AUTECUAL OR OTHER TR055 LAYOFFS REVIEW AND APPROVAL O THIS LAYOUT N51 BE TTCEMD BEFORE MY TRIFfiES ILL DE BIRT. VERIFY ALL ONDITIONS TO DOW AMAIOLANYf5 THAT WILL RESIFT IN EXTEA (MUE510 YO) 44 uj "NY Nu Builders FlrstSource Orlando PHONE, 407-851-2100 FAX 407-051.7111 Plant City PHONE: 815-759.5951 FAX, 613-752.1532 l ER. Taylor Morrison Homes II: Eden III B N IDF11%. 1I11 IM: Lot I GIY 1. N001. 3- 28-17 Rick RECORD COPY City of Sanford Building and Fire Prevention Product Approval Permit # # 17 1 9 1 1 Sp 0' ' ation Form SANF0RO O cPARtt3` Project Location Address: 425 Rocky Grove Lane, Lot 90 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL16054.04 Sectional Arnarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-R6 Roll U Automatic Other Therma Tru Glazed fiberglass double door FL20461.11 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soff its FL12019-RS Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales 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 lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 W .0..•11MY0 • i[00•.C.•t0. OT r.14N• .MM/ YV.M N `JIFK NOSI I2JOW ?JOIAVI gay SOS 3>10 2i9N2iOH1— 06101 259' LLA pp a 4 Aulugio- MOONm+ fE S NDSH MOONIM S310N r V CY LC r l cn a Z o F zQ2nR. $ aLLJ111 = U JJ1 J L 24 cC O pa waeo •ter •e...uow .^,c: 00 uosl jolAu4 Ll(0 dLU A gyy o c c R R. R s aLL F S O-IM MOONIM S 9( S1H9I3H MOONIM S31ON i 1 • 10-1 H a 9 0 0 LL W a a D d a' THERMAITRU' DOORS Fiber -Classic, & Smooth -Stara COMPOSITE EDGE GLAZED FIBERGLASS DOUBLE DOOR w/ or w/ovt SIDELITES INS WING/OUTSWING NON -IMPACT' GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition )2p14) Florida Building Code )FBC) structural requirements excluding the "High Velocity Hurricane Zone" HVHZ). 2. Product anchors sholl be as listed and spaced as shown on details. Anchor embedment to base material sholl be beyond wall dressing or stucco. 3. when used in areas requiring wind bome debris protection, this product is required to be protected with on impact resistant covering that complies with Section 1609.1.2 of the FBC. 4. For 2x stud froming construction. anchoring of these units shall be the some as that shown for 2x buck masonry construction. 5. Site conditions that deviate from the details of this droving require further engineering analysis by a licensed engineer or registered architect. 6. Fiber -Classic S Smooth•Stor Door and Sidelile panels require the use of'7 port numbers and must be stained or pointed within six months of installation. TABLE OF CONTENTS SHEET a DESCRIPTION MEET 0 DESCRIPTION I T o1 Elevations, n Remns b net Notes 9 K GO$$ sections C 2 DDOr Po el Details 10 5 Ant 3 Door Pone) Detoils I 1 OmB AnC 4 Sk7e6te Pones Details 12 Hmdwore Deco$ S Elevouons 13 detolt 6 onto & v Goss Sections 2x Buck)14 Componenh 7 Horizontal 6 vertical oss sections it I x sucki 15 1 60 o1 Matenols 74 7S FRAME WIDTH I J l7 Z O° 0 X e X r o 105.75 MAX O.A.FRAME WIDTH ISSFRAME MAD1H 74.75'FRAME WIDTH 7 z G O X e X OmE x e x co M J CONFIGURATION ASTRAGAL DESIGN PRESSURE (PSI) INSWING DESIGN PRESSURE (PSI) OUTSWING POSITIVE NEGATIVE POSITIVE NEGATIVE XX.OXXO STANDARD 40.0 40.0 40.0 40.0 XX, OXXO COASTAL 50.0 50.0 50.0 50.0 See Sheet S for Hardware Specifications A' Zy W NZnm ry .. S c° N•• 5 6. mILa EZ k, A Z u m e. %• JK X er: LFS ANtNO MD.: FL-20461.1 1 us 1 or 15 Lm GI G2 % 1.875 W 0.7 EXTERIOR COMPOSITE Y503 CAP W, c- opz. 0, Pv 0 INTERIOR Iz, ro 0 LOCK BLOC STILE 8 l z COMPOSITE LOC HINGE STILE 113 CAP (ENGINEERED WOOD) /' HORIZONTAL CROSS SECTION P 2.5'LONG LVQ (ENGINEERED WOOD) z Shown wi up ule uiazing 1.198, TOP RAIL C; . 1. 1.875' (COMPOSITE/ENGINEERED 5 4L 0.4ww 1.19 EXTERIORt r 0AW w m If R WOOD) cz yFj COMPOSITE CAP 4 —7 INTERIOR 0 '. .... j, 11 ". .'-, C COMPOSITE HINGE STILE MOLDED OPEN STILE LOCKBLOCK STILE GI G2 (12.5*LONG WOOD) (ENGINEERED WOOD) FOAM CORE CAP (ENGINEERED WOOD) 0 HANE. La MIN.) POLYURETHANE- HORIZONTAL CROSS SECTION 1.9 PCF K 5nown w/ up ute U ng MOLDED OPEN -\\ 17STILE EXTERIOR L T 41 3SAUT MAX. DOOR16,T MAX, DOOR 35.81,T MAX. DOOR PANEL WIDTH PANEL WIDTH PANEL WIDTH 0 0 r3 —4 m EXTERIOR DR T\ElINTERIOR Gl G2 Ln GI G2 z 21.ITMAX. D.L.O. x LIP LITE GLAZING 5 cd cd ui 0 T C? Is -T 7,7,' 1 ci RBERGLASS SKIN 10.073'7HK.) DATL 611116 SCALE N.T.S. II BOTTOM RAIL m BY. JK 1.7 1' (COMP.) 1 —71" LrS r3-'\ VERTICAL CROSS SECTION 1-4VERTICAL CROSS SECTION 40 20OI PANEL 41@_DOOR PANEl 2 DOOR PANEL 2 /Swwple GoNg Qj5hown w/ up ule Gloang FL-20461.11 o0K HybW D0. isKcl -L or -L5 o.s'_ COMPOSITE CAP HINGE STILE ENGINEERED WOOD) 0.406" COMPOSITE HINGE STILE CAP (ENGINEERED WOOD) I&T MAX. DOOR PANEL WIDTH m24.17'MAX. D.L.O. FLUSH GLAZING) x j lamLikwolIn= W23 a l HORIZONTAL CROSS SECTION 113 Snown w/ Hush Gomv 9G3 EXTERIOR1 INTERIOR 0 X- 1.875" COMPOSITE CAP LOCK BLOCK STILE 12-7 LONG WOOD) (ENGINEERED WOOD) 1.87,7 1 19ir 0AW COMPOSITEE .1 CAP LOCK BLOCK STILE 2 HORIZONTAL CROSS SECTION (12.T LONG WOOD) (ENGINEERED WOOD) ill/ Shown w/ mAh uowg 35.81 T MAX. DOOR PANEL WIDTH jWR PANEL Hybrid Door 16— 35.8 I.T MAX. DOOR -4 @DOOR PANEL5DOOR42PI). 70P RAIL COMPOSITE/ENGINEERED WOOD) V FOAM CORE,------ POLYUREFHAN 1.9 F MIN.) INTERIOR EXTERIOR G3 G3 — FIBERGLASS SKIN o (0 072T 7HK.) 10 t'r 'L-'.-*! ---,BOTTOM RAIL 1.71* ( COMP.) 1.7 1" 3'\ VERTICAL CROSS SECTION t-4'\ VERTICAL CROSS SECTION 3 '/ Shown wl Fiusm ujlozing Q'j 5hown w/ Hush Ql=ng 0 suu J T. CHJK LFS 9VsFL- 20461.11 EIT OF 111111111///// 13.94- MAX. PANEL _ 13.94" MAX. PANEL -Z' NOW* 2y' WIDTH WIDTH _ _,•' X..j'r- ii _ 7.I T MAX. D.L.O. 7ZT MAX. D.L.O. _ WIDTH I WIDTH G2 G1 0.66' G3 I aci 3 I m d rS 17j ••-'•. fXIEC10R V p Z rr = i 4 STILE (WOOD) 1 RpR STILE (WOOD) \ N Ea 18.0 id O v g t 9 C WyyWm \ N II O oLD a 0 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION ,;' CD 4 0 4 Up Ufa Glaring 4 Flush GICOV ' o o 2.62s (TYP.) c uitk Ir 4 N 15 o 4 4 c RIOXI.1/YPPH I. T SIDEIFTE PANEL SIDEIlTE PANEL 60 FultUte 6 3/aUte PVSCREW(ttP.) TOP RAIL m Hush Glozed Flush Glozetl Bi5 I/2 LITE FRAME (WOOD) TOP RAIL IWooDI U' MAX. PANEL o o a a 1 C MAX. PANEL FOAM CORE WIDTH WIDTH I ,I ( POLYURETHANE - ' FOAM CORE 6' MAX.DIDL.O. 6.89•' MAX. D.L.O. L 7 1. 9 PCF MIN.) (POLYURETHANE - WIDTH D _ 1.9 PCF MIN.) T I J EXTERIOR INTERIOR Z XTRI EXTERIOR INTERIOR v 4N N10X1• I/TPPH Gl G2 G4 a e Q PLASCREW (TYP.) a t] 4 o i 4 ! a BTS FULL LITE FRAME N T O FIBERGLASS SKIN - b. FIBERGLASS SKIN >S, h = 4 (OA70'THK.) o (0.070'THK.) o Z u° calc 6 I 16 tBOTTOM RAIL I • BOTTOM RAIL SOLD N.T.S. 3 3 (WOOD) (WOOD) 4 4 o CAL W. LFS i SIDE!! TE P WEE S10EUTE PANEL 3 VERTICAL CROSS SECTION 4 VERTICAL CROSS SECTION DMWM la o 50 Iu9 Ne 50 HaU We 4 Up Ufa Glaring Shown q Flush Glaring Shown FL-20461. I I c Up Use Up Lite sHctr 'L or JA 0 x6 1 7 4 P 41 SEE HARDWARE CHI RT 9 9 9 e9 WhOm"157 lw--.JvMr 011 5 x x 0 1 fillLl Fiber-Classic/Smooth-Star Door Panel Options Panel options shown ore for illustration and are representative only similar glazed panel configurations ore allowed) I IfL SEE HARDWARE CHART \, 9 V \9 9 0— C lot p az c M. 0 a* I if L' c z c of HARDWARE TABLE MANUFACTURER MODEL KNOB: F51 SCHLAGE DEADBOLT: B60 KNOB: SIGNATURE SERIES KWIKSEI DEADBOLT: SIGNATURE SERIES (980) HOPPE MULTIPOINT: MPDGSBtTHERMATRU) 3 pt. Manual Shootboll) ALL, N.T.S. 0. Ff.. JK X. W. LFS kwm NO.: FL—ZUqbt.lt EcT _,5 or E jP 1.1//' MIN. EMS. (TYP.) I SEE NOTI 0.15'C•SINK TYP) 1 HORIZONTAL CROSS SECTION 6 Shown w Buck Outswlnp shown pnswing similar) 5 HORIZONTAL CROSS SECTION 6 u swung shown lirriwing slmllor O.1 SINK FYRYPI SEE NOTE I 25 INTERIOR 1 EXTERIOR 1.15'MIN. Notes: EMB. (TYP.) 1. S'Idelte assembly screws located T from top and 1 P from bottom d t t , 2 more screws equally spaced between (4 screws total per side jamb). 2. SideGle assembly screws located 7 from each end 12 screws along Y headjamb). 60 1-1 Pt' MIN. — EMB. (TYP.) 2 HORIZONTAL CROSS SECTION 6 Shown w Buck Outswing shown (Inswing similar) 6 HORIZONTAL CROSS SECTION 6 Outswwg shown (inswing sl tar EXTERIOR INTERIOR wERTICAL CROSS SECTIONCROSS SECTION 6 Out swing shown Buck nil or) VO C: e wfC PV O`f``-``` Z ONO 0md v V N ' o 0 r °o z$ Cu9W or e 5_ u mil. Y LmCr SX J h c r InEnxILIU 25 SEE NOTE 2 Y U INTERIOR EXTERIOR 0 4 VERTICAL CROSS SECTION 6 Shown w/ 2X Buck Outswing shown (Inswing similar) M 611116 NA N.T.S. w. w JK uc LFS AWM M04 FL-20461.11 m 6 or JA Notes: 1. Sidelte assemby screws iocoted T from top and 14" from bottom b 2 more screws equoly spoced between 14 screws totol per side jomb). 2. Sidelte ossemby screws locoted Y from eoch end (2 screws clang hood )omb). 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 7Shown w I X sub -buck 7 Shown w X su buck Outswing shown (Inswing simllor) Outswing shown (tnswing similor) EXTERIOR VZAVZA INTERIOR 3 VERTICAL CROSS SECTION 7 Outswing hown(ijin wing sal 1 SEE NOTE 2 EXTERIOR L,W A INTERIOR 4 VERTICALCROSSSECTION 7 Shown w/ I X sub -buck Outsrnng shown (Inswing similar) 0, y„` Lill Zv Oi N g Z- dw Fs Lrrrtp& K Ro Ea Z$z 9, 6 ga VIDO ^ K, 9L, N.T.S. 6. BY. JK K. w: LFS WNG NO.: FL- 20461.11 m 7 or 15 EXTERIOR J'/ (IAI INTERIOR 3 VERTICAL CROSS SECTION Shown Olrect 10 MosonrY Outs+nngorlyw/4-9/16 jamb Double 0. Ony IN/A w/ Sidelites) Notes, 1. Sidefile assembly screw$ located T from top and 1! from bottom b 2 more screws equally spaced between pt spews total per side jomb). 2. Sidefite assembly screws located T from each end 12 screws along head jomb. IMERIOR fed Z I = / enn IY1 EXTERIOR 1 HORIZONTAL CROSS SECTION Shown Direct to Masonry Outswing only w/ 4-9/16 jamb Double Door Only (N/A w/ Sldefttes) 3 MAAi X. m r EXTERIOR //,j- INEERIOR 5 VERTICAL CROSS SECTION Shown Direct to Mos". , Outswing onyw/616 Jamb 1.1/4' MIN. EMS. PiYP.) 441 HORIZONTAL CROSS SECTION Shown Direct to Masonry Outswing only w/ 6.9/ 16 jamb INTERIOR EXTERIOR Z d Ls L MAX. r r MIN.. SEE NOTE 2 EXTERIOR INFERIOR 6 VERTICAL CROSS SECTION Shown Direct to MOS07Outsvingoroyw/ 6-9/ 16 tomb EXTERIOR \ J SEE NOTE 1 t„ j 1.1/4" MIN. EMS. ITYP.) S SECTIC STjomb Ss rrr rrr//// U: * Z3j n Z a o 0 U N •• ZL4 K g Ew Z&Zu t'n 0po0 n a 14 E 0Z30 3a ire N.T.S. C. we JK K W. LFS Awac No.: FL-20461.11 m JL OF 1,'t 0¢ 8 Notes: 1. SM Item N's 17, 18. 32, 34, 35, 36. 37. 38 L 39 are attached to jambs w/ (3) #8 X 2.1 /T plh screws at each end. SM Item Vs 16 & 33 ore attached to jambs w/ (2) #8 X 2-1/7 pfh screws of each end. SM Item # 15 6 attached to jombs utilizing (4) # 10 X 1.1 /2' pph screws at each end. 2. Sideule assembly screws located C from each and 12 screws along s01). INTERIOR - EXTERIOR INTERIOR EXTERIOR 40 41 42 40 41 42 9 43 44 45 43 44 45 38 39 32 SEE NOTE SEE NOTE 1 D • D D•. p• 1 L°J Zd 1 VERTICAL CROSS SECTION Z. 2 VERTICAL CROSS SECTION y Inswing Slu _ % 9 tnswing Sul EXTERIOR I SEE NOTE EXTERIOR INTERIOR 3 VERTICAL CROSS SECTION 9 Outswing Sig INTERIOR EXTERIOR INTERIOR 25 50 60 EXTERIOR SEE NOTE 2 32 33 34 35 36 37 38 39 45 77 75 SEE NOTE 2 D D i • p•. tm 4 VERTICAL CROSS SECTION y Pubic Access Sig 5 VERTICAL CROSS SECTION y Inswing SIB INTERIOR is z 8 S1Av*-, v011J 0 = WW,• y: ookwh N n V 0, n z C E Z ZU n "s 9 c; a171810aIL4 p • Az. iD • ai[. 611116 SOuc: N.T.S. 0" In: JK aI fir: LFS 6 VERTICAL CROSS SECTION ° P WM NO: 9 Oulswing 519 FL-20461.1 1 slim 9 or 15 a x 2X BUCK RYP). MASONRY PYP.) 2X BUCK ANCHORING . oxxo ill,. Ilk A l 11PV111 Dy` ip>nw 16 U m t N •: V Z oZum • 90 § V e maa S 4+ ALL, NJ S. z %: JK K W. Ys Awm Mo_ FL-20/61.1 1 m 10 01 15 11u.nrtyrl PFH WS rr 1 11111 O ``` vi > o JAMB TO HEAD DETAIL c R a TYP.) Iv E $ z IRECT To ID c DMASONRY D DIRECT i0 s " i 56. P MASONRY HEAD JAMBS Z m n 0. f HEAD _ o n.P I 3" (TYP.) RYP'I Y. TYP.) —, • I _ T P) -- 3{ I ( IY-P.)—, 8 dT (nP.) I I — 6' ITYP.) T P) —" j I T jTYP.) 3' (TYP.) V2XSUCKSEEDETAIL1 ( SHEET 12) (= S( HEET 2)IL2XBUCK ) to - - BUCK J IXBUCK PP•) II o HEAD & JAMBS I I - _ HEAD & JAMBS I I - - —L aPP.) I I DIRECT TO ( TYP.) DIRECT TO f MASONRY N I IMASONRYJAMBSII _ 1JII (rcP) I I I_ ITMF P•IIIII _ p I I — — _ C I I ( TYP.) — — u i SILL IISEEDETAIL2SILLIISEEDETAIL2I P•) I I ( SHEET 12) I (TMP•) I I (SHEET 12) - O ci cr I I I I I 1 = d 1 I I I I I I I I I I I FRAME PP.) W14 xx MASONRY CRY OXxOO c z u an: 6 1 16 i Swr: N T.S. oWc tm JK s FRAME ANCHORING CW. W. LFS ; ONAWIM NO.: FL-20461. 11 a HEED 1 1 or -LS 7 P a- 28 0 25 25 b 27 LATCH i DEADSOLT DETAIL ScNoge / Kwksel DIRECT 10 MASONRY IX BUCK MUCK SEE LATCH 6 DEADSOV DETAIL DIRECT TO ASTRAGAL MASONRY Lotch and Deodboll IXBUCK 2X BUCK DETAIL 1 DETAIL I Coostol Astrogol Strike Plote 0 Hood Stondord Astrogol Strike Plote 0 Hood 0 go NON SEE HINGE = O = O DETAIL 1TYP.1 I i HINGE JAMB P 0. DODETAIL2 G 81 DETAIL 2 G DETAIL 2 1 /7• 0 HOLE Inswkg Inswing Outswing Coostol Astrogol Stoke Plole ® Sill Stondord Astrogol Stoke Plote ® SM Astrogol Bolt Hole ® Si LATCH & DEADBOLT STRIKE DETAILS SEE LATCH. DEADBOLT DETAIL HINGE DETAIL ASTRAGAL Mull n — Lock iX BUCK X BUCK IRECI TO WSONRY n LATCH R DEADSOLT DETAIL Willipoml Lock AM DIRECT TO MASONRY G I BUCK 25 2X BUCK all— pv mo R Fa z o u E. dm° x+ maa` LD V O E jZcui DETAIL 1 Mullipoint Lock Strike Plote 0 Hood bmng Muttipoint lock Strike Plote ® $it n 8 GOuhwtrrgMultipoinl lock Stoke Plote ® Sill MULTIPOINT LOCK STRIKE DETAILS M- 611116 uc N T.S. a we: X K. rr/: LFS urm NO.; FL-20461. 11 rrr 12 or. 15 BACKBEDDING, COMPOUND SHOWN wl I /7'GLASS BITE a- J. CUT-OUT 1/7% 9/16"THK. GLASS PANEL 1/9* TEMPERED GLASS C; AIR SPACE INTERNAL GRID (G8G) INTERNAL GRID (GBG) ..... .... ,z I/R'IEMPERED GLASS Oplional Aluminum Spacer) ul .- 21.17 D.L.O. z R 0 0 lox 1-117 9/1 CANSULATED GLASS INSERT OPTIONS WIDTH \4 A -:X PPH PLASCREW 3A DURASEAL. ALUMINUM 0, zORSTEELSPACERItsygEm 5 .1GLLAIIIIIG; DETAIL c; an U.. ram. G1 SISUIeFrome 3 1, a: a' Door Panels & Sidelites oZ BACKBEDDING COMPOUND V-1/2-GLAT RE SHOWN w/ THK GLASS MOLDED OPEN F DECORATIVE INSERT PRIVACY INSERT WROUGHT IRON INSERT _ T PANEL ,,-I/A'TEMPERED L, GLASS cc 1^ AIR SPACE I/FTEMPERED m GLASS 0MINIBLINDINTERNALGRID (GBG) INTERNAL GRID (GBG) riPPHPLASCREW3BDUIRASEAL, ALUMINUM (Aluminum Spacer) Optional Aluminum Spacer) 0ORSTEELSPACER GLAZING D67AILG2 BTSUt. ,'a.. I" INSULATED GLASS INSERT OPTIONS Dw Panels & Sidelles m 1/ 7'GLASS BITE - 5f1r THICK GLASS DOOR PANEL 1/9' TEMPERED GLASS AIRSPACE z 1 / 0- TEMPERED GLASS 0 V) 0 lox I_I/Z, 7 3. 2S* BACKBEDDINGDURASEALALUMINUMINTERNALGRIDjGBGjINTERNALGRID (GBG) PRIVACY INSERT PPH PLASCREW COMPOUNDORSTEELSPACER (Opfk>nol Abirrdnum Spacer) BTS Full Lite Frame @D GLAZINGIUTAIL G3 Fk*hPo eels DwPanels5/6'INSULATED GLASS INSERT OPTIONS I IT GLASS BITE 3/4" IHICK GLASS SIDELITE PANE ) IT TEMPERED GLASS L AIRSPACE Z u T C- X. 611116 1 1/6TEMPERED GLASS I scmv N.T.S. cc 3 1S IS Dft BY. X 0 BACKBEDDING DURASEAL, ALUMINUM INTERNAL GRID (GBG) INTERNAL GRID (GBGj DECORATIVE INSERT PRIVACY INSERT ;;--,.LFS i COMPOUND OR STEEL SPACER &AISUrE IXAMI An WE FRAME 3; .D. i 3B ID It 6CGLAZINGDEIAII3hCINSULATEDGLASSINSERTOPTIONS3A &I Glaft FL-20461.11 G4 GLAZING FkM.1GAwnum3 or _L_ 5Sidelles _L_ z J INSWING THRESHOLD 32 Imwlmp Bor c Composite Adjustoble SR 7.1/r 1.56- —j 33 INSWING THRESHOLD Imswlnp Bask Flied StT SYS' INSWING THRESHOLD Imvarp Moderate Clnote So 1.3/6 5.75 i L INSWING THRESHOLD tns +imp Moderote lesill Im 5. 7S 36 INSWING THRESHOLD Inswsnp Bork Ftced S3/' Sa i 37 INSWING THRESHOLD tmwlnp Bork Feed 7.1/r so 38 INSWING 1HRESHOLD tmw4ipCompos1eAdjustable $R INSWING THRES1101D 39 Iruwlmp Bork Composite Adjustoble SR 5w Ift Gj 2.. i6- --1 1 WOOD JAMB Coxes g E 8 54T E oZ 0. 063" OURWINGTHRESHOLDTHERMALro. 06WY ComposiBREAKFLUSHCFLUSH BOIiBOU 4, 56• RETAI r 0 19 STANDARD ALUMINUM ASTRAGAL a 1. 91- 17 OUR WING THRESHOLD Composite / Alumirprm Sio fr yl I I 1l 60 FLUSH BOLT Ct 5.75 U pp b ci to I FLUSH BOLT RETAINER L -- 0.126- OURWING THRESHOLD 42AS7Al ALUMINUM ASTRAGAL 1S PUBUCACCESSTHRESHOLD 18 Ce ilBreakANmbnsmSB 20 F-- F2.11' --{ -- 2.18• 2.l r — I Z T g 4 _ J Et — T ova:+iq--q 4./7 ltTf't snu: N.7.5. DWC.1m. JK 1. 9r — 206• -- c I I aw er: LFS c SWEEI SWEEP SWEEP o SID M SPACER SpussvAnIDEIFTE SPACER SIDELITE S/ACER °""s""c "o L 10 75 Irsswlnp 76 p 77 Hswng FL- 20461.11 J Moderoto Climate Threshold s w 14 or 15 z Av t ... a oon i o a '° o IDo 4 ag 9 d a 4 ; m d n gZ BILL OF MATERIALS BILL OF MATERIALS REM 6 DESCRIPTION MATERIAL REM I DESCRIPTION MATERIAL A 1 X BUCK (SG - 0.42) WOOD 32 INSWING THRESHOLD ALUM/COMP B 2X BUCK (SG - 0.42) WOOD 33 INSWING THRESHOLD ALUM/COMP C 1 /4" MAX. SHIM SPACE 34 INSWING THRESHOLD ALUM/COMP D 1/4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL 35 INSWING THRESHOLD ALUM/COMP E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 36 INSWING THRESHOLD ALUM/COMP 37 INSWING THRESHOLD ALUM/COMP F 10 X 7' PFH WOOD SCREW STEEL 38 INSWING THRESHOLD ALUM/COMP G 3/16" X 3-1/4" ITW CONCRETE SCREW STEEL 39 INSWING THRESHOLD ALUM/COMP I 1 /4" X 1-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL 40 DOOR PANEL (BOOK) J 1/4" X 3-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL 41 DOOR PANEL (HYBRID) L 10 X 2-1/7' PFH WOOD SCREW (1.15' MIN. EMBEDMENT) STEEL 42 DOOR PANEL (U1) M 3/16" X 2-1/4" ITW CONCRETE SCREW STEEL 43 FLUSH GLAZED DOOR PANEL (BOOK) N 3/16" X 2-3/4" ITW CONCRETE SCREW STEEL 44 FLUSH GLAZED DOOR PANEL (HYBRID) P I/4" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 45 FLUSH GLAZED DOOR PANEL (U1) I JAMB (FINGER JOINT PINE) WOOD 50 SIDELITE (FULL LITE) 6 WEATHERSTRIP (MEDIUM REACH) FOAM 60 SIDELITE (HALF LITE), 7 WEATHERSTRIP (LONG REACH) FOAM 75 SIDELTE SPACER (INSWING) PVC 8 SWEEP VINYL 76 SIDELITE SPACER (OUTSWING) PVC 9 SWEEP (USE W/ MODERATE CLIMATE THRESHOLD) VINYL 77 SIDELITE SPACER (INSWING) - MODERATE CLIMATE SILL PVC 10 SWEEP (USE W/ PUBLIC ACCES; 11 10 X 1-3/4" PFH WOOD SCRE% 15 PUBLIC ACCESS THRESHOLD 16 OUTSWING THRESHOLD 17 OUTSWING THRESHOLD 18 OUTSWING THRESHOLD 19 STANDARD ALUMINUM ASTRA( 20 COASTAL ALUMINUM ASTRAG, 23 24 10 x 3/4" PFH WOOD SCREW 10 x 1" PFH WOOD SCREW 25 R8 x 2-1 /7' PFH WOOD SCREW 26 R8 x 5/8" PFH WOOD SCREW 4" X 4" UR STEEL STEEL CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to morlorjotnts. 2. Concrete anchor locations noted as MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortar )oints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor toble: STEEL STEEL STEEL crcci ANCHOR ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY TO ADJACENT EDGE ANCHOR ITW 9 1/4" 1.1/4" 4" 4" iAPCON ELCO c ULTRACON 1/1" 1.1/1" 1" 4" ITW 3/16" 1.1/4. AS SHOWN 1.1/r TAPCON• WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8' edge distance, ?'end distance, d I"o.c. spacing of wood screws to prevent the splitting of wood. Florida Building Code Online P Page l of 3 Professional RegulationBusiness r®r F" 7eAC& WIS Moore I top to I usa lie MaUon Not Toom I Suborn &wcrarpe I sets 6 Pori 1 PubkWom I rat shot I OM Ste Map I unls I Sean n Bus.. pt.6 USFR: Pubpt userMWUSER: ": Approval Regulation er a.Ltir;,l trregttMi oe an• FL s FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commisslon If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419)298-1740 ridtw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Emall Quality Assurance Representative Address/PhonatEmail Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan 3. IOng, P.E. ill Validation Cheddist - Hardcopy Rece ved Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E19% 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-orgtpr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of use Approved for use In HVHi: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other- See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for Installation irisVuctions'. N61:e-- Glazing S1%II-comply with ASTM-E1300 04. (This product approval requires the use of 7' part number doors and sidelltes, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certifcate fa +c»S R3'L CAC 15225.c_ NAMI cens.odf Quality Assurance Contract Expiration Date 12/31RO21 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports 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 omits of use Approved.for use in HVH2: No Approved for use outside HVHZ Yes Impact Resistant: No Design Pressure: WA Other: See INST 15225.6-68 (6'8 Door Products) and 15225.6-80 (8'0 Door Products) for installation Instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate t:i1= 11a'r f Ag ie»5.5MAMI cferts.cdf: Quality Assurancee Contract Expiration Date 12/31/2021 Installation instrudiaR1S2'15 R3 L t SL15n "S.ndt t t , 5»S Rain INs7 15225:6-0.mf Verlfied'By: Lyndon F. Schmldt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Fits 5 R3 AE EVALLS22S.6-68.odf FL15225 R3'AE EVAL1S225.6-80.odf. Created by Independent Third Party: Yes comae us: - The State of Fbdda is an AVffO empbyr. [eawiete 1na7.?of1• er. d frertda• ::PrWam * :: Acmdbinv St&W rmt :: Renmd Sutemnrt Undc,Flbrda taw, eml9 addresses are pubfk mmrds. If you do not wam Your e-rra0 address released In resporpe to a pub k4vcwft request. do not sad ekNalk me to this enuty. Instead, andao the only by phone or of badgloral mM9..11 you lave airy que;UDn6 plisse cwd= 8%4t17.139S. 'Pursuant to Sea" 4S5XMI). Fbdds Statutes, Hfemve Ober 1. 2012. kensea Umnsed under Chapter 4SS. F.S. must p vAde the Deparorxnt Mtn An emMM address C that rave one. The ema0s pmvded may bets" for official rsrnmumoUon with Me Ikensee. Mowevr rnW addresses are publk resold. V you do rA wkh to aupft a personal address, please provWe the Depadmem with an email address whkh on be mode avaoable to fhe publk. To date .roe U you am a IklnM under Chapter 4SS. Fa, please cock h=. pedua Approval Aaeptt M. Credit.AFE https://www.floridabuilding.orglpr/per app dd.aspx?param--vGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benebmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within s_-.._r...ew_u- -. WAILANW,-erNRwnNn..n.....:....ia.o fk..attedbyTheAtnertean'NationelStandardsInstitute(ANSI). NAMI's Ceruned Product InstTn aT: n l rut a Glazed nr"u vim. ... onw... r... Design Missile Test Report Number Inswing Configuration or or Maximum Pressure Impact OutswinE Opaque Size Pos/Nelt 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 31099x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097ITTF-254F Sin le XX 1/S r Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/1,4097=17-253F Standard Aluminum Astragal Double XX O/ S Opaque 6'0" x 6'8" 40/40 No ETCG01-741-10703.0/L-2097MrF-254F Standard Aluminum Astragal Double XX I/ S Opaque 6'0" x 6'8" 47/47 No ETC-0041-10703.0/L-2097/rT F-253F Double Coastal Aluminum Astra I .. . XX O/S Opaque 69091x 6'8" 47/-47 No ETC-01-741-10703.0/L=2097%ITF-254F Coastal Aluminum Astragal . _ Double OXO/OX/ XO I/S Opaque Door 514" x 6'8" 40/-40 No ETC-01-741-10593.0/1;-2097/TTF-253F Sin le w/ Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 5' 4" x 61" 40/40 No ETC-0 I -741-10593.0/L-2097rM-254F Single w/Sidelites _ OXXO I/S Glazed Sidelites Opaque Door 8' 4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/i'TF-253F Double w/Sidelites_ Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 814" x 61" 40/ 40 No ETC-0144140593.0M2097MrF-254F Double w/Sidelites Glazed Sidelites' Standard Aluminum Astragal _ OXXO I/S Opaque Door 894"x 6'8" 47/47 No ETC-01-741-10593.0/L-2097=-253F Glazed Sidelites Coastal. Aluminum Astragal Double.w/Sidelites_ OXXO O/S Opaque Door 8'4" x 6'8" 47/47 No ETC-0I-741-10593.0/L-2097/TTF-254F Double Glazed Sidelites Coastal Aluminum Astragal w/Sidelites 9in77 National Accreditation & Management Institute, incJ477-1 veurgc VVaauuagav.IT' G"V.. . ...-..., Tel: (804) 684- 5124/Fax: (804) 684-5122 NAM AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inawing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E33.VTAS202 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 withinv.xnf. r+.....:n...:#W. Dr..e..e...•.. eooradif&d 1hv'r&*-A.narican National Standards Institute (ANSI). NAMI's Gerund Product c,umn at Glazed B.:..,.,......,................._.... Design Missile Test Report NumberInswing Configuration or or Maximum Pressure Impact Outswing Opaque Size POSINCE Rated Comments X I/S Opaque, i 3'0"x 6'8" 67/47 No ETC-0I-741-10702.0/L-2096ITTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.OM2096/1TF251F Single XX I/S Opaque 6'0" x 61" 40/40 No ETC-01-741.10702.0/L-2096n TF252F Standard Aluminum Astragal. _ Double XX O/S Opaque 6'0"x 6'8" 40/-40 No ETC-0I-741-10702.0/L-2096ITTF251F Standard Aluminum Astragal Double XX 1/S Opaque 610" x 6'8" 55/-55 No ETC-01-741-11008.0M215IfTTF252F Coastal Aluminum Astragal Double XX O/S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.0/L.215IMF25IF Double Coastal Aluminum Astragal OXOlOX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-I 1008.0/1,-2151/i-TF252F Sin le w/Sidelites _ OXO/OX/XO O/S Glazed Sidelites Opaque Door 594" x 6'8" 40/ 40 No ETC-01-741-11008.0M215I TF251 F Single w/Sidelites OXXO I/S Glazed Sidelites Opaque Door 804" x 6'8" 40/40 No ETC-61-741-11008.0/L-215I TTF252F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO O/S Opaque Door 8'411x 6'8" 401-40 No ETC-0 I -741-11008.0/L-215 I nTF251 F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO_ I/S Opaque Door 814" x 6'8" 55/-55 No ETC-0 1 -741 -11 008.0/L-215 I MF252F Double w/Sidelites Glazed Sidelites Coastal Aluminum As al OXXO " O/S Opaque Door 8'4" x 6'8" 551--55 No ETC-01-741-11008.0/L-2151n-M51 F T, Glazed Sidelites. Coastal Aluminum Astragal. Double w/Sidelites... vs 'Pin-rf National Accreditation & Management institute, tnc.ivfyv aeory V.NlIOf 11,011 Pio,nq. • J.,.....r.N, Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: MASONRY 2X SUCK 0. 4- 4 . 4 4" 4 4- ll`MULUONMULUON11 MASONRY OPENING lvp;. SHOWN FOR REFERENCE MASONRY. OPENING TYP; SHOWN FOR II REFERENCE HEAD11 IfHEAD JAMBS JAMBS, 2X SUCK—/—Ij 2x Bucic. it II MULUON SHOWN FOR 11 1 0! cd REFERENCE RUCK W/SIDELITF ANCHORING e-NGI f W/SIDEU7ES M&K. ANCHORING MASONRY OPENING I. Ila mh3.0.s45S. 2X BUCK I.X"j? dww .Va 0. . mW be ocfjtnted to axphlah the min. edge clktolC* 10 IL Co" ff&*a=hw =nofod CIS WX OM cemr " be o*Wed to matirahIh6min, efpebtlaneetoIrtarl oddMIVId0mb06 CfKhW 3. Caweto anchor rob* you ow r ir TAPCON t, t= 4- J- _140.. 1 4! 7. b 1 II ISHOWN SHOWNMULILION FOR Typ. HEAD JAMBS ASTRAGAL rip. I I REFERENCE HEAD REFERENCE II D. If* I. SHOWN FOR JAMBS REFERENCE 2X BUCK I I I I ASTRAGAL p, SHOWN •FOR* I Ici 11 REFERENCE DOUBLE RUCK DOOR ANCHORING MASONRY RIIGK DELITES ANCHORING OPENING A t . N.T. or. : W L 0 MI 15225. Z or SEE NOTE SHEET 3 3 r%.sge DETAIL -3- A I I tSTRAI^,glJ 1 MULUON j SHOWN FOR r SHOWN FOR REFERENCE r REFERENCE ONLY r _ r t8 • is 1 i6 f2•' S 5• 1? r VIEW C--•C- DOUBL DOOR W SID rtFS IN s`^ PAIRS 30 C a TYP. 2X BUCK TALLATION IX BUCK TALLATION HEAD IAMBS iv SEE DETAIL -4- o a c o\ 29 y` T VIEW-E•-'E- pow W/ onnm tomxwm mown m tx ar +we ooia cmoe) Item DESCRIPTION Material A To x W=j 2 STEEL g: 110 X I-U4" 1 OOD ' STEEL I 10 x 4 Hine to Frame EL 3 10 x ' 2 G. 'PrH WOOD'SCR - Is x _ 2- LC—.-PFH WOOD S.REwST 4 1 4 x -3 4 PFH ELCO OR ITW CONCRET SCREW 1 4 x 1-3 4 ITW P N REW ST k 3-J TTW PFH N RETE CREW116x3-1 4 fT1V PFH CONCRE7 SC S 1 tf/ 4' x J-1 4 PFH CONCRETE SCREW 13 TO ASTMMINGC90 TO ACI3001RrHOLLOWBLOCKMIN.PSI CONCRETE CONCRETE E21 4 X 2-1 4 PFH ITW CONCRETE SCREW EA UGAR PINE SG >.0.34 3 4 THK. PRESSURE TROODEATEDSIOELITEPAD STEEL NW'OOD I 2 X 1 X 25 CA, CURKLIGATEV ASTENER W/2X BUCK 2. INSTALLATION A• 3 4 yl 3• rg• n SEE DETAIL yl 2X .BUCIc , A 1N,TALLAT" y 3 a^ Ix BUCK AUATIO14 1 t3, O a n° N SHOWN` FOR•. HEAD. 1 •IAMBS C of'` 0 REFF1tEON 1B: r t8 SEE DETAIL o 5 r 5 jir EI W/1X BUCK '.12INSTALLATION 1 C W/2X BUCK 3 . NSTALLA11ON 1 0 W/1X BUCK 1t' OEM- -1INSTALLATION . 9 ATTACH ASTRAGAL THROW BOLT IZ 8STRIKE PLATE TO FRAME AS SHOWN. 1 C. aft 2 1 12 i srxn N.T.S. 5 Iwo. W. JX e 4 DETAILFL- 15225.5-88 n INTERIOR 0 EXTERIOR FA EXTERIOR EXTERIOR, 16 Sff ton INTERIOR INTERIOR Xft L-At:c*oss SIC715W OUT^" convxmwn INTERIOR 4g EXTERIOR fit 43NVlRflCAI adis su*60-. EXTERIOR INTERIOR Lam' ,\MmcAt — SECTION Al 4' II=MULLION MASONRY OPENING TYP. HEAD MASONRY1 OPENING SHOWN FOR. TYP 11 ',REFERENCE MASONRY OPENING JAMBS II 2)( SUCK 2X SUCK 0 2X BUCK 4. v. GPM pi D11 II it IAMBS cl MULUON SHOWN FOR REFERENCE II• II ritirl F W/rJnFl ITFS 4Ar4 4;1 4. 4' MUWON SHOWN FOR MUWON MASONRY OPENING TYP.. HEAD REFERENCE SHOWN FOR REFERENCEJAMBSASTRAGAL SHOWN FOR HEAD JAMBS O II REFERENCE D II 2X BUCK —/ ITI. V buckn*L S.G. &Q5& a II ASTRAGAL 11 CV"CRMANCWV 2X:-' II 1"SHOWN FOR I. Concrete onchor locations or ing corneamay be o0usted to mdntah Me edge dft"m to morkw)Ddnf& SUCK I I. D REFERENCE Concrete anchorlocollons noted as 7AAX ON COM)r must be ooAted to walritch Ire mh edge distance too xvias)mhls. oddMondconcroft WV bsGqL*od jo, ensure pre %W ON CeMr dimension am not ezcovdOd concrete cncpw3r lable: AMX(W, ANCROR AUKI gi!RA7' D AZOW AUA&%AC6ILBiAWAftRANwIX* su AW— aw , TAPCON Ifir 11-111'r r 1/lr or IS 00. DOUBLE W/SIDEUTES FL - DOUBLE DOOR MZONiTy J. BUCK OPENING SUCK ANCHORING. im 1 'd Q FF-M. N.T.S. iK LFS r C- 4 3- I J i-3• 1 EB OETAL -7. 111 A SEE NOTE 3 SHEET 3 1 MULUON* SHOWN FOR REFERENCE SHOWNAL I, FOR REFERENCE 1 ONLY 1 — 1 1: 18 to U r8 t 1 'ILA 5' 1 s 01 12 ill 1 111 C- .E. VIEW C--'CQOLJBIF ODOR W/SIDEUiFS tYP. t J I1nn H W 33- 4 rl 8- 1Yi 11em DESCRIPTION Motcriol A' B 10 x — 1 2 H SCREW - --' 10 X 1-374-STEEL 1 X 1 PFN WOOD SCREW 1 10 x 4 R n e to come)- STEEL 4 1 4 2-3/4- PFH ELCO OR ITW CONCRETE'SCREW 1 4 x 1-7 4 ITW PFH CONCR E SCREW STEEL 1 4 x 3- 4_ nW pFm CONCRg I E SCREW STEEL 11 x 3-1 ITW PFH CONCRETE SCREW 3 t84STEELa 1 4 ' x 3-7/4-T1YYpfil CON 13.301 OR OLLOW BLOCK CONFORMING TO_ASTM C90 CONFORMINGTO ACI CONCRETE 1 1 4 •X 2-1 4 P Rw CO CRETE SCREW HEAD R JAMB PINE SG > e . 0.4 WOOD 21 30 3/ 4- K. PRESSURE TRFATEO SIDELITE PADwuuu 2" X 1- X 25 GA. CORRUGATED FASTENER STE t"m 1 wL/ 2x BUG* xs ^ 5EE SEE DETAIL 1•Tj IIbTA1lAnON OETAN v . T' 1 w/ tx evoi o i-, 1ALIATION. it TYP. HEAD & '! p . JAMBS _ ASTRAFOR 1 c V1 SHOWN FOR _ 0 . ; REFERENCEONLY 1: $ — 1 — Y to s•' s 3 DOUBLE DOOR VI A'— A' POW W/ ww" affma11m na. m 1Ia /.7D fry. Yt man[ To OoOR 0 OfyWOC117NS) B 1 C :. tl DETAIL ' 4' A DETAIL ATTACH ASTRAGAL THROW BOLT t' STRIKE PLATE TO FRAME AS SHOWN. A 1 ' DETAIL ' 1' w, en ' JK'" • o«. sn LFS 3 eux, Wo FL-15225.5- 80 c n oxar m L j_{ _ • _ill 1 N.1- 11 INTERIOR EXTERIOR il.s EXTERIOR INTERIOR d i' 20 nii 2 C ; 3. ' Vm#cAL O w I EXTERIOR INTERIOR INTERIOR IIE 2 qN sr m a r„ O © J T? oo INTERIOR INTERIORLN EXTERIOR EXTERIOR INTERIOR o ® EXTERIOR Q INTERINTERIORIOR EXTERIOR©o 2" S • N v r-_ 1 Oi n_ r MEAD MUW0 ONpSHOWNFOR RM84CE al 3 u 6' F9/a JAMB 1YP. 01 1 16 EE DEfAM-5- o 12 ;q 3 DEIAaY 12 • VIEW T'•"C' SINGLE DOOR WAIDEUIES VIEW "E"-"E" VIEW "W-V CGl1CW2 ANCtl1711 NbO 1. fond le oncnn Waflnspt the eornen maY be o*Uf9d to mofntotn the n*L edggdhtano•')oniafm obth. 2Conetefeondtalero6cmnoted as' X.ONC&MrMWbeocQletedto mobrfaln the mh edge dbtonce to mottarlobth. oddltfond Concrete anchors may be mquled to erm" ttw'M^X. ON CBgWcWnsndon me rot e>oeesds0. 3. Concrete anchor table: A ft ANC t6, W! L. . TO I r r 1/ r 1.1/f' 1" r uunC, ON f1w • 3flr 1-1/P ASSHOr111 A3SHOWN ShfsUjd NOiB: f, The slde6te k dbeet set Into Me)omb with (12) A8 x 7 pfh. woad screws. there are Iq of each vertkol Jamb. from"top down of 13X, 31 .46X 6 66' There are (2) of the header of I• hem the ovtslde corners of the fame. There are (2) of the sBA r from the ouhtde comers. 4# r -1rrL W HEAD TYP. 6 HEAD v F / 16•HEAD S MW. JDMp SHOWNIBft138t _ 6A/ 16' JAMBB 01 TYP. ® JAMBS 44116' JAMB . Q 0 SEE ITa' 3' I . to TV. 0 JAMBS w9n6•, AMB T. 11 DET10'1' , d 0- 7 1r26 ally 27 f e 6 ° o t Y M." In- T Mr• o •m d 11- 15225-68M R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico. FL 33595 Phone 813.659.9197 Florida Bored of Professional Engineers Certifuale of Authorisation No. 9913 Product Cat o _ Sub Category Manufacturer Product Name Therms Tru Corporation Smooth -Star' and "Benchmark by Thenna-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 / Outswing Assemblies P.Aoae 419.298.1740 _ Insulated Fiberglass Door with Wood Framesr9 _ Scope: Product Evaluation report issued by R W Building Consultants, Inc. 6 Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G203. 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 not will acquire financial interest in the company manufacturing or distributing the product or In arty other entity involved In the approval process of the product named herein. Um/tations: 1. This product anchoring has been developed In compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the'High Velocity Hurricane Zone'. See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shag be as fisted and spaced as shown on detail. Anchor embedment to base material shag be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be Installed following Installations Instructions of ANSI AF&PA NDS 2012. AO other fastener types to be Installed following fastener manufacturers installation Instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown In drawing FLASM5.5-08. 5. Where shims are used, they must be a'lrfgld / sttfr material that compiles with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA5225.568 shag be determined by others for specific jobs in accordance with the goveming code. 7. Site conditions that deviate from the details of drawing FL-15225.5.68 require further engineering analysis by a licensed engineer or registered architect Supporting Documents: 1, Test Repeit 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 / E1888-02 / E/996-02 2. Drawlna No. Prepared by No. FL-15225.5-08 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared w Anchoring RW Building Consultants. Ino..(CA #9813) Sheet 1 of 1 Testing Labkiig t&= ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sinned by Wendell W. Haney, P.E. Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Started & Seated blr Lyndon F. Schmidt, P.E. Slaved a Sealed b f. Lyndon F. Sch-midt P.E. 4.. ;. tlttajl+, J t = Lyndon F. Schmidt, P.E. FL PE No. 43409 2f62015 R R W Building Consultants, Inc. W Consulting and Engineering Services for the Building Industry B P.O. Doc 230 Vdrico. FL 335" Phone a 13.63"197 . Florida Board of Profeasional Engineers Ceniltate ofAudpodMion No.9d13 Product Sub Category Manufacturer Product Name Category IMerms Tru Corporation 6'8 Single & Double Opaque or Glared Exterior Swinging 118Industrial Dr Doors w/ 3 w/o Sidelites Doors rior Docts Edgerton. OH 43517 ha 4ng A Phone 419198.1740 i Direct to Masonry Installation Scope. Product Evaluation report issued by R W Building Consultants. Inc. d Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 614320-3, Method 1A of the State of Florida Product Approval, Dept. of Business d. Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity Involved in the approval process of the product named herein. Umitations: 1.'T?ds•ptoduat enchoMg has been deveioped in compliance wDh lhe,5th Etiitton (2014).Flig Bbilding Code (FBC) strtictural requbements excluding flte:`Hlgh VetoWy Huntcene•2i6W. See the Certification Agency CergDcate.forsires, speaflcattons and design"preasvrs ratings. 2. Productandhma.sW be a9 Dtited end spaced as,showf on Oat , Anchor embedment to base material shag be beyond waD.dmssing, stucco, loam, brick and other wan coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. AD other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but In no Instance shag they be less than shown In drawing FLA 5225-68M. 5. Where shims are used, they must be a'rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA 5225-MM shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the detaft of drawing FL- 1522548M require further engineering analysis by a licensed engineer or registered architect Supporting Documerrts: 1. Test Report No. Test Standard TEL 01460145 ASTM E330-02 I E1886-02I E1996-02 ETC 01-741-11006.0 ASTM E330-02 / TAS 201, 202. 203-94 2. Drawing No. Prepared by No. FL-15225-MM RW Building Consultants, Inc, (CA 09813) 3. Calculations Prepared by Anchoring RW Bullding Consultants, Inc. (CA #9813) TesHig t apdiriitory Testing Evaluation Lab. ETC Laboratories Stoned M Lyndon F. Schmidt, P.E. Joseph L. Dolden, P.E. 8i•Seafed b1r Lyndon F. Schmidt, P.E. Slaried t16" by Lyndon F: Schmidt, P.E. s,st,irtkrrr4ir STATE OF 141 Lyndon F. Schmidt. P.E. FL PE No. 43409 Sheet 1 of 1 2/62015 Florida Building Code Online FL16054.04 Page I of I SCIS home I Log In I User Registration I trot TOPICS I Submit Surcharge I Slats 8 Facts I Publication I F8C Staff I Bps site Map I Links ( Search I ara Product ApprovalLUprUSER: Public User Product Aooroval Menu > Product or Aoollcatbn Search > Application List Search Criteria Refine Search Code Version 2014 FL# 16054.04 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL sparrh RPrc..lte _ Ann1iratinnc FL# Tvoe Manufacturer Validated By Sta us FL16054- Revision MI Windows and Doors Steven M. Urich, Approved 95 FL#: FL16054.4 PE History Model: SERIES 440 OXXX SGD REINFORCED 717) 317-8454 Description: SERIES 440 OXXX SGD REINFORCED NON -IMPACT INTERIOR REINFORCEMENT) Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies pp -try born. wyyluyao uy horn span ue I—— ano rap oy the pu ano/or the lgmltlls>lan IF necessary. Contact lls :: 2601 Blair Stone Road, Tallahassee FL 323" Phone: SSO.487.1824 The State of Flonda IS an AA/EEO employer. Copyright 2007.2Ot3 State of norlda.:: Privacy Statement Accessibility Statement:: Refund Statement Under Florida law, email addresses are Public records. If you do not want your e-mall address released In response to a public -records request, do not send electronic trial) to this entity. Instead, contact the office by phone or by traditional mall. It you have any questions, please contact 850.487 139S. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one. The emads provided may be used for official communication with the licensee. lbwever email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address whldl can be made available to the public. To determine If you are a licensee under Chapter 4SS, F S., please click here . Product Approval Accepts: cted"t Card safe hops://(loridabuilding.org/pr/pr_app_Ist.aspx 10/27/2016 Florida Building Code Online Page I of 2 eCls HorneI Log in I User Registration I Hot Topics I Submit Surcharge I stats & Facts I Publications I FSC Staff I eaS Site Map I Links I Search I PFoduct Approval LUprUSER: Pobhc User Product Approval Menu > Product or Aootkatbn search > Aoolkatbn List > Application Detail FL # F1.16054-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger® miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2016 Validated By Steven M. Urich, PE 26 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL16054 R5 COI FLCOI.Ddf Standard AAMA/ WOMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https:// Floi-idabLlilding.org/pr/pr_app_dtl.aspx?paraln=wGEVXQwtDgtFPmdYiNDWi-zst... 10/27/2016 Florida Building Code Online Page 2 of 2 Date Submitted Date Validated Date Pending FBC Approval Date Approved of Products 10/30/2015 11/02/201S 11/03/201S 12/15/2015 FL # I Model, Number or Name Description 16054.1 SERIES 420 OXXX SGD SERIES 420 OXXX SGD REINFORCED NON IMPACT REINFORCED (INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVH2: No FL16054 RS II 08-01830C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE S12517C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.2 SERIES 420 OXXX SGD REINFORCED SERIES 420 OXXX SGD REINFORCED NON IMPACT INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVH2: No FL16054 RS II 08-01831C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE S12S18C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.3 SERIES 440 OXXX SGD REINFORCED SERIES 440 OXXX SGD REINFORCED NON -IMPACT INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVH2: No FL16054 R5 II 08-01885C.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE S12577C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.4 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED (INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVH2: No FL16054 RS 11 08-01886C.Ddf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R5 AE 512578C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 8sek next Contact us . 2601 Blair Slone Read. Tallahassee FL 32399 Phonei SSO-487-1824 The Stale of Florida Is an AA/EEO employer. Convrtolit 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 mad. If you have any questions, please contact 8SO.487.1395. -Pursuant to Section 4SS.27S(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 entail addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4S5, F.S., please Click here . Product Approval Accepts: go ® El Credit Card Sate https://floridabtiiIding.org/pr/pr_app_dt1.aspx?param=wGEV XQwiDgtFPindYiNDWrzsI... 10/27/2016 NOTES• I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: ALUMINUM 6063—T5 6. UNITS MUST BE GLAZED PER ASTM E1300-04, WITH SAFETY GLASS 7 APPROVED IMPACT PROTECTIVE SYSTEM IS REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1 0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10.FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. I I. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16'* TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12 FOR ANCHORING INTO METAL STRUCTURE USE d 10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE I (OR GREATER). D. METAL STRUCTURE STEEL MA. 33KS1 OR ALUMINUM 6063—TS 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS OX. XO. XIIX, XIP, PIX. XIIP, PIIX. XIIIP, PIIIX TABLE OF CONTENTS SHEET NO. DESCRIPTION I NOTES 2 — 3 ELEVATION AND ANCHORING 4 — 9 INSTALLATION DETAILS REVISIONS OMPIPIION GATE APPROVED REVISED REINFORCEMENTS 06/10/13 R.L. ADDED FLANGE INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 10/12/15 IRL. SIGNED: 1012912015 LLCMIWINDOWS1900 11C04t,i/, LAKESDE PARKWDOORSAY s J1% FLOWER MOUND, TX 75028 GENS t,'0,,6 25 * = SERIES 440 XIIX SGD REINFORCED NON — IMPACT NOTES 110+• TAT Of • \ DRAWN. oWc No. REV 08 C MA SCALE NTS DATE 01 /08/ 13 50 E8860F 9 11 189 1/8" MAX FRAME G" MAX- I 6" MAX T IJ- 17" MAX O.C. 9fi" T- MAX FRAME HEI"1-T v na.v ++v n n vvv . atrw EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.OPSF NONE REFER TO CHARTS N 16 /2 FOR OTHER UNITS RATINGS CHART NI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET I Design pressure chart (pso Frame Sngb Panel and Total Frarro V1AdIh (In) fle,ght n1 30.0 12000 36.0 144.00 42.0 1 150 Do 47.3 169.13 Poe I Nog Poo Nap Poo Nag Poo Nag 70.0 50.0 60.0 50.0 55.4 50.0 50.0 46.6 46.8 80.0 500 WO 500 536 49.3 483 449 44,9 84.0 500 57.8 50.0 50,4 45.3 45.3 42.0 42.0 Sao 50.0 54.7 47.5 47.5 42.6 42.6 39.4 39.4 92.0 50.0 51.8 44.9 44.9 4D.2 a0.2 37.0 37.0 96.0 49.3 49.3 42.6 42.6 390 38 0 35.0 35.0 CHART N2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET I MAX 90 D.I. 8.. 0. 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF ANCHOR LOCATIONS REOJIRED Design pressure chart (psn Frame Sig* Panel and Total Frame VVd01(h) HegN In) 30.0 36.0 144.00 42.0 168.00 47.3 189.13 PooPoo Nap Poo Nap Pos Nog Poo Neg 70.0 60.0 60.0 55.4 55.4 50.0 50.0 45.5 46.6 00.0 600 60.0 536 53.6 48.3 48.3 44.9 44.9 64.0 57.8 57.0 50.4 50.4 45.3 45.3 A20 42.0 88.0 54.7 54.7 47.5 47.5 42.6 42.6 39.4 4A.9 44,9 40.2 40.2 37.0 J39.451.8 96.0 493 49.3 426 4Z.6 38.0 36.0 35.0 REVISIONS RfV DESCRIPTION DATE ARPROV-D A REVISED RCINFORCEMENTS 06/10/13 RL 8 ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.L. Number of anchor locations required Sngb Panel and Total Frame VVdth (n) 30.0 30.0 42.0 47.3 120.0 144.0 166.0 189.1 Has Jamb His Jamb His Jamb Has Jamb 8 5 9 5 11 5 12 5L8595115125 6 9 9 6 11 6 12 6 6 6 9 6 11 6 12 6 8 6 9 6 11 6 12 6 6 6 9 6 11 6 12 6 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT ELEVATION DRAWN. OWG NO. V.L. 1 08-01886 SCALE NTS I DATE D1/D8/13 1 s"EET2 OF 9 SIGNED: 1012912015 1R I iLi0'y1\0ENS •1P _ 0 6 pTATE OF •44r0. S I WOOD FRAMING OR 2x BUCK BY OTHERS APPROVED SEALANT 10 WOOD SCREW EXTERIOR APPROVED SEALANT I wOOD FRAMING OR 2x BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 -3 MIN. EMBEDMENT t 1/4" JMAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 D L TO BE SET A BED OF DROVED SEALANT 1/4" MAX. SHIM SPACE MIN VENT MIN LL1wL DISTANCE REVISIONS REV DESCRIPTION DATE APPROVEO A REVISED REINFORCEuENTS 06/10/13 R.L. 8 ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1 3/8" MIN. 1/4" MAX EMBEDMENT 1 SHIM SPACE 1/2" MIN. EDGE rDISTANCEI INTERIOR 10 WOOD SCREW WOOD FRAMING II 1OR2xBUCK IWI EXTERIOR BY OTHERS JAMB INSTALLATION DETAIL APPROVED WOOD FRAMING OR 2X BUCK INSTALLATION SEALANT MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, Tx 75028 SERIES 440 xllx SGD REINFORCED NON - IMPACT INSTALLATION DETAILS ORAWN QYi' NO V.L. I 08-01886 SGLE NTS °AtE 01 /08/ 13 1 9NEET 3 OF 9 SIGNED: 1012912015 METAL 3/4" MIN STRUCTURE EDGE DISTANCE BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT n n n n n APPROVED SEALANT MET STRUCTUI BY OTHEI 10 SMS OR SELF DRILLING SCREW EXTERIOR II 11 11 11 11 II II II INTERIOR SMS OR DRILLING W SILL 70 BE SET IN A BED OF APPROVED SEALANT 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 T2 T- 3/4" MIN EDGE DISTAN I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPRMED A REVISED REINFORCEMENTS 05/10/13 R.L. B ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1' SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLA71ON DETAILS DRAWN DwG NO. V.L. 08-01886 SCALE NTS IDATE 01/08/131 SHEL'4 OF 9 SIGNED: 1012912015 G E NSF'q' S90 , TAT 6EOF ; o ss ONA CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/ 16" TAPCON APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE G e n 1 1/4" MIN E EMBEDMENT VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4" MAX. SHIM SPACE INTERIOR 1 1/4" MIN. EMBEDMENT 2 1/12" '. MIN. c EDGE DISTANCE o o ' TO BE SET BED OF OVED SEALANT 1/4" MAX. iHIM SPACE MIN BENT MIN. LLNL UISTANCE 1/4" MAX. IFSHIM SPACE 3/ 16" TAPCON RENSIONS RN OESCROWN DATE APPROVED A REVISED REINFORCEMENTS 06/10/13 RL. 8 AOOEO FLANGE INSTALLATION 12/10/13 RL. C REVISED INSTALLATION DETAILS 10/12/15 R.L. EXTERIOR INTERIOR APPROVED SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRET&MASONRYINSTALLATION SECURED SEE NOTE 3 SHEET 1 CONCRETE/ MASONRY BY OTHERS MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLATION DETAILS ORAWN: OWC NO V. L. 08-01886 VALE NTS pA1E 01 /08/ 13 s"ER 5 OF 9 SIGNED: 1012912015 0 OENSFgJ' o TAT OF OR10t- C WOOD FRAMINI OR 2X SUCI BY OTHER! APPROVED SEALANT p10 WOOD SCREW EXTco/nm APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 3/8" MIN 1 3/8" MIN EMBEDMENT EMBEDMENT r 1/4- I T - 1/2" MIN MAX. J SHIM SPACE EDGE DISTANCE I INTERIOR g 10 WOOD SCREW rill WOOD VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 WOOD FRAM OR 2X BI L TO BE SET BY OTHI A BED OF PROVED SEALANT 1/4" MAX. SHIM SPACE MIN. WENT MIN. LuuL DISTANCE RCVISONS REV DESCRIPTION DATE APPROIED A REVISED REINFORCEMENTS 06/10/13 R.L. B ADDED FLANGE INSTALLATION 12/10/13 R.I. C REVISED INSTALLATON DETAILS 10/12/15 R.L. SEALANT nmD NW7INLLA I IVIV L/C IAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 44D XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS DRAWN pwG NO V.L. 08-01886 SCALE NTS IDA' 01/08/13 1 S"C°6 OF 9 SIGNED: 1012912015 LI0 ff r,ENS •`P pTAT 5EOF 11 XXG\\\ METAL 3/4" MIN. STRUCTURE EDGE DISTANCE BY OTHERS 1/a•• MAX. r SHIM SPACE APPROVED SEALANT Q 110 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 3/4" MIN. EDGE DISTANCE I 10 SMS OR #10 SMS OR SELF DRILLING SELF DRILLING SCREW SCREWS SILL TO BE SET IN A BED OF APPROVED APPROVED SEALANT SEALANT METAL 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS STRU 8Y 0 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 RDASRMS REV DESCRIPTION DATE APPROvED A REVISED REINFORCEMENTS 06/10/13 R.L. 8 ADDED FLANGE INSTALLATION 12/10/13 RL. C REVISED INSTALLATION DETAILS 10/12/15 R.L. SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGO REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS OR-14. Ow6 NO. V.L. 1 08-01886 SCALE NTS I DATE 01/08/13 s"E'77 OF 9 SIGNED: 1012912015 I I ill R 10 r,ENSE •`P ZA ; STAT 5EOF c ORIOP••i' MONA j1`` CONCRETE/MASONRY I BY OTHERS 4 1 1/4" MIN OPTIONAL 1X BUCK ° EMBEDMENT TO BE PROPERLY 1 1 1/4" MIN. SECURED EMBEDMENT SEE NOTE 3 SHEET 1 1 1 1/4" J_ MAX. 2 1 /2" APPROVED Oi I 8 li I SHIM MIN. o SEALANT SPACE EDGE DISTANCE 3/16" TAPCON m EXTERIOR II II II II II II II II INTERIOR a 3/ 16" TAPCON SILL TO BE SET IN A BED OF APPROVED APPROVED SEALANT SEALANT \ OPTIONAL IX BUCK 1/4" MAX. TO BE PROPERLY SHIM SPACE SECURED — SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS ° 1 1/4" MIN. d EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2172 REVISIONS REV DESCRIPTION DAIE APPROVED A REVISED REINFORCEMENTS 05/10/13 R.I. B ADDED FLANGE INSTALLATION 12/10/13 1 R.L. C REVISED INSTALLATION DETAILS 10/12/15 IR.L 1/4" MAX. SHIM SPACE INTERIOR 3/ 16" TAPCON EXTERIOR APPROVED SEALANT OPTIONAL IX BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY CONCRETEAIUISONRYINSTALLATION SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWG NO. V.L. 08-01886 SCALE NTS JDAIE 01/08/13 s"EE18 OF 9 SIGNED: 1012912015 JCS 1REIC10 1,/,i G NSF94P'1 p ; STTAAATTE OF i0 • (I i.e,.'ORlO• mot' SS,NA jO10 G RENSIONS 1 /2" MIN REV OESCRIP71ON EDGE DISTANCE A REVISED REINFORCEMENTS 8 ADDED FLANGE INSTALLATION INTERIOR TRIM C REVISED INSTALLATION DETAILS I 3/8" MIN EMBEDMENT HOOK STRIP 1 q i o woo0 SCREW 1 5/8" MIN. EXTERIOR PANEL INTERLOCK EDGE GIST. HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING TRIM . ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS METAL STRUCTURE 3/4" MINBY OTHERj;' EDGE 1x BUCK BY OTHERS. DISTANCE HOOK STRIP 1x BUCK TO BE TRIM3/t6" TAPCONINTER PROPERLY SECURED EXTERIOR PANEL INTERLOCK HOOK STRIP HOOK STRIP INSTALLATION MASONRMONCRETE 10 SELF DRILLING SCREWS PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS ORAwN. Ow6 NO V.L. 08-01886 SALE NTS JOAIE 01/08/13 SNEE19 of 9 DATE APPR&EO 06/10/13 R.I. 12/10/13 R.L. 10/12/15 R.I. SIGNED: 1012912015 1R !IL. 4f /4' o ••*- O; STTAATTE OF i ZisSDNAj10'G\a\ L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors, LLC 1900 Lakeside Parkway Flower Mound, TX 75028 Engineering Evaluation Report Product Line: Series 440 XIIX SGD Reinforced Non-Impact—1891/8' x 96' Report No.: 512578C Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01886 Revision C, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-12-208 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: 335.Opsf Water penetration resistance 7.5psf 3. Comparative analysis with anchor calculation, report number 512578-1A. prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation instructions. Maximum panel size: 48 1/2' x 95' Approved Configurations: OX, XO, XIIX, XIP, PIX, XIIP, PIIX, XIIIP, PIIIX Units must be glazed per ASTM El300-04, with safety glazing. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind bome debris regions. Frame material to be Aluminum 6063-T5. Installation: Units must be installed in accordance with manufacturer's installation instructions and approval document, 08-01886, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 J S R L E IV r o . `TAT OF i 0R10P •G.\. 0NA 11E\ Luis R. Lomas, P.E. FL No.: 62514 10/29/2015 Florida Building Code Online FL16054.04 Page 1 of 1 1; Business & Professional Regulation ram III= BaS Home I Log In I User Registration 1 Mot TOPICS I Submit Surcharge I Stats 8 Facts I Publications I FSC Staff I BCIS site Map I Links I search I rProduct Approval I ASUSER: Public User Product Approval Menu > Product or Applltatren SeartD > Application list Search Criteria Refine Search Code Version 2014 FL# 16054.04 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results - ADDlications ELA Tvoe Manufacturer Validated By to us FL16054- Revision MI windows and Doors Steven M. Urich, Approved l FL*: FL16054.4 PE History Model: SERIES 440 OXXX SGD REINFORCED 717) 317-8454 Description: SERIES 440 OXXX SGD REINFORCED NON -IMPACT INTERIOR REINFORCEMENT) Category: Exterior Doors Subcategory: Sliding Exterior Door Assemblies Approved by DBPR. Approvals by DBPR shag be reviewed and ratified by the POC and/or the Commission It necessary. Contact Us :: 2601 Blab Stone Road, Tallahassee FL 32399 Phone: OSO-487.1824 The State of Florida Is an AVEEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accesslblilty Statement :: Refund Statement Undo 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 eloxmic mall to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, Ircensees licensed under Chapter 4S5, F.S. must provide the Department with an email address If they have one. The emits 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 emall address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please do* D . Product Approval Accepts: Cfealt Card Safe hnps:Hfloridabuilding.org/pr/pr_app_lst.aspx 10/27/2016 Florida Building Code Online Page 1 of 2 i Business & Professional Regulation ram eas Home I w9 in I use, Registration I Hot Topics ( submit Surcharge I slats & Facts I Publkatkuw I FBC stag I Bay Site Map I Links I Search I r l Product ApprovalCUpUSER: Public User Product Aooroval Menu > Product er Aeoll[atbn Search > Application List > Application Detail FL1f FL16054-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2016 Validated By Steven M. Urich, PE SV Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL16054 R5 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 https:Hfloridabuild ing.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtFPmdYiND W rzst... 10/27/2016 Florida Building Code Online Page 2 of 2 Date Submitted 10/30/2015 Date Validated 11/02/2015 Date Pending FBC Approval 11/03/2015 Date Approved 12/1S/2015 Summary of Products FL # Model, Number or Name Description 16054.1 SERIES 420 OXXX SGD SERIES 420 OXXX SGD REINFORCED NON IMPACT REINFORCED INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL160S4 RS 11 08-01830C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE S12517C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.2 SERIES 420 OXXX SGD REINFORCED SERIES 420 OXXX SGD REINFORCED NON IMPACT INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 RS 11 08-01831C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL160S4 R5 AE 512518C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.3 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR AND EXTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16054 R5 Il 08-01885C.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 RS AE 512577C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes 16054.4 SERIES 440 OXXX SGD SERIES 440 OXXX SGD REINFORCED NON -IMPACT REINFORCED INTERIOR REINFORCEMENT) Limits of Use Installation Instructions Approved for use in HVHZ: No FL160S4 RS 11 08-01886C.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL16054 R5 AE 512578C.odf PRESSURE RATINGS. Created by Independent Third Party: Yes Each Ne-1 Contact lh :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida is an AMEEO employer. Cowrioht 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 repuest, do not send electronic mall to this entity. Instead, contaa the office try phone or by traditional mall If you have any Questions, please contatt 850.487.1395 'Pursuant to Section 4SS.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for offkbl 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 did ham. Product Approval Accepts: Ingo®® Credit Card Safe hnps:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtFPmdY iNDWrzst... 10/27/2016 NOTES: I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO 13E DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. S. FRAME MATERIAL: ALUMINUM 6063-T5. 6 UNITS MUST BE GLAZED PER ASTM E1300-04, WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REOUIREO AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4" 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE d 10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 1 1. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/ 16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE # 10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR 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 1 (OR GREATER). D METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-TS 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS- OX. X0, XIIX, XIP, PDX, XIIP, PIIX, XIIIP, PIIIX TABLE OF CONTENTS SHEET NO. DESCRIPTION I NOTES 2 - 3 ELEVATION AND ANCHORING 4 - 9 INSTALLATION DETAILS RENSIONS OESCRIPRON DATE PPROVEO REVISED REINFORCEMENTS 06/10/13 R.L. AOOEO FLANGE INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 10/12/15 R.L. SIGNED: 1012912015 DOOR, LLCMIW19 0PARK,/iOOWSLAKESIDD FLOWER MOUND, TX 75028 v •GEN1g0.,p i 1r• IND/! 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XVW „9/1 621 WOOD FRAMING OR 2X BUCK BY OTHERS APPROVED - SEALANT N 10 WOOD - SCREW EXTERIOR APPROVED SEALANT I W00D FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. r EDGE DISTANCE MIN. EMBEDMENT t/a" MAX SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 3/8" MIN.; EMBEDMENT; 1/2" MIN. EDGE DISTANCE A 10 WOOD SCREW D WOOD FRAMING OR 2X BUCK L TO BE SET BY OTHERS A BED OF PROVED SEALANT 1/a" MAX. SHIM SPACE MIN. WENT MIN twat INSTANCE RENSIONS REV I OESCMMON DATE 1 PPR*40 A REVISED REINFORCEMENTS 06/10/13 R.I. 8 ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1/0" MAX, SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL APPROVED WOOD FRAMING OR 2X BUCK INSTALLATION SEALANT MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NOTES: I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NON — IMPACT INSTALLATION DETAILSNOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE OwL ND DESIGNED IN ACCORDANCE WITH ASTM E2112 V. L. V.L. 08-01886 SCALE NTS 10AIE 01/08/13 1 SNEET3 OF 9 SIGNED: 1012912015 L/04f Zz J '••`DENSF9`D, o 6 ••*= DAT OF ; :Z L i Fs :c ORIOP C •• s'ONA 141111111`` METAL 3/4" MIN STRUCTURE EDGE DISTANCE BY OTHERS 1/4" MAX. SHIM SPACE APPROVED SEALANT n n n n n 10 SMS OR SELF DRILLING SCREW EXTERIOR II 11 11 11 It 11 11 11 INTERIOR APPROVED SEALANT META STRUCTUR BY OTHER SMS OR DRILLING W SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN EDGE DISTAN I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISION$ DESCRIPIIDN OATS APPROVED REVISED REINFORCEMENTS 06/10/13 R.L. ADDED FLANGE INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 10/12/15 R.L. SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT INSTALLATION DETAILS DRAWN MG NO. V.L. 08-01886 VALE NTS IDAIE 01 /08/ 13 $"EET 4 OF 9 SIGNED: 1012912015 ILI0 i,, i A; BTAT 6EOF ; v O ss!ONAI Illllllll CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 APPROVED SEALANT 3/16" TAPCON EXTERIOR 3/16" TAPCON APPROVED SEALANT OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2- MIN. EDGE DISTANCE Y a a 1 1/4" MIN. a EMBEDMENT VERTICAL CROSS SECTION CONCRETEWASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 1/4- MIN 1/4" MAX. EMBEDMENT SHIM SPACE MAx 2 SHIM MIN. SPACE EDGE DISTANCE n° INTERIOR TO BE SET BED OF OVEO SEALANT 1/4" MAX SHIM SPACE MIN WENT MIN. EUVc DISTANCE AM IONS REV OESCMPMN MTE APPROVED A REVISED REINFORCEMENTS 06/10/13 R L. B AOOEO FLANGE INSTALLATION 12/10/13 R L C REVISED INSTALLATION DETAILS 10/12/15 R.L. APPROVED SEALANT OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 CONCRETE/MASONRY BY OTHERS JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT INSTALLATION DETAILS DRAWN. OAG NO V.L. 08-01886 wuc NTS JDAIE 01 /08/13 smcL' 5 OF 9 SIGNED: 1012912015 IL10 0 •k p EOFo: v s,DNA 11`\ WOOD FRAMINI OR 2X BUCI BY OTHER! APPROVED SEALANT B10 WOOD SCREW EXTERIOR II II II II II II II II INTERIOR APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I,' MIN. STANCE MIN 1 i ie- uw MENT EN 1 /2' EDGE I 10 We SCF 10 WOOD WOOD FRAM OR 2X BI SILL TO BE SET BY OTHI IN A BED OF APPROVED SEALANT 1/4- MAX. r SHIM SPACE 1 3/8" MIN. EMBEDMENT L 1/2" MIN. EDGE DISTANCE REVISIONS REV DESCRIPDON DATE APPRMD A REVISED REINFORCEMENTS 06/10/13 R.I. B ADDED FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1 /A" ueV SEALANT V J/OWONvoIPILUYIIyrvur-I^FL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS DRAWN: DWG No. V.L. 08-01886 SCAEE NTS JDAIC 01 /08/ 13 SHEET 6 OF 9 SIGNED: 1012912015 IL/o r7 AT bE OF • F•(OR10 ONA 11 0` METAL 3/4" MIN. STRUCTURE EDGE DISTANCE BY OTHERS i/4" MAX SHIM SPACE r APPROVED SEALANT 'G II gel II 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR APPROVED SEALANT META STRUCTUR BY OTHER SMS OR DRILLING W SILL TO BE SET IN A BED OF APPROVED SEALANT 1/4" MAX SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BV OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM 62112 I 3/4" MIN. EDGE DISTANCE I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS KVISIONS REV OESCRIPTION MTE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.L. 9 ADDEO FLANGE INSTALLATION 12/10/13 R.L. C REVISED INSTALLATION DETAILS 10/12/15 IRL SEAIANi - JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGD REINFORCED NON - IMPACT FLANGE INSTALLATION DETAILS ORAWN. OWC N0. V.L. 08-01886 SE"EE NTS PATE 01 /08/13 1 S"EET 7 OF 9 REV C SIGNED: 1012912015 07j,/' EHS`giA: QrOFgn- 6 •V O . OR10 "-*, ONAl. 1 a\\\\ CONCRETE/MASONRY I BY OTHERS ) 44a1 1/4" MIN. OPTIONAL Ix BUCKo EMBEDMENT1 1/4" MIN. TO BE PROPERLY EMBEDMENT SECUREDSEENOTE3SHEETt , MA% 2 1/2APPROVEDSHIMMIN, SEALANT SPACE EDGE DISTANCE 3/ 16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON SILL TO BE SET IN A BED OF APPROVED APPROVED SEALANT SEALANT MAX. 1/4" OPTIONAL I% BUCK HIMSHIM SPACE TO BE PROPERLY SECURED rSEENOTE3SHEETI CONCRETE/MASONRY a BY OTHERS o 1 1/4" MIN a EMBEDMENT e a 2 1 /2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. Z. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS REV DESCRIPTION DATE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.L. B ADDED FLANGE INSTALLATION 12/10/13 R.4 C REVISED INSTALLATION DETAILS 10/12/15 R.L. APPROVED SEALANT OPTIONAL 1% BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I CONCRETE/MASONRY BY OTHERS INTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGO REINFORCED NON — IMPACT FLANGE INSTALLATION DETAILS DRAWN. DA'D NO. V.L. I 08-01886 SCA1C NTS DATE 01 /08/ 13 1 SHEET 8 OF 9 SIGNED: 1012912015 1/2" MIN EDGE DISTANCE INTERIOR TRIM I 3/8" MIN. EMBEDMENT HOOK STRIP S10 W000 SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE BY OTHERS 3 4" MIN EDGE DISTANCE TRIM INTERIOR HOOK STRIP SELF DRILLINGSCRNESCREW PANEL EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES, 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 RENSIONS REV DESCRIPAON GATE APPROVED A REVISED REINFORCEMENTS 06/10/13 R.L. 8 ADDED FLANGE INSTALLATION 12/10/13 R.I. C REVISED INSTALLATION DETAILS 10/12/15 R.L. 1 5/8" MIN. EDGE GIST. TRIM 1 1 /4" MIN. INTERIOR EMBEDMENT MASONRY/ CONCRETEr BY OTHERS x BUCK BY OTHERS, HOOK STRIPROPERLYIX BUCK TSECURED EXTERIORPANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYAANCRETE MI WINDOWS AND DOORS, LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 440 XIIX SGO REINFORCED NON — IMPACT INSTALLATION DETAILS DRAWN: Owt NO. V.L. 1 08-01886 sc-c NTS I GA'E 01 /08/13 S"EL79 OF 9 ACV C SIGNED: 1012912015 L. Roberto Lomas P.E. 233 W. Main St Danville, VA 24541 434-688-0609 rllomasQlrlomaspe.com Manufacturer: MI Windows and Doors, LLC 1900 Lakeside Parkway Flower Mound, TX 75028 Engineering Evaluation Report Product Line: Series 440 XIIX SGD Reinforced Non-Impact—1891/8' x 96' Report No.: 512578C Compliance. The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product fisted herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01886 Revision C. prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Test report No.: CCLI-12-208 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton. TX AAMANVDMA/CSA 101/I.S.2/A440-08 Design pressure: 335.Opsf Water penetration resistance 7.5psf 3. Comparative analysis with anchor calculation, report number 512578-1A, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: Refer to installation instructions. Maximum panel size: 481/2' x 95' Approved Configurations: OX, XO, XIIX, MID, PIX, XIIP, PIIX, XIIIP, PIIIX Units must be glazed per ASTM E1300-04, with safety glazing. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection In wind bome debris regions. Frame material to be Aluminum 6063-T5. Installation: Units must be installed in accordance with manufacturers installation instructions and approval document, 08-01886, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 t 11 I I.LIO i// i C E NS'9cD 0• TATE OFOR S&/ ONA ;% 111 Luis R. Lomas, P.E. FL No.: 62514 10/29/2015 1. Florida Building Code Online r Coi r 1 age 1 of 4 RegulationProfessional rg f0'W' DepNMtd aCiS lane I Log in I user RegWation I Hot Topics ( submit surcharge I stets a Facts I publications I FaC SteR I SCis Site rap I Unks I search I Busines Professi .'al Pproduct Approval USSR: puclk use. Regulation Plq ytl' of AOOIkaUelt Search > Adalltatle,i list > App11mt10nOMal1 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/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida Ucense Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence 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.cem Exterior Doors Sectional Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer 1: • Evaluation Report - Hardcopy Received Thomas L Shelmerdlne PE-0048579 Intertek Testing Services NA Inc. - ETL,/Warnock Hersey 01/01/2016 Steven M. Urlch, PE O Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YAK ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpi app_dd.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity • Yes • No : N/A Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary at Products FL !f 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 Approved for use outside HVHZ: Yes Fl Szm R6 It IR --6009-110-11 Drawina 7-10 FL.odf, Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. F1 5302 R6 AE IRC-6009-110-11 Report 7-10 FL.01 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 Approved for use outside HVHZ: Yes f S302 R6 11 IR --6009-100.11 drawlna 7-10 sealed.pdf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports FI 530 R6 AE IRC-6009.100-11 report 7-10 sealed.odfOther: Design Pressure +15.8/-18.7,Not for use In HVHZ. Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5303.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Uwg. IRC--6009-120-15,Thru 9' wide. Umits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Fi 53ry R6 II [RC=6009-120-15 Drawing 7.10 FL•.pdf 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. FI 530Z R6 AE IRC-6009-120-15 Rgg9d 7=10 FL.pdf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Dwg. IRC-6009-130-15, Thru 9' wide. Oak Summit (M650) Umits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 11 IRC-6009-130-15 Drawina 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: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not for use in HVHZ. Fl Sib R6 AE-IRC-6009-130-15 Re0917-10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.5 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 F1 taro R6 11 lac-6eog-140•IS Drawina 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. 02• 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 FLS302' R6 11 IRC-6009-ISO-IS Drawlnn'7-10 FL,odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports Other: Design Pressure +35.6/-42.1, Not for use In HVHZ. F'L5302' R6 AE IRC-6009-ISO=iS Report 7-10 FL,odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure Is designed as partially enclosed or door Is a replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6009-169.15 Drawing 7-10 FL.pdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 004SS79 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: +45.3/-51.2 Evaluation Reports Other: Design Pressure +45.3/-51.2, Not for use in HVHZ. FL5302 R6 AE iRC-6QQgfii 9-iS Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.8 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 It IRC-6016-100 15 Drawino 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: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use in HVHZ. FL5302 R6 AE IRC-6016-100-IS Report 7-10 FL.odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. 5302.9 Stratford (M600); Heritage (M950); Dwg. IRC-6016-110-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 R6 11 IRC-6016-110-15 Orawin 7-10 FL.W Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18.3/-20.8 Evaluation Reports Other: Design Pressure +18.3/-20.8, Not for use in HVHZ. FL5302 R6 AE IRC-6016-110-1 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. 5302.10 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 FL5302 R6 11 IRC-60i6-120-15 Drawing 7-10 FL Der 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. FLS302 R6 AE IRC-6016-120-15 Report 7-10 FLodf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 15302.11 I Stratford (M600); Heritage (M950), I Dwg. IRC-6016-130-15, 10' Thru 16' wide. IOakSummit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.6/-29.1 Other: Design Pressure +25.6/-29.1, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FL5302 'R6 It IRC-6016-130-t5 Drawing 7.10 FL.oQf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 5302.12 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www.floridabui lding.orglprlpr_app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use In HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door Is a replacement door. Installation Instructions Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AE IRC-601f-i40-17 reoort 7.16sealed.adf Created by Independent Third Party: Yes 5302.13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29.7/-33.8, Not for use in HVHZ. Glazing option shall not be used In wind-borne debris region unless structure Is designed as partially enclosed or door Is a replacement door. Installation Instructions FLS302 R6 71, IRC-601-140-24 drewina 7.10 seated.odf. Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports FL5302 R6 AF IRC-6016-140-24 report 7-10 sealed.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 Approved for use in HVHZ: No Installation Instructions FLS302 R6 If IRC-6016-145-24 drawinn 7-10 sealed,adf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: +31.9/-37.2 Evaluation Reports Other: Design Pressure +31.9/-37.2, Not for use In HVHZ. FL5302 R6 AE IRC-6016-i45-24 report 7-10 sealgd.odf 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 18' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Installation Instructions FL5302 R6 11 IRC-6018-110-15 Drawing 7-30 FL.pdf 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. W302 R6 AE IRC-6018-110.15 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. 5302.16 Stratford (M600); Heritage (M950); Dwg. IRC-6018-120-15, 167 thru IS' wide Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No &S30 R6 tl IRC-6018-120-15 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-. +21.6/-24.5 Evaluation Reports Other: Design pressure +21.6/-24.5, Not for use In HVHZ. FL5302 R6 AE IRC-6018-120-15 Report 7-10 FL.pdf Glazing option shall not be used In wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door Is a replacement door. soda neat Contad us :: 19401/prlh alanree StreIt.-Tallahassee Ft. 32292 phone- eSQ-48}-1s24. The State of Florida Is an AA/EEO employer, copyright 2M-20i3 State of Ro lda.:: Privacy Statement:: - - ' . :: Rerund Statement Under Florida law, email addresses are public records. It you do not want your *-mall address released In respome to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by tradRbnal mad. If you have any questions. please contact 8S0.487.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an emall address ti they have one. The emalls provided may be used for offklat 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 small address which can be made available to the public. To determine It you are a licensee under chapter 4S5, F.S., please dkk JIM. Product Approval Accepts: MOIRE Cradht f:A https://www.floridabuilding.orglpr/pr app_dti.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 r TOGA STIIIIT ATTA00 fQ W" IiRLVD AT A1TAC1E0 V mf ya[I t•K71 , i1LLL LV ILTI WAD SOR42 ; rM mb%tm , A. RaLux CAIO11M 6t0,1RR" vaRtlrii VUVAU1, `a m m W Da RaFMr in TAIRC a'Ot PAa f 1M M aTDA KACLAOrtt 11AR INSIDE EiEVATION KT.f. r am. STEW ATASKD v/ to 1/4' . f/V 60 WAD SCKVS laGA, "ASOC CUM MR= ATTACWD V/ <O ma'. We IQ WAD aCRM r gorA RTIRRt ATTAm V/ tb Va' . f/a' 0 Nn.aR,o Ia K" WKVL AT COIro ME tnro1K zinc uT1an rrvrEa WAOMA c rirR NrMGE atni itD oo r ar+ atwln nAoeo tv st a l al T wVOi fta ws to W URM O. Td «a:Tttsl 1f CAIr M*a/ AaASIAfLR 7 V/a, va' . HGvl" KTA• rlal tMAuar IAOm t ICb aOln9 C. t0 fA iM Mom O. wrm tRAOitI lOI. 3701R ttAp® xl. ualx A -A Flue vletrl a MrfAOQO h Va' . La' ATTAACWD a CyM1Ot W tb VP . La •. No WAD SCRVS AT Iffm a tome fmrM MACAR[T . Aa, •OtI PDafAfmatATTAO[D VA& Vr a La• asa 3. IdX WAD SCAM ensL1R0IA m1 Ifa/.f m . m a tot 2aD DMOI D[OtTIMO)RLLa- WAY tWL mtIaATWMliO OPrmtK a70P t0 G COMM ItdD010 11 AuO• nta. 11! fAltw O EN, WCK Yu4 6" • NIIS L. a oars AAr0 term CA a/1r law . af/r tt ttAraA .9:yr l iba wiAr°A inao Ave t' IN C. 12 aw CALV. SIM 1RApf 4uf0 DaT • MR DR ( 2) MCM 1.. ITAtf a1 Of ft" a lM . rAo DRACALT apCDC TRAu OOWGIMATION FOR dR' LOP TO ta' TAIL DOORS NY PC" a MAX 92€ D' . 14 MW LOAF 22. 0 PSF 2OA PSF CST LOADS 3a. 2 PSF 4O. 4 PSF 0 na IRAa. Mall IIR K 1•Is a 11tAmep® le oltiaa0. o o Iar. oimea/ N 10.0 rtnble0 YI)N M MOQ.91Rq! e7tO a Astu :'iD i : 1 w.i r..An om01 woa a: AND AM9 A itM. M PIE59D18 SHOW ON M >, ta0O A.O II..OHIt AL pMO f1IMPAL'llAtm tYK. S.11fl GLOJIAI[D u9NC ASOL 7-10 MM M w0 IOIAUN rIM fiwOlia tl !f 10R111 /r tMf1A PARAYLTpIS ( f R[t K DOOR MD1M M M OO a DDOI t¢Ist trrA IR n tK IfI (•tlfl AtIL1O lar0 Y•tT OWm1O4 tauun AANI lat IL / S..a 1w0 taumol0 r a toleqllaf KOl 1 —•I oflmtocockR , , as wMODELyid YOOffi. Ot{. • g B DRAM MR O& Bommil P• nd' f ylym a=NDR vm/10 K-NR-IM- 15 fetlaa Q4A1 Zg Q QPTION CROSS S CETION DG •cETY•Aw--n.--n.,..Kwi ucew.a -au r. wmww FRAYS OPTIMALDAer• aSERRIYW'Pi10'IErnON OPTIRTTHI UV PROTECTION 3nr THICK SM 4iip4 a PsAfNiF•,1 .' iAi• N•a srAi. YOIDCD WSIOE.71 SECTION a 3D-I%8 Io=s/e• SHORT PANEL GLAZING FASTENER DETAIL LONG PANEL OLAZI G ASTEHER DETAIL M MT S. r MA. iTRIN Lac 1m AT m TDP Ca.m iRTDON ATIOAM v/Gd VA• 2 YA• KS We SCREH.AT Do Alm COM STILE OPTIONAL SHORT PANEL GLAZED SECTION STRUT AND STILE LAYOUT r earl. 1T•ur LOCATED AT »E T,. W H LNN Or GLAZED SECTION ATTADED V/m 1 1 S HEE HEAD sDICYE AT00OmAMD4notfIOWI LONG PAN0. GLAZED SECTION STRIIf AND STILE LAYOUT WOOD JAMB ATTACHMENT TO STRUCTURE ta'- a- U H/2• EN]E040M ION 24• CM (2 VY EMOKEN V ENDS THEN 24• Dt, U 1/4• E•. FROP ENDS THEN 24• OG C MUSE PAIRS 6 FASTENERS A• FRmN ENDS, USE PAIRS of FASTENERS ( T APART) AT 2+• O.C. U L/A• EHOC'DNDR) NOLTI. vE AADO :I/Y'r2-3/e• sTNtrDc•.a• rRDR OCIS THEM :r,OL•a I/41 EN; IDENT) (Ot. HAE FASTENERS FOR HOLLOW C-90 600D LAGS AND DOLTS CAN RE COMTERSLRO( TO PROVIDE A FLUSH HINJOI G SURFACE REPARATION OF WOOD AUM BY OTHERS S? RIICTIFE 3TRIICTLEi STpIC71RE STRIt:IURE b V& low 2-3/4• NIN l4ii NDI 06 AND AVAILABLE TRACX CONFIOURA7I0M MT3. MAX VZF r n4* •l 0 iGN LOADS zePSG' 269 PSF O . iST LOADS 11 JA. Z PSF AI FL h, TAS TAART)Ft mJRt VD4fOr YODn, Ieso o(u sDYYn YODEL / 000':Sl11AT 08D YODBL'/ daSO SRd911XOL ZD WL I"& • numb b',om Sal mumn cul a¢ Z;X w r.) IUT7• 8g lDl NC OIHO w/ bureBATe DaFASalo Dwssaft , 8mmmlt Panel's IRC- 009- 120-15 DOIT67 TABLE 1 TABLE 2 a.. TABLE 3 TABLE 4 A oaaaa Damcaros: s rou e ao loa rut 1 A a/D as a NORMS 7.6111C308 a at 1 rslmoaass aat tt{ttllll/a R SNE(dfA i, r x sa `0 ;,EN'F ;9 ', V 1kSfMPSF w' ti Im Laos la a•mac tarr vaoto.gaAi,.o ass YODEL /a50, 0A[ SUMMU w/DurmWa MOM #NO 8FRd1Y0DD viAm.s re MODEL /oso't te'act D6,w u mAa Atnamr v oro ./-Y u+a"m rrm sn a s wa t a am[n aar ohm% tmas. 14n•L ! 0•lt 6ummit P•oel'• sa oa a w a¢ ayWm awsaYa B a®asn At at WN/a IRC-6009-120-IS 90is3 DOOR HEIGHT STRUTSPAGNG (BASED ON RECOMMENDED SECTION CANFIGURATION) TOP A B C D E F G H T 8' 8' 41 2' 181/4' 361/4' S4 1/4' 781/Y T 41/2'" 181/4" 391/4. 80 1/4' 821/2- 78' 41 151/4' 33 1 4' S1 1/4• DOOR HEIGHT TRACK ATTACHMENT SPLICE A B C 0 E F G S 6' 8' 10' 38' S8• 7(' T 10' 38' Sr 78' T 8' 4' 28" 5r 76' 82- 8' 10' 34• 58' 82' 88• 8' 8' 4• 28' SY 76' 94• a o• 3a• Sr 8r 1ao- 9' 8' 4' 28' sr 76. 100' 106' to to' 3a• Sr er 106' ttr 1a 6' 4' 28' Sr 76' 100" 118' 11' 10' 34• 58' 82' 108' 124' 11' 8• 4' 28' 52' 78' 100. 124' 130" 12' 10' 34' 68' 82' 108' 130' 136' 12 6• ; a 28" sr 76• 100. 12a• tar .. 13' 10" 34' S8 82' 106' 130' 148' 13' 6' 4•.' 28" 52' 78' 100' 124" 148' 154• 14' 10" 34' 58• 82' 108' 130' 154' 160' DOOR HEIGHT SECTION HEIGHTS 8tm i12 3 1/4 p5 al8 7 8. 14' 0' 21' 21' 21• 21" 21' 21' 21' 21" 13' 6' 21" 21' 21' 21' 21' 18' 18' 21' 13' 0' 21' 21' 21" 18' 18" 18' 18' 21" 12' 8' 21• 18' t8' 18' 18• 18' 18' 21' 12' 0' 21• 2t• 21" 21" 21• 18' 21• 11' 8' 21• 21' 18' 18' 18' 21 11' 0' 18' 18' 18" 18' 18', 21" 1a6' 21' 21" 21' 21• 2t• 1a 0' s' s- L21 21' 1e• 18•18•,a•21• 21' 18- 18' 21' 90' 18' 18' 18' 18'18"8' 8• 21 21• 21" 18' 21• _ ; 21' , j • _ i 18' ••_ - _ - 1 _ •• mac• 8' 0' 21" 18' 18' 18' 7' 8' 18' 18' r o• 2r 21• 8' 8' 21" 18' 18' 21' Section Wdth R) Panel Type Center Stile Location Measured from lelt Ems) Max Design Loads Negiti e PSF) ( PSF) 8'; 0 Short, Oak Summit 48.000 25.5 30.1 8. 0 Lag 49.000 25.5 30.1 , 62 Short. Oak Summit 49.000 25.0 29.5 8'2 Long as.000 25.0 29.5 8';4 Short, Oak Summit 50.000 24.5 28.9 8':4 Lag 50.000 24.5 28.9 8'6 , Short, Oak Summit 51.000 24.0 28.3 Er.-6 Lang 51.000 24.0 28.3 8' 8 Short, Oak Summit 52.000 23.6 27.8 8 8 Lag 52000 23.8 27.8 g:10 Short. Oak Surtvnit 53.000 23.1 27.3 g'10 Long 53.000 23.1 27.3 9'0 Short, Oak Surrmit 54.000 22.8 26.9 9':0 Long 54.000 228 28.9 STRUCTURAL SOLUTIONS, P.A. tructural Engineering • Investigations • Consulting GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No.: MC-6009-120-15 Test Date: 2/8/2013 1 Project No.: 13-019 Design Pressures: 22.8 psf, -26.9 psf Report Date: 2/22/2013 1 Model # 600 Test Pressures: 34.2 psf, 40A psf Test Location: JAmarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: Up to 5 Feet of Door Width in Zone 5• Any, of Slope; Enclosed Building Ex . B, 30' MRH Ex . C,15' MRH E . C 25' MRH E:. D 15' MRH E . D 25' MRH 155 mph 141 mph 1 134 mph 128 mph 122 mph Witnessed By: Brandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Description of Test Specimen: A 9'-0" wide x T-O" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 21" high 25 gauge galvanized steel sheet. Each section was reinforced with 20 gauge galvanized steel struts: the top section had one 2"strut; the intermediate sections each had one 3" strut; the bottom section had one 2" and one 3"strut. 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 one interior stile 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-6009-120-15. Manner of Testinw. . 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 1 to 5 minutes. Step 3: Load the door to 100% of the Design Pressure and hold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 15001a 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 9'-0"x7'-0" Model 600 as described on drawing IRC-6009-120-15 meets or exceeds the testing criteria as described above. By comparison to the construction of the 9'-0"x7'-0" Model 600, the following doors also meet or exceed the above testing criteria, when constructed in accordance with drawing IRC-6009-120-15: 9' x T Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 9' x 7 Model 650 doors (which have the "Oak Summit" embossment pattern) 8' to 9' wide Model 600, 650 and 950 doors with heights of 6'-6" through 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 4 short panel or 2 long panel windows may be installed in 1 section 3/32" annealed glass - meets ASTM El300-04) Submitted By: STRUCTURAL SOLUTIONS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Finn #29412) Thomas L. Shehnerdine, PE (NC PE # 14654; Florida PE #0048579) 5921-G West Friendly Avenue ! Greensboro, North Carolina 27410 • (336) 856-2686 Fax (336) 856-2687 0 NC Finn #C-1096 Florida Building Code Online Page l of 4 FL17676.2 ::: Business & Professional Regulation r florwa ftaimotd eos Mome I lag In I User Registmtbn { trot Topks I submit sunratge I srots 6 Fa= E Publications I Fee stag I MS site Map I Unks I sntrn Busines/ Professi kal 0Produd Approval uscn: public tier Regulation Ptodua AMM81 Menu > Product a Aoollotbn Seem > Aoollmdon List > Applimtion DaWI FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 6L• Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/201S 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 A•L•1 ValidaW / Operations Mmintstretw) MI Windows & Doors. LLC P.O. Box 370 Graff PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product dess be bw 1s hereby approved ter fisting to the hi* issue of the AAMA Certified Products Uirei ry. The approval Is based on succesAA completion of tests, and the f apor ft to the Administrator of the rdsulis of tests, acaompanied by related draw, w, by ari AAMA Accredited Laboratory. 1. The listing below.will be added to the nead published AAMA Certified Products Directory. SPECIFICATION REOORD OF PRODUCT TESTEDAAMAIiNDMAICSA1011I.S2fA440-O8 LC-PG40-414x2'134 (31bMW Negative -Design Pressure = -50 psf COMPANII AND CODE CPD NO. ER1F5 MODEL'S PRODUCT DESCRIPTION MAXIMUM SIZE TESTED 3540 SH (FIN) FRAME SASH MI Windows & Doors. LLC 7158 PVCXOIX)PG)(INS 914 mm x 2134 mm 867 mm x 892 rnm MTL RE1MF)cnLT)(ASTM) 3-W x rwj 211V is tll") U. 2 This Certification writ expire July 27. 21= (extended from July 27.E 2015 per AAMA 103-14a) and requires validation until then by continued listing'in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: 82133.01409.47 Date of Report August 16, 2011 Date: April 16, 2015 Cc. AAMA JGS ACP-04 (Rev.1/11) Validated for Certification j* h,,Aa Lab6ralories, Inc. Authorized for Certification Ame - Architectural Manufacturers Association Florida Building Code Online Page 3 of 4 IEvaluationICreatedby IndeRepopendent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL37676 R2 C CAC APC 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 11 FL17676 R1 II Install - 3S40 SH Fin 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Outer: 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 511854E 12S2.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other:LC-PG40 FL17676 R2 11 08-01372 511989.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 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3S40 RLS 44x72.ndf 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-PG3S 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 S11849B 1247.odf Created by Independent Third Party: Yes 17676.21 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3S40 FLS 48x96.ndf 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.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.22 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 S2x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Pagel of 4 FL17676.16 ProfessionalBusiness & Regulation r 11p M) ffl1d SCIS Home I Lop In I User Registration Mot Topic Submit Surcharge I Slats a facts E Publications FBC Stall j SOS Site Map Links Search Busines Profess&al Product Approval USER: PuDlk User Regulation NM 0 Product Aooruval Menu > PredurA M Application 5lar0 > Application List > Application Detail FL # FL17676-R2 ti 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 Ml Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717)36S-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 6L• Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/LS.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:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL # I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F117676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 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.ndf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions m i- ve — yr --ii _ gran r-u — dd. nA Af Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 ICreated by Independent RepoThird Party: J 117676. 7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date OS/ 26/2020 Installation Instructions FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84. Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:•+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676. 9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.udf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676. 10 13540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.Ddf Created by Independent Third Party: Yes 17676. 11 13540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.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 11 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 17676. 12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https: Hfloridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- Approved for use outside HVHZ: Yes R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(0720161 Impact Resistant: No Rev.odf Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II 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 II Install - 3540 SH CHS Fin 10804.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Contact us :: 1910 North rwnroe street. Tananassee FL 32399 Phone: SSG-487-1824 The State of Florida is an WEED emobyer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Amessibatty 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 dwo nic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 650.437.1395. 'Pursuant to section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address d they have one. The enaik provided may be used for official communkation 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 erall address which an be made availabk to the publk. To determine If you are a licensee under Chapter 4SS, F.S., please did: DM. Product Approval Accepts: CreditSAFE https://floridabuilding.org/prlpr_app_gtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 9 Validatot I Operations Admintshator) 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 fisting In the net issue of the AAMA Celled Products Directory. The approval Is based on successful completion of tests, -and Ow n3porting to the Administrator of the results of tcsLs, 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 TESTEDAAMAMfDMAICSA10111.S. 20A440-08 LC-PG35- 2731x1867 (108x74) Negative Design Pressure = -50 psi COMPANY AND CODE CPD NO. SERIES MODEL,& PRODUCT DESCRIPTION MA)QMUM SUE TESTED MI Windows & Doors, Inc. 3S40 TRIPLE SH (FIN) FRAME SASH 10817 PVCHOOLO1X.ONIG) 2731 MM x lop mm 860 mm x 919 MM CodMTL eINS GL)(REINF)(TILT)(ASTM) 9'0" x V2") 2'10" x 310") 2. This Certification will expire April A 2017 and requires validation until then by continued listing In the cement AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report: May 7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP- 04 (Rev.1111) Validated for Certification h, 4;V- X( mllted Laboratories, Inc. Authorized for Certification American Architectural Manufacturers Association 2' typ.. 2' typ TT 2' o.c. Max. L t n I"k CLEARANCE ALL FOUR SIDES) WHICH 1 /2' 1 ELEVATION 108' Min Edge Distance THING JAMB DETAIL HEAD DETAIL fl.IISH ur O'INI Anchor See Section Details) c© Min Edge &' SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing Rn before fastening. 8 x 1-5/8' SCREW (SHOWN 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 are assumed 2x S—P—F (G-0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4' permitted at each fastener location. Shims shall be load hearing, non — compressible type. 8. 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 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 +35/-50 UNffS UP TO 108' x 74' SEE TEST REPORTS FOR INDIVIDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) VIA INSTALLATION INSTRUCTIONS FASTENER SCHEDULE — FIN— r.m MAIN un wm V.M.R. 8-20-09 e® a.ro 3540 Single Hung NONE 1 dr1 Windows & Doors Gratz, PA Continuous Head and Sill S. 0 SH CSH nN - NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE, SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS, MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM 1S REOUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE s6 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 N0. DESCRIPTION I gwv I att I are I A"RM0 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G-0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SOUTES, 350OSP, 3540PX, 3540T, 354OSDLITES. 3540SP, 3250PZ. 32501, 325OSDUTES, 3250SP. 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES. 3500HPSP, 3580WP, 3580T, 358OSDLITES, 358OSP, S-3500PW, S-3500T, S-3500SDILITES, S-3500SP, S-3540PW, S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-3500PW, W-3500T, W-3540PW. W-3540T, W-3540SDIUTES, W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. N07ES ORM ELEVATIONS N.G. INSTALLATION DETAILS SCAU T-z'M_ 'FLKtb MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT NOTES 1 OB-02859 NTS 101" 02/04/16 1 3"Ev 1 OF 3 SIGNED: 02/17&016 NN\`8 J•.C H NS.'9+% QAX OF ; 4: 9 pNA 11 a\ 2' M FP HE CHART iI t NUMBER ANCHORS SERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: I. MAXIMUM O.L.O.: 92' X 56' 2. (2) I' X 1/8' WEEPSLOT AT 2' FROM EDGE OF SILL FACE HNpht REASIMS OCSCMPRON WE I APVRMO f1 t_. T Z-,Ch,.D GL' T L_ U SIGNED. 0211712016 MI WINDOWS AND DOORS wl"Ill, O'1f9650WESTMARKETSTREET GRATZ, PA 17030-0370 J$ v,\GENs•.s'' 0SERIES3500FIXEDWINDOW 96" X 60" NON -IMPACT ELEVATION 6co#= AT Of • I i j s A,0ROV.- ORAWN: owe No. REV N.G. I OB-02859 S ONAj11a\\' NTS OATS 02/04/16 ET2 OF 3 s APPROVED SEALANT BEHIND FIN Q6 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE 6 WOOD SCREW APPROVED ST BEHINNDDAFIIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY 07HERS 1/4 ' 4' MAX. r SHIM SPACE I WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8- MIN EDGE DISTANCE 1 /4' MAX SHIM SPACE INTERIOR EXTERIOR FMsw a FEY DESCFIPTMN MTE bYPROIED JAMB INSTALLATION DETAIL 1//' MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. FWOODRAMING 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNEDINACCORDANCEWIJHASTME2t12 T h Ly,L BY OTHERS h.. b O 14 SIGNED: 0211712016 AND DOORSM650IWESTM R11 p ARKET STREET GRATZ, PA 17030-0370 J`a , v,•v\0EN8 ,IP SERIES 3500 FIXED WINDOW k' I0 96" X 60" NON—IMPACT FIN INSTALLATION DETAILS 1Q A P6W. FEY i's;(OR 0'; G : MWN: owo No. N.G. 08-02859 — 7iONAL 1\` sua[ NTS I WE 02/04/16 --3 OF 3 I Florida Building Code Online 18504.2 Page 1 of 3 Business & Professional Regulation eas "Ofna I r to (Ussr Rertstratton I Hot Top lca I suantlt sutrforge 1 Stals a rags 1 wm trons I rae start I eas sae t+ar I Links saatcn 1 r 0--Pry Approval Puwwcusv e... m.et ADotoval Mem, > D.n,t..w or ADDllmtton SeatH1 > AnDllmtlon l.lst > AppnmUDn Delall FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingeromiwd. com Authorized Signature Brent Sitlinger bsitlinger® miwd.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE- 62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE G Validation checklist - Hardcopy Received Certificate of Independence ct 18SO4 RO COI FL COI.Odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.S.3 Product Approval Method Method 2 Option B https: Hfloridabuilding-orgtpr/pr app dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 apply a personal addrem, p'Iease pravde the Department with 8o e" .. piece tlM . od ressa made avaGable W the public. To dammtne It You am a aoensee under Product Approval Aouptc. CreM Cwu Sate https: Hfloridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgs9%2f%2ftCOhpJQgi... 9/6/2016 107 J/8" COMBINED WIDTH WI-ir W2 3* 8, f FRAME HEIGHT WINDOW WSW MULLION SPAN) I 107 3/8' COMBINED WIDTH IT W1-[-W2 SY FRAME Lw WINDOWrNOOW MULLION SPAN) 3/8" COMBINED WIDTHFWI107W2 8 J J WINDOW J FRAME HEIGHT WINDO WINDO MULLION SPAN) J J f 11 w1 wz 107 3/8" COMBINED WIDTH Daalpn pramm /aBnq (pM) Unrb ancborod rnro ~ ft?Mfng mulllen gran n ulary W d61 I In? it&!3 2&,80 3a 1240 00 5213 2&00 1 0 1 0 1 0 130.0 1 18.0 V.38 1 .0 1 .0 127.2 127.0 1 127. IAd3' 120.7 94.3 77.9 78.8' 1 n dLa1T 92 70.6 b8.o 1. 4IL 74. 8&d3 6& 66 6 6 .7 47.3 • 44 4 43.0 7200 77, S&7 48.8 41.4 30.0 d400 8 1 4B 33.1 29.1 3 24. 107 3l8" COMBINED WIDTH WI-[-W2 8 FRAME L Low HEIGHT MULLION SPI' / 1 107 3/8" _ COMBINED WIDTH W2 WINDOW FRAME HEMiHT jW2Q& WINDOW MULLION SPAN) ILLWl -I w2 COMBINED WIDTH RLy OERCUP110H 04TE APPRfY EO A REVISED INSTALLATION DETAILS 08/07/13 R.L. 107 3/8" COMBINED WIDTH WI-{ 83" 1 W2q J WINDOW J FRAME HEIGHT mmoo WINDOW MULLION SPAN) APPROVED CONFIGURATIONS MUL77PLE UNrT8 MAYBE MULLED TODETHER AS LONG AS COMBINED WIDTH DOES NOP EXC@ED 107 "* AS SHOWN HEREIN. Dwon pressaim n6n0 W WilepongNrnd/nro maaal /eonCroro Mulllon Wan0 7 butary WIdithif n IM0 40 38A0 42 0 1&0 ' LIS 210P 130.0 130. 130:0 180.0 1 .0 80.0 37.30 30. 130.0 30.0 1 .0 1 .0 139.0 4& W 130.0 13FO 010 0 1 .0 130.0 1 00 130.0 18. 87.8. 7.3 73.9 71.5. d603 Y30.0 98.8 729 65.8 80.5 88.2 n.OD 993 nA 94 4&1 44,0 42 d100 821 4S. J 1 2.1 3 24. LARGEAND SMALL MISSILE IMPACT, LEVEL D, WIND ZWVE 3 DIMENSIONS IN CNAFWARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE W1 --4- W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VER71CAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS V.L. 1 08-01445 E NTS - 01/11/12 19w2 OF SIGNED: OW12015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-68"609 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line., W 1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document drawing number 0"1445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8• x W Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components. mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Cer0cadon of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1of1 4-T OF ; tv RIDP. ;0`: A11\` Luis R Lomas, P.E. FL No.: 62514 08/072015 I f e Florida Building Code Online S Page 1 of 2 Professional RegulationBusiness i' Florida pad Bus rye Pro ss al Regulation acts Home I too to I usv aevlstratbn i Hot Topla I SL&Wt SUKtO ve I sets a Facts I pubeatlonS I FDC start I Bcts sea rrsp I uNa I seen I Product Approval R: tr , > Oeneouen tan > Apylrestloe D&M FL g FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CUfton Street Tampa, FL 33634 813)084-0444 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 Vi 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. 4 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard. Year ASTM E330 2002 Method 1 Option D https://www.floridabuilding.orglpr/pr app_dt].aspx?param=w('EVXQwtDquJEQfSP6a6FJ... 7/20/2015 Is AMEWCAN CONSTRUCtION METALS 5140 West Cftn Sheet Tampa, FL 33634 TRIPLE 4" & "QUAD 411 ALUMINUM SOFFIT GENRAL NOTES 1. This product has been evaluated and IS In compliance wilh the Sth Edition (2014) Rorido Building Code excluding the "High Velocity Hurtfcone Iona" (HVHZ). 2. Product anchors shag be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing or stucco. 3. Site conditlons not covered by this drowing are subject to further engineering onolysis. 4. Wood/CMU wag construction, by others, must be designed property to receive loads trom the soM and/or Z x T batten strips. 5. Aluminum soffits shop conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9 U/IE OF COIYIEMiS SHEET tl DESCRIPTION 1 Tyww elwalions b gmerd notes 2 Pones detoib 3 Soffit detm A deMn pmswm 4 SoIM d 6 d n s S Saud detogs. design pre3surel 6 b1 of motedo flIIPLE 4 (T4) T."12011S11 M uai4la1s rAM QUAD 4 Q4 a"12ta11TTH" dO a e IRS K! gz d 1 irin oro. r: JK o1c M LFS OMt9O•N0+ R-12019.1 A ' ROOF OVERHANG ROOF OVERHANG SOAR." A t. AN ROOF OVER MG ROOF ROOF ROOF FRAMING FRAMING FRAMING i'' `~••••: ••' ,,` gpi m ALUMINUM y y p { ALUM" FASCIA FASPA TRIM' TIII11 SOFHT— EMU OR SOFFIT CW000 w 44 MOIRI %e[ EEDETAIL'Do ETAIL'C' FRAMED SEE DETAIL"A' FIIAMED SEEDETA0.-A' FRAMED SEE OETAIL' B' SEE DETAIL"C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Swwl wl bt wh rrinq cwmfm) (Shown wM bla&Tmy V cariff w) (Slmwn w/ Inmffran*q onckw) Y SINGLE SPAN LENGTH A' DESIGN PRFSStME (PSI) OSInVE NEGATIVE rr 70.0 141.0 IV 60.0 60.0 IT 50.0 50.0 Ir 36.5 ' 39.5 u• 30.0 30.0 NV IC: "lJV V rnnrvru•v r•u.v wr.nw...,. _ •.. -- DESIGN® BY THE ARCNRECT OR ENGINEER OF REND WMAAX E- DETAIL " B " F-Chonnel a TRIM NAIL ATTACH® THROUGH FASCIA NOTE: 016' O.C. MAX. FOR SQUARE CUT OVERKANG. STAPLES WALLED 017O.C. P1140 WOOD) TRIM BOTTOM OF FASCIA FLAT W }CHANNEL SLOT OR maa 0 IT O.C. 1 AGAINST PANEL (WTI WOOD OR MASONRY) STAPLES LOCATED, I n N O.C. o tT1AMING % i. STAPLES INSTALLED 0 END OF PANFL AND B' MAIL O.C. SEE DETAIL'J •. SHEET 51 1/IP MAX. DETAIL "A" FOSCIO STAPLES WALLED ® N' O.C. LIMO WOOD) ON FCNANNEL LEG OR T-NAIL 017 O.C. NTO WOOD OR MASONRY) STAPLES INSTALLEDOI IT O.C. (INTO WOOD) WF• CWWNELSLOT ORMAL017O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24' O. C. INTO FRAMING rMAz. STARS INSTALLED 017 O.C. ONTO WOOD) N JCIIANNEL SLOT OR 14M 017 O.C. DETAIL" D" J-Chonnel Fosdo I g 10 DETAIL " C ". J-Chonnel FF L- onJK SUBSTRATE NOTES: LFS 1. WOOD SUBSTRATE G - OA2 OR BETTER " - 2 MASONRY SUBSTRATE UM PSI CONCRETE (ACI 301)12019.1 OR HOLLOW BLACK (ASTM C90).., M DESCRIPTION MATERIAL 1 FA IA .0215- THK. AL 3105 - H14 ALUMINUM 2 X CNANpa .0ISr nK AL 310S - H24.. ALUMINUM 3 F CHANNEL AlS5` THK. AL 3104 - H19 ALUMINUM 5 QUAD 4 PANEL 115 OR.0135 THIC AL 3105 ALUMINUM b TRIPLE 4 PANEL OR DIVIHICRj AL 3105" ALUMINUM 7 N15xI-VCTRIMNAIL SSTTE B Ir GA. X 1/4-SS STAPLE twl 7/F MIN. EMB P 9 2-X 7 BATMN STRP G-A2OR BETTER ' WOOD 10 APA B.C- GROUP 1 EXT.15/37 PLYWOOD OR BETTER WOOD 11 1. Mr DIA. T-NAIL / S/r MIN. EMBEDMENT) STEEL 2d X 3-1/4- IX2 VOWCAI FRAMING (G>.42) H.D. GALV. Sim ATTACH w/ 2 Bd COMMON NAIL 0 V O.0 COMMON NAILS w/ 13/4- MIN. EMB.7. 6 TOP 10 ROOF FRAMING 8 STAPLESINSTAtLEDO END OF PANEL AND W MAX. O.C. 9 (SEE DETAIL) I Z DETAIL " H " C. MAX - .. UCIAII"J." SPAN ' A - ROOF CVERNANG ROOF ju SEED' 13) -B- A ollee N 6C q q2dx31/ 4 EMU OR ' H. D.GALV.St T- ---- i FRAMED COMMONMAIL02A-O.C. SEE DETAIL -A-`i - ) FWOO Ow/ la/4-MIN. us. (SNE3 CONIPIUOUS SEE DETAIL ' H BATTBI O CL SPAN e ; STAPIESINSTALEFDO SIDE VIEW -.DOUBLE SPAN w/BATTEN., END OF PANEL AND " (Shown W/ VU901 andng WlUlftw) W MAX.04. SEE DETAIL -JI DETAIL" I" TWIN SPAN LENGTH w/ CONTINUOUS BATTEN DESIGN PRESSURE (PSO POSIf1VE NEGATIVE I4- 70.0 70.0 te- 66.5 66.5 20' 60.0 60.0 zt 54.5 54.5 2, r SOLO 50.0 OVERHANG SEEDEUUL" G- pEEr 41 SEENOlE2 jf cHu oR MOOD SEEDETAIL- 1' FRAMED SEE DETAIL - A SHEET 3) SIDE VIEW - DOUBLE SPAN w/BATTEN . Shown w/ tno/hamin8 aimbanD) CONNECTOR NOTIM. 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTE: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G - &42 OR BETTER 2.12dCOMMON NAIL OR3nrRWTAPCONCONCRETE SCREW 2MASONRY SUBSTRATE: 3=PSI CONCRETE (ACI301) MIN.1-1 /4 EMBEDMENT) 0 2A- ON CENTER OR HOLLOW BLOCK (ASTM C90). esa an JK ooc or. LFS oa-ow ro. FL-)20TB. T g F 4 3 Florida Building Code Online h Page 1 of 2 RegulationBusiness & Professional r p pjpfgs acts crane I Login I user Registration MUM I sutunit suroUMe I soles a F&W I Pumkauma I FeC son I ac].S slta wP I tints I 5®rch I Bushes J Profess& .1. Product Approval ustenn: Pueubx user Regulation Ay011ceRion Oetaa Fl. g F1.16305-114 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollinsoatlasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emall 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 W_, Validation Checklist - Hardcopy Received Certificate of Independence F 16305 R4 C01 FEC Product Evalua= Shinoles.odf Referenced Standard and Year (of Standard) Standard YAK ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglpr/pr app_dtl.aspx?parch=wGEVXQwtDquJBMjgUlj3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option O Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending F8C Approval 07/05/2015 tummary of Products FL A Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installatbn Instructions Approved for use in HVHZ: Yes A 16365 k4 11 ATL33002,4 2614 FBC Pitedii_r'EValtratlori Shl)sles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Other. See evaluation report for limits of use : Evaluation Reports 16305 R4 WE ATL13002.41 2014 FBC Product Naluation- Shlnoles.odf Created by Independent Third Party: Yes lei :: . o Ma*ShMML Tairitit2w FL jigmyrtm* 954:487.18aa. ThP Siato of ROMA k an AAIFFO amldngr.. nt :: :: 62AMgAiraaisOi Under Fiortls law, endl addresses are pubic mwrds. If you do not want your e-marl address rdessed In response to a Public -records request, do not send elemonic nun to this entity. Instead, mama the offics by prone or by tradnbW mall. u you have any euewant please Contact 650.497.149S. 'Pursuant to Seabn 4SS275(1), Florida SWAM effect!" October 1, 2DIZ IIOlHtsles 0crosed under OhaoW 45S, F.S. mud: povlda the Olparamerd with an anon address If they have one. The enuas pm~ n W be used for official mlronumOrim with the ncatsee. However emall addresses are pudic record. If you do not wish to supply a personal address, please Pravda tM Olpart/ne A wbh an mull address wmd% can be made anliab4 to the public. To deterrrane If you are a 11011 W undo Oupter 455, F.S., pease dick b=. Product App ovid Aaoepta: WERE rcrrd ISAFE https://www.floridabuilding,org/pr/pr app_dtl.aspx?param=wGEVXQwLDquJBMjgU1j3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, Fl. 33647 TECHNICAL SERVICES, LLC (813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 57" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Re o o Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1996 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Constriction Materials Technologies (I ST5878) 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 200M PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 20D9 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS IDD 1995 PRI Construction Materials Technologies (TST5878) ATL-123.02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125.02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 20D9 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 1996 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 20D9 PRI Construction Materials Technologies (TST5878) ATL-170.02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page.1 of 9 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nobly CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (fST5678) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough-Master@20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAM"' Architectural ASTM D 3161, Class F & ASTM 0 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. Oangerfield, Hampton & Meridian) StorlmMaster® 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. ATL13002A This evaluation report is provided for State < Technical Services, LLC of any product chai This evaluatlon report does not express nor specifically addressed herein. FL 1e305-R4 Page 2 of 9 Ada product approval under Rule 614320-3. The rna urfacturer shall notify CREEK or quality assurance changes throughout the duration for which this report Is valid. y warranty. installation, recommended use, or other product attributes that are not CREEK TECHNICAL SERVICES, LLC INSTALLATION _ GlassMasterO 30 & Basic Wind Speed (VuO: Tough -Master® 20 Basic Wind Speed (Vam): 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. 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 54nch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or'6 Nail Pattern' detailed below. 36' Nail* sm-i — man — 12" '• ' t I+---12- — +--12- +++-- 12' Figure 1. GlassMasterO 30 & Tough -Master® 20 4 Nail Pattem (Non-HVHZ only) 36" NaHs 1 f3• 4 h-12---'--12"—12'-- Figure 2. GlassMaster4130 & Tough -Master® 20 6 Nail Pattern FL 1630SR4 3019 Tevaluation report is provided for State of Florida product approval under Rule 61G20 3. The manufacturer shall notify. CREEK hisIhlsreportisvalid. TechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which Thisevaluationreportdoesnotexpressnorimplywarranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMT" Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vwd): Deck (HVHZ): r v 1 Deck (Non-HVHZ): Underlayment Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions, Shingles shall be attached using '6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern" or '6 Nail Pattern" detailed below. o x dEva vp pri.oeuager - iie Wft.a r 1,T r yr O O O O CD O it) ,O ,O CD O O O CD I our Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern ATL13002A FL 16305 _R4 - Page 4 of g. 17i1s evaluation"report"is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vur): StormMaster® Shake Basic Wind Speed (Vast): 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. sr muo.rwsa,«aar r.w7rl.r r u1? r•- TV 00000 0,—,-1 L•C-:— JC 0C=3 r w T — — s7r eI L Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattem (Non-HVHZ only) U. 12P yrriYefOagfM 1o r qq 7 Vl r 0 0 O LSO 0 0 0 0 0 0 Oa o o G 0 0 0 • 6W Figure 6. Pinnacle® Pristine and StorrnMaster® Shake 6 Nail Pattem ATL13002.4 _ FL 16305-R4 Paile•5 of 9 Thts evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shaft notffy'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 riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StorntMaster® Slate Basic Wind Speed (V,a): Basic Wind Speed (Vasa): 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. 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 8.5 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either'4 Nail Pattem' or'6 Nail Pattern" detailed below. Figure 7. StormMastef® Slate 4 Nail Pattern Figure 8. StonnMaster® Slate 6 Nail Pattern FL of 9 Thit'&W-t Udn ieport"is'provided for State of Florida product approval under Rule 61G20-3.. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. Installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (VW: Basic Wind Speed (Vow): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. v- t M,•Ur dq rrr Figure 9. Pro -Cut® Starter Strip ATI-13002.4 _ FL 16305-R4 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3.< The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty. installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (VW: Max. 194 mph Basic Wind Speed (Vaw): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. r 12 ga.1-1/2" ring t shank nail 12' Figure 10. Pro -Cut@ Hip & Ridge ATI-13002.4 FL 16305-R4 Page 8 of 9 Tlilsevaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation. recommended use. or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt shingles TECHNICAL SERVICES, LLC 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 51i Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. No 74021 ir STATE OF CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, not 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 ipproval 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 Certi0cote of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 6'" 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 ERPI construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5678) PRI Construction Materials TeCmologies (rST5878) PRI Construction Materials Technologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Tectmologies (TST5878) PRI Construction Materials Technologies (TST5876) PRI Constriction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106.02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATLA 27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5678) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Constriction Materials Technologies (17ST5878) ATL-167-02-01 PRI Construction Materials Technologies (rST5876) ATL-168-02-01 Standard ASTM-D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7156 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 19% 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169.02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 __ _Pegg 1 of 9 This evaluation report Is pmvtded for State ofFlodda product approval Under Rule 61G20a-. The manufacturer shall notify CREEK Technical Services, LLC of emr product Changes or Quality assurance changes throughout the duration for which this report is valid. This evaluation report does not egress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (rST5878) 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 (rST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184.02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologles (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. ProLAM" Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Stor mMaster® Slate ASTM D 3161. Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002 4 FL 16305-114 Pa9e,2 of 9 This evaluation report is"provided for State of Florida product approval under Rule MG20-3. 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 GlassMasterV 30 & Basic Wind Speed (VW: Tough -Master@ 20 Basic Wind Speed (V=4: Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATL13002.4 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. 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Patten' detailed below. Installed with 54nch 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. 36•: Nails 12" Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 38" Nails 1' 12" • } Sir Figure2. GlassMaster®30 & Tough-Master4D20 6 Nail Pattem FL 16305SR4 of 9 This evaluation report is pmvided far State of Florida product approval under Rule 61G20-3: The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty. installation. recommended use, or other product attributes that are not specifically addressed herein. SCREEKTECHNICALSERVICES, LLC Prol-AM"" Architectural Basic Wind Speed (V,m): Basic Wind Speed (Vaso): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either '4 Nail Pattern* or *6 Nail Pattern' detailed below. m&V w uw..,.e esar Nab Iy0 Y r O O O O O O O x Figure 3. ProLAMTM Architectural Shingle 4 Nall Pattern (non-HVHZ only) Figure 4. Pro -LAW" 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pinnacle® Pristine & Basic Wind Speed (V,a): Max. 194 mph StormMasterO Shake Basic Wind Speed (V&Q: Max 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing N Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 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 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. 32 W —• Figure 5. Pinnacle® Pristine and StortnMaster4D Shake 4 Nail Pattern (Non-HVHZ only) w ow..~+mM.« ar, wKr r / 1 Ur f0 0 0 0 231 0 0 O 0 C3 O O O Q O 0 0 0 r 0 0 0 O 0 0 0 0 0 0 CII O O O GZW P Figure 6. Pinnacle® Pristine and StorrnMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Pogo 5 of 9 This evaluation report is prtrOded'for State of Florida product approval under Rule 611320,3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterO Slate Basic Wind Speed (Vmt): Basic Wind Speed (V„d). Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction: Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern* detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either '4 Nail Pattern' or *6 Nail Pattern* detailed below. i 9' Figure 7. StomlMaster® Slate 4 Nail Pattern Figure S. StornnMasterli Slate 6 Nail Pattem ATL130D2 4 FL 16305-114 Page 6 of 9 This evaluation report is provided for State of Flonda product approval under R61e 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, L LC Pro-CuW Starter Strip Basic Wind Speed (V,m): Basic Wind Speed (Vase): Deck (HVHZ): wr.r Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ)' Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min; 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. ac 1 Ir Figure 9. Pro -Cut® Starter Strip ATL13002.4 . FL 16305-R4 page T of 9 This evaluation report is.pmvided for: State 6f Florida product approval under Rule 61G2or& The manufacturer shag notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is Valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (VW: Basic Wind Speed (Vaw). Deck (HVHZ): Deck (Non-HVHZ): Undertayment: Min. slope: Installation (HVHZ and non-HVHZ): r. i ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing oonstruction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Installed with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12" 12 ga. 1-1/2" ring I shank nail Figure 10. Pro -Cuts Hip & Ridge ATL13002 4 FL 16305-R4 Page a of 9 This evaluation report is provided for State of Florida product approval under Rule•61G20-3., The manulaeturet shall notify CREEK Technical Services, LLC of any product ehanoes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply wananty, installation, recommended use. or other product ettrfbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPUANCE 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. No 74021 p STATE 'OF . 4 fir; O R O P N • ON A 2015.06.2 912:55:48 041 1 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE — - CREEK Technical Services. LLC does not have, nor will M 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 wig acquire, a financial Interest in any other entity involved in the approval process of Ute product. ATL This evaluation report does not e*ress nor specifically addressed herein. ENO OF REPORT FL le9of9 CREEK is valid. Are not 1< Page 1 of 1 0ulFloridaBuildingCodeOnlineUncker mery+--5 Regulation rL[52A(-. Business n rMr<ro d acts Iimne I 1d9 In I llser Realstradon i Hot Topics Submit Sumctrn9e STNs a Facts Pub6ratlons FIIC Stag BM site Map links Search Busmes ApprovalIPrdessitPd lJ6ER: Public User Regulation Search Criteria Refine Search 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 c r. rle....ras - awwtl.waiwnc T voa Manufacturer Validated By Stauo FI-15216-112 Revision interWrap, Inc. John W. Knezevlch, PE Approved Category: Roofing 954) 772-6224 Subcategory: Underlayments Apprew0 br timit. Approgb;by OWN SRSO W renerm and rallied bribe Fm orw or am C&Q=J& ::*JUO ilsilhfam0ea c_trOMIL Pwn.o: =dai 4 The slate of Florida Is an ANEEO employer. r'^"'r"!" . a1• a+ti at!betide.:: Privacy Slaitement :: $efund Statement Under Ronda law, eman addresses ate publk records. If you do not rant your e-mail address released In response to a oublic-records request, do not send eleaninic coca to tlls entity. Inomd, cordw the office by phone or by eradP.bmal man. It you have any questions, please contact 650.407.1195. 'PaMont to Sealon 4S5.275(I ), RD. W Statutes. elrecWS October 1, 2012, House" Ilorr60 "under chapter 45S. F.S. must prwl0e the oeparbtltnl with an emao boom If they have one. The ema6s provided may be used for olRtlal comrmprobon with the licensee. mt wever eman addresses are public record. If you do not wish to supply a personal address, please provide the Department MN aan 45a which can made available to the public. To determine If you are a licensee under Product Approval A=eW: POSES Crodit rar-A https:// www.floridabuilding.org/pr/pr-appist-aspx 7/20/2015 M Florida Building Code Online Page 1 of 2 Professional RegulationBusiness C•t!1 t/ Gas Hwm I Log In I User RogKtratbn 1 Hot T;;; I SuWd `SoOwMe I Stib a Facts Bus 1 Jes Pro'c's i I Product Approval uSM: Pubku>d Regulatign MJUMM IApdks0mOftV. FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived - r I weu=uons I FaC Sion I nxsS Sltc Hao I unla I searo I Product Manufacturer InterWrap, Inc. Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@lnterwrap.com Technical Representative Eduardo Lozano Address/Phone/Emall 32923 Mission Way Mission, NON -US 00000 778)945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I 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/Wamock Hersey Quality Assurance Contract Expiration bate 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/201S Date Validated 04/29/2015 Date Pending FBC Approval OS/04/2015 Date Approved 06/23/2015 Suf *mi of Products FL aK Model, Number or Name Description 15216.1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use in HVHZ: No FFLIS216 R2 11 201S 04 FINAL ER 1NTERWRAP RHIMOROOF FL15216- R2_DdfApprovedforuseoutsideHVHZ, Yes Impact Resistant, WA Verified By: Robert Nieminen PE-S9166 Design Pressure: WA Created by Independent Third Party: Yes Other. See ER Section 5 for Limits of Use. Evaluation.Reports FI 1 c216 R2 _AE 2015 04 FINAL ER 114711 0 RHf1 R66F - F' US216- fi2.Qdf Created by Independent Third Party: Yes g2aaaM:: Prom- ASa-40,182e The state of Fbr107 k an AA/EEO empbyar: .. .. :: :: :: Rdund Statement Under %rlda taw, emu aedresm are puff reawft If you dO not want hour e•rha0 address released In response fo a putek•reimds request, do rat aero elecbmlk man to thfs entity. Iralead, oNaQ the onka M phone Or by VMU"l maQ. n yeu have am queWOM D onma eso.4aFins. ftvantant be Sedtion 4SS275(1). Rwt% statutes, eRedlve odober 1. 2012. omtsees konad under Chapter 455. F-S. awn p vwe the Department Mth an aiW a00rm d they have one. The emans pvAM may be and ftr drkW dermiiNOtlOn Nth the keram IfWOOr emaa aaermn are public remro. V you do Trot Min to supply a ptrsorW address, please pwWe tiW0a keeeeM with' an-eirug ad*= whim ade nbeageable W the p b0t. To Oelmnbe If YOU are a limtsee urWa CMXw 4SL F.S.. pease dick hcP. produce Approval Aotepte: WORM C, CCiit r:;,"i SAFE https:// www.floridabuilding-org/nr/P 4tl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 4 QOTMNITY'IERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization rY9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LAGEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity 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( 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. INSPE nom Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the Job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The babnile seat appearing was wdofied br Robert 19eminen. P& an oernrAIS: this does rot serve es on elearonkaW Signed donanem. Signed, seated haaloopb have been tmwWt ed to the Pmdn¢t Appro al AdmMbtwtorand to the named client CERMCATION OF iND8ErM8=: 1. TnnitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITY IERD 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 1507.23,1507S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.9.3,1507.9E on Heating 1507.23,1507.S3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (T5T1.509) Physical Properties 100539395CDQ-006 10/27/2012 ITS (MI509) Physical Properties 10053939SCOQ-002 10/27/2011 ITS (TST1509) Physical Properties 200539395CDQ-006 03/14/2014 ITS (QUA1673) Quallty Control Inspection Report 11/17/2014 4. PRODUCr DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 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 iri,various other sixes. 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 Underayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAaIE 1: ROOF COMER OrnoNs Underlayment Asphalt Nail On Tlk Foam -On Tile Metal Wood Shakes Slate or Shingles & Shingles Simulated Slate RhinoRoof U20 Yes No NO Yes Yes No _ 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 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, LLC- Evaluation Report 140510.OL12-R2 Certificate of AuthorlmUon 09503 FL15216-R2 Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. jthlnogoof 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 14nch diameter plastic or metal cap nails or FBC HVH2 nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinkle (aver Roof Slone > 4.12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum flinches. 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 underiayment, 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 i61s Laver. 2:12 <itoof9aoe <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFAcTURING PLANTS; Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20.3 QA requirements. 9. QUALITY AssuRANCE ENTRY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA3673; (604) 5203321 END OF EVALUATION REPORT - Exterior Research and Design, LLC Evaluation Report 140510AL12-R2 Certftotr ofAudwrizodon #9503 FL1S216at2 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 TRINITY I 353 CHRISTIAN STREET, UNITQOERDOXFORD, a o6478478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way • FLiS216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations goveming 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 LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity 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 DCi4 ANE1983 The (aoNtOe seal appearbrs was audwined by Robert Mmbm% PB.00 os/27/201L Thb does not sewn n an electmedoDp syned downneM. Stgned, saaW hardooptes have been nammltnd to the Pmdun Approval Administrator and to the tamed dem CERMICAMN OF INDEKWDENCE: 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. VtRINITYIERD 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 1507.23,150753, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM 0226 2006 1507.83, 2507.93,1507.95 on Heating 1507.23,150753,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM 04869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Ent Examination Reference Date iTS (TSTISo9) Physical Properties 100539395COQ-006 10/27/2011 iTS (TST1509) Physical Properties 100539395COO-002 10/27/20U ITS (M1509) Physical Properties 100539395000-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPT1om 4.1 RhlnoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment Intended as an alternate to ASTM D226, Type 1 or Type II felt or D4869 Type 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 AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAia 1: Roof Com OPWNS Underlameynt Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shames . 8 Shingles Slate or Simulated slate ' RhinoRocf U2l) Yes No I No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM 0226, 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, LLC. Evaluation Report 640510.02.12at2 Certffitote o/AudWizotion 09SI23 F111S216at2 Revision 2: 04/27/201S Page 2 0l 3 Q0TRINITYIERD 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. 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 HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver. Roof Slope> 4A2: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 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 < Roof Slope < 4.12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for Information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTm: Intertek Testing Services NA Inc-ETL/Wamock Hersey — QUA1673; (604) 520.3321 END OF EVALUATION REPORT - Exterior Research and Design LLC. Evaluation Report 140510.02.12-R2 Cert kote of Authortzotion 11951L3 FL15216R2 Revision 2: 04/27/2015 Page 3 of 3 02111/2015 13:41 P.0021004 is DEPARThURr OF RBAULATORY AND ECONOMIC RBSOURCES (RER) BOARD AND CODE ADM1NIMATION Divg"ON NOTICE OF ACCEPTAUrF.. (Nf%Al Southeastern Metals Manufacturing Company, Inc. 11801 Industry Drive Jacksonville, FL 32218 MIAMI•DADE COIJNTY PRODUCT CONTROL SECTION I I SOS SW 26 Suee; Room 203 Miami, Florida 33175-2474 T (786)3112590 F (786) 31 b2399 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction mtdocumentationsubmittedhasbeenreviewedandacceptedbyMiami -Dade County .Product s. The Miami RControl Section to be usedinamiDadeCountyandotherareaswhat+e allowed by the Authority Having Jurisdiction (AHJ This NOA :hail not be valid after the expiration date stated below. The Miami Dade County product Control Section inMiamiDadaCounty) anNor the AHJ (in AMU other than Miami Dade County) reserve the right to have this productormaterialtestedforqualityassmncepurpose. If this product of material hiss to perform in the accepted matmm. the manuDr cturewill incurthe- a of such testing and the AM may immediately revolve, modify, or suspend the useofsuchproductormaterialwithintheirjurisdiction. RER reserves the right to rm *o this acceptance, if it isdatartninedbyMiami -Dade County product Control Section that this product or matt M fads to meet the requirements of theapplicablebuildingcodeThisproductis approved as described herein, and has been designed to comply with the Florida Building Code including the HighVelocityHurricaneZoneoftheFloridaBuildingCode. DESCRUMON: Weather Vent LABELING: Each unit shall bear a permanent label with the manufacturers name or logo, city, state and following statement: "Miami -DadeCountyProductControlApproved% unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and them has been no change in the applicablebuildingcodenegativelyaffectingtheperformanceofthisproduct. 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, advertisingoranyotherpurposesshallautomaticallyterminatethisNOA. Failure to comply with any section of this NOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date maybedisplayedinadvertisingliterature. 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 distributor; and shall be availableforinspectionatthejobsiteattherequestoftheBuildingOfficial. This NOA renews and revises NOA No. 08-0423.01 consists of pa8es I through 3. lire submitted documentationwasreviewedbyJuanE. C011ao. R.A. mom NOA No.: 13-08I4.08 Expiration Date: 04/ IS/19 Approval Date: OL23/ 14 Page 1 of 3 0211112015 13:42 ff4 P.0031004 0& N ROOFING AssffMHLY APPROVAL, Category: Roofing Bub -Category: Ventilation material: Steel Minimum slope: 2:12 TRADE NAMES OF PRODUCTS MANUFACTURED OR LABELED BY APPLICANT: M"uafaetured by Test Product Q1mendons Sneclticadous DOWAR6IoB Weather Vat Vent: 4- K" x 19" x 4C' TAS 100 Galvanized metal roof vent Deck Flange: 24" x 520 Thickness: 0.0217 inch. MAnivACTURIIHG LOCATION 1. lacksonville, FL EVIDENCE SUBMLrm TedARIM Teat Ideutfier Test Namel_ e- o _ Date m Asphalt Tedinclogics, Inc. TAS 100 SF.M-002.02-01 08/14/03 ICC-ES AC132 SEM-027-02-01 01/07/14 APPROVED APPLICATIONS: Deck Type: wood Deck Deseription: 1/3j" or greater plywood or wood plank - - - - -- - - - - - - - - - - - - - — - -- - System Type A: Mechanical attachment of vent for shingle roofs layoutlIgrAd minimum Cutout: ft ige. Set blade to and cut opening.BnishMY sawdust and debris. dltoaab i Installation: Vents should be evenly spaced on the rear slope of the roof. Center vent in opening and set it in a 1/8" thick of an approved ASTM D 4586 asphalt roofingcement. Secure vent to the roof deck with 1-Vi" galvanized ring shank roofing Tells spaced approx. 8" o.c. and 1" from the outside edge of the flange. Use a minimum of 18 nulls per vent. Seal all nails and vent narV with an approved ASTM D 4586 roofing cement. (See drawings herein). Net Free Area: "square inches. NOA No.: 13-0814.08 Expiration Oats: 04/109 Approval Date: 014311.4 Page 2 of 3 02111/2015 13:43 P.0041004 LIMITATIONS: 1. Refer to applicable building code for required ventilation. 2. Weather Vent shall comply with the manufacturees 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 manufacture's name or logo. city, state, and following statement: "Miami -Dade County Product Control Approved" or tits; Miami -Dade County Product Control Seal as shown below: DRAWINGS ROOF FLANGE NAIL PLACEMENT END OF THIS ACCEPTANCE NOA No.: 13-0814.08 Expiration Date: MOM Approval Date: 0I123114 Page 3 of 3 Florida Building Code Online Page 1 of 3 r. Professional Regulation' ro(Y-)( suborn Swam— 1 sracs s Facts 1 Pubrcanons I raC !k3e I BMS 4te waP I unia I® Patil pq 011114e SOS Hw e I wo in I user RegIm,uon . "M I OF— ussilaelbroduct Approval USER: Pubk Um Regulation t ceL91 AeeiovaJ Menu > > Ae0ioll0n list > Appnotlpn Detaa FL A FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer KTek Industries, Inc. Address/Phone/Email 14SIS North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 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 63017S746 314) 8S1-7480 dwert@mil.com Quality Assurance Representative David Wert Address/Phone/Email 1451S North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mll.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/201S Validated By ICC Evaluation Service, LLC. Certificate of Independence o »9t PS 601 Certificate oflndo-ndcnce for Eveluation.odf Referenced Standard and Year (of Standard) Standard Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Credit SA V ErcitSAFE https://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report tbK-1411 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora ( (800) 423-6587 I (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.mil.com.. EVALUATION SUBJECT: MTTeke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, AND MT20HS71e 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)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections retereneed in"report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MTTeke 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 coaling 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 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MTeke M-20 and MII 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 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.334nch-long (8A 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 MTeke M-20 HS, MII 20 HS, and MT20HS'": Models M-20 HS, Mil 20 HS, and MT20HS7e metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1minch (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 0254nch-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, 1CGbS Evaluation Reports an not to be coturrued as rWmenting ocrshetio or any other oanbuter not rpeWsiearry addressed nor are they ro be corrsavcdasanendorsementoJthesubjectojthereportorarecommendationjotluum77wcisnowommoby!CC Evartmtion Service. I LC, erp s orimplied m to anyfinding or other mwrter in this repor% or of to any product covered by the report s Page 1 of 5 Copyright 0 2015 ESR-1311 1 Most Widely Ac:oepfed end Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2lPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fiNarch 0.5 176 121 137 126 Hem -fir - 0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 107 _ Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185. 148 129 145 Spruce -Pine -fir 0.42 197 144 143 137 Southern pine 0 55 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS Douglas fir4arch 0.5 165 146 135 143 Hem tir 6.43 139 , 111 97 109 Spruce -pine -fir OA2 148 108 107 103 Southern pine 0.55 187 143 138 150 For Sh l lbfiff = 6.9 kPa. NOTES: Tooth homing units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perperldicularld load, wood grain perpendicular to load' 3All truss plates ate pressed;into the wood for the fun depth of their teeth by hydraulic -platen embedment presses. mulliple roller presses thatusepartialembedmentfollowedbyfufleihbedmerdrollers, 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 1101-16 AND Mil 16 M-20 AND Mil 20 M-20 HS, MII 20HS.AND MT20HS Efficiency PoundsfinchlPair of Connector Plates Efficiency PoundsOnchipair of Connector Plates Efficiency PoundslinchlPak of Connector Plates Tension Values in Accordance with Section*6.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension @ 00 0.70 2012 0.50 , 880 0.59 1505 Tension @ 900 0.36 1013 6.47 820 0.48 1219 Tension Values in Accordance vdllh TPI-1 with a Oefttion (see Section 5.4.9 (e)) MatamumWe_i Section Occurs over the Joint: Tension @ 00 0.66 1945 0.62 1091 0.67 1716 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values Shear @ O° 0.54 1041 0.49 . 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 1085 Shear @ 600 0.73 1402 0.79 936 0.67 1184 Shear @ 91P 0.55 1055 0.55 645 0.45 792 Shear @ 120" 0.48 914 0.42 490 0.34 608 Shear @ 150° 0.35, 672 0.46 544 0.3 537 For SI: 1 Iblinch = 0.175 Ntmm,1 inch = 25.4 mm. NOTES: Minimum Net Section - A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a fine Of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this tine passes through a section of the plate with no holes. ESR4311 1 Most Widely Accepted and Trusted Page 5 of S 0.126 0.2W 0 5W 0 30r 32mm 64MM t270m 9.3mm fl m f -_,._ :, I. 000 hod don 000 000 000 a o000oOno J r000 000 000 goo 000 000 goo ono 000 WIDTH M-20 HS, Mll 20 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES On Inches) (Continued) IMES Evaluation Report ESR-1311 FBC 5upplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 vwvw.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTekm Truss Connector Plates M-16. Mil 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, and MT20HS"e, 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-J-%Wda Building Code—Residentaal. provided the design and installation are in accordance with the Intemational'IuA,ding'Code- {JBC) provisions noted iri the. master report. Use of the MTek®Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS7e has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Repass are not to be eominted as representing oesthetics or any other attribute not speNjrcally addressed. nor on they to be construedasonendorsementofthesubjectofthereportorarerommemfationjaritsuse. fltere is no srorronry by XC Evahtotion Servke, r1.C. e=pres or iotplkd. as to ony finding or other molter in this report. or as to arty product covered by the report CopyrlgN 0 2015 Page 1 of 1 IMES Evaluation Report LbK-1.51 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or4 1 (800) 423-6587 l (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) 4344200 www.mii.com. EVALUATION SUBJECT: MTek° TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSi1r 1.0 EVALUATION SCOPE Compliance with the following codes: 1P 2012, 2009. 2006 international Building Code° (IBC) ii 2012, 2009, 2006 Intemational Residential Code® (IRC) Iii' 2013 Abu Dhabi Intemational Building Code (ADIBC)t The ADIBC is based on the 200918C. 2009 IBC code sections referenced in Ws report are the same sections in the AMC. Properly evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M-16 and MI116: Model W16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (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 14nch-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 (Q.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 MTek® M-20 HS, M1120 HS, and MT20HSTM: Models M-20 HS, Mil 20 HS, and MT20HS1" 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 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (32 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 centertines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC• ES Evoluatlon Rep" an not to be comirued as repruenting outhrtics or any other attributes not specytcauy oavmea, aor air .nry •-•••...• • as an endorsement of the sub/en of the repot or a recwwwn latiav+jor its use There is no worronty by ICC Evolrmtion Service. UC. espress or Impllyd or to any finding or other matter in this repo#, or os to any product covered by the report Page 1 of 5 CopiftM m 2015 ESR-1311 I Most Widely Accepted and T nsted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2iPLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND MII 16 Douglas fr-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 fir4arch 0.5 220 _ . 196 180 190 Hem -fir 0.43 185 148 129, 145 Spruce -pine -fir 6.42 197 144 143 137 Southern pine. 0.55 249 190 184 _ 200 M-20 HS, Mil 20 HS and MT20HS . _ Douglas fir4arch 0.5 165 146 135 143 Hem-flr 0.43 139 111 97 109 Spru fr 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For St.- 111un2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to Wad, wood grain parallel to load AE = Plate parallel to load, wood grain. perpendicular to load EE = Plate perpendicular 16 load, wood.grain perpendicular to loadANtrussplates_ are pressed into the wood for the full depth of their teeth by hydraulic platep embOment presses. multiple roller presses thatusepartialembedmentfollowedbyfufi-embedmerd rollers, or combinations of partial embedment roller presses'and hydrauticplalen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MII 16 M-20 AND M1120 M-20 HS, MI120HS AND MT20HS Efficiency PoundstinchlPair Efficiency PoundslinchlPair Efficiency PoundslinchlPairFORCE DIRECTION of Connector of Connector of Connector plates Plates Plates Tension Values in Accordance with Section 6A.4.2 of TPI-1 (Minimum Net Section over theJoint)' Tenses @ 0' 0.70 2012 0.50 SW 0.59 1505 Teroon_@ W 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)) MaAniuiri Net Section Occurs over the Joire 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 @ Ir 0.54 1041 0.49. _ 574 0.43 761 Shear @ 300 0.61 1173 0.63 738 0.61 1085 Shear @ 60° 0.73 1462 0.79 936 0.67 1184 Shear @ 900 0.55 1055 0.55 _ 645 0.46 _ 792 Shear @ 12V 0.48 . 914 0.42 490 0.34 608 Shear @ 15(r 0.35 672 0.46 544 0.3 637 . For SI: 1 Ibfrnch = 0.175 Nlmm, 71nCn = za.4 mm. NOTES: Minimum Net Section - A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Ma)imurri Net Section - A line through the plate's tooth pattern Wth the maximum amount of steel for a specified orientation. For time plates, this line passes through a section of the plate with no holes. ESR4311 I Most Widely Accepted and Trusted _ Page 5 of S 0.12V 02W 0-WW 0 3W 3,2.mm O a mm 12.7 nun 9.3 mm BOB Goo Oho 000 Ong goo goo ago OGG Boo A 000 goo 00o Ooo 000 000fl M-20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMEMSIOMS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report E5K-IJ-1-1 rest, DUPPlC11111 HIL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 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) 4344200 vyww.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M46, Mil 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, MII 16. M-20, Mil20. 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 t.2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeO Truss Connector Plates M-16, MII 16. M-20, Mll 20, W20 HS, Mil 20 HS, and MT20HS'w, described in Sections2.0 through 1.0 of the master eiraltiation report ESR:131'1,oomply with the 2014 and 2010 Florida Building Code —Building and iBe`2014 and Z" P- da Bullding• deritial provided the design and installation are in accordance with the IntemaHonal Building Code{IBC) provtsions.notedfn the master report. Use of the We$&Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HSw 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, verificKWA thili.the. teport.holdei?s quality assurance program is audited Oy-A qualify, urarice;eiifity approved' by the Florida Building Commi§sion- for Ahe type of inspections being ,'oonduc teed. is 11ierespgnsiIbirdoi.an: apptrnred vaJldation entity (or the code df idal when the teport holder does not possess an approval by the Commissionj. This supplement expires concurrently with the master report, reissued in June 2015. lCC.ES Eroluatton Reports ore rwr to be corstuvcd m ttpresenting awtheties or any other artributo not speciJkoNy oddtrssed rror ore ehry to be emssrntedasanendarsemetnofthesubjectofthereportorarecommendationforisuse. 77wre tr no warranty by ICC Fwltmrbn Sauter. IlG espress or ttgplicd os _ to anyfinding or other maser in this report. or as to any product covered by the report ' Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report E5R-1311 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.om 1 (800) 423-6587 I (562) 699-0643 A Subsidiary of the Intemational Code Council DIVISION: 06 00 OD -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, MII 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012. 2009, 2006 International Building Code* (IBC) is 2012, 2009. 2006 Intemational Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t t7he ADISC 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 MiTek* metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek* M46 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS. Grade 40 steel, with a G60 galvanization coating [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 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 MiTek* M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek* M-20 HS, Mil 20 HS, and MT20HS"t: 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 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating s/cinch-by-finch (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, OAS 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 6A mm). Each slot has a 0.334ncl4ong (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. 1CCES Evaluation Reports ore not to be construed as representing *esthetics or any other attributes not specjuiorry amrWetk nor are mey W ac co,a - as an endorsement of the subject of the report or a recommendation for its use. Thee tt no warranty by 1CC Evaluation service. LLC crp m or implic4 as to anyfinding or other matter in this repar% or as to any product covered by the report '+a'° Copyright 0 2015 Page 1 of 5 ESR-1311. J _ Most Widety Accepted and Trusted Page 3 of 5 TABLE 1—ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn=!PLATE) LCIES SG AA EA UMBER SPE AE EE M-16 AND 11111116 las fir —larch 0.5 176 121 137 126 fir 0.43 119 64 102 98 e-pine-fr 0,42 . 127 82 75. 107 122 gem pine 0.55 174.. _ 126 147 M-20 and MI120 Ilas fir-4arch 0.5 220 195 180 190 0.43 185 148 129 145 fir _ Ce-Pine-fu 0.42 197 _ 144 143 _ 131 hem pine 0.55 249 190 184 200 ru-2n Hs_ MII 20 HS and MT20HS " 0.430.43 165 139 146 111 135 97 143... 109Douglasfir -larch Hem -fir Spruce-P ne-fir 0.42 _ 0.55 148 187 108 143 . . 107 _ 138 103 150 Southern pine For SI: 11blin2 = 6.9 kPa. NOTES: applying 'Tooth holding units = psi for a single plate (double for plates on both faces when a n to area on only one face). To achieve values, es must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate O&P9fid'uxdar to load, wood grain perpendicular to loadAll, tn*S. ates ere pressed into.lha wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thaplt 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 For Sk 1 Iblinch = 0.175 Wmm, 1inCh = 25.4 MM. NOTES: MinimumNet Section — A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these p a es, this fine passes through a line of holes. 2Maxirm) tn 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 Idely_AcWted and. _ Page S of 5 f 0.12V 0.2W 0.8W 0 3e5 3.2 mm e.e mm 12 7 nwn 9``3 mm T goo flo ODD 600,900 00a D D a o0oo0D J r—aaa ago A 000 ago 000 ago Ogg Oa0 WIDTH M-20 HS, Mli 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report CQR- 14 1 1 1 &~ .......- Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora I (800) 423-6581 I (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 Shop -Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_ mil.corn EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 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 Miele Truss Connector Plates M-16, MII 16. W20, MII20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 1 2014 and 2010 Florida Building Code —Building s 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeeTruss Connector Plates M-16, MII 16. M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS"' ', described in Sections 2.0:throi,4h 7.04 thGi:ma$Wf.evaluation.feporLESR-13.11,.comply with the 2014 and 2010 Florida Building Code --Buildingandthe'2- M4•arid`20'10'Flafds Bukring.Code.-Resi?enfi6l, provided the design and installation ste in accordance with the IntemaGonal•BiAding'Qod , (. ) provislonsnoted:rn the master report: Use of the MiTele Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS7 i° has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products.tAh9 under Florida Rule 914-3, verific a ibn that the report holders quality assurance program is•audited by a quality.assurance.=erttit t. * roved.:by the Florida Bc111ding:Commission for the type of inspections being cflr duded is the responslbr! ot•an; approved val'datidn entity (or the.code.official when the feport.holder does not possess,an.approval by the Conimissiori).. This supplement expires concurrently with the master report, reissued in June 2015. CC-& Gnaluation Reports are not to be eomtrued m reprejmling oesthetla or any other attributes notspecijcally addwsed. nor am they to he c"'rwd . gs an endorse,new ojsbe subject ojthe report or o recommendation 77no "ormny by IOCF.voluwion Srrvlu. LLC. espress or emptied of so my fttdmaor other matter in this report or as so any product covered AY the rcP0A page 1 of 1 Copyright 0 2015 IMES Evaluation Report CJ"_'J" Reissued June 2015 This report is subject to renewal June 2017. Www.icc-es.orn ) (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M46. 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, 20061ntemational Building Code® (IBC) r 2012, 2009. 2006 international Residential Code® (IRC) 2013 Abu Dhabi Intemational Building Code (ADISC)1 The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MTek° M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0,013 mm)) and having a base -metal thickness of 0.0346 inch (0.86 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 025 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MiTek° M-20 HS, MII 20 HS, and MT20HSI": Models M-20 HS, MII 20 HS. and MT20HSfpe 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/,inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-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, as representing aesthetics or any other arldbutes nor specifically addressed nor art they so be construedEvaluationReportsaretrottobetwrtsrnred umasonendorsementothersvb/cn of the report or o reeonrmertdori o j 1 here is no'omnen9 by !GC Evaluation Serrice, llC express or lmplkd as to any finding or other mailer in this report or as to any prod by the reporL 0 Pape 1 of 6 Copyright 0 2015 Page 3 of 5 ESR-1311 1 Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn=/PLATE) LUMBER SPECIES AA EA - SG AE - EE M-16 AND Mil 16 Douglas fir -larch 0.5- 176 121 137 102 126 98 Hem-ftr 0.43 119 64 75 107 0.42 127 82 Spruce-piiie-fir 0.55 174 126 _ 147 122 M-20 and Mil 20 0.5 20 195 180 190 fir -arch ,.. 0.43 85 _ . E2197 148 129 145 0.42 144 143 137 pine -fir 0.65 249 190 184 200 1 pine M-20 HS, M1120 HS and MT20HS 0. 50187A 146 135 143 fu aroh 0.43111 97 109 0.42 _103 0.55 143 107 138 103 150pine -fir n nine For•SI: librin2 = 6.9 kPa. NOTES: n to area on on one face). To achieve values, plates Tooth holding units = psi for ng1e late (double for plates on both faces when applyingg N must be installed on opposite 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load. wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to loadEE = Plate perpendicdatio load wood gWil perperidi0ar to loadAfiiris$ plates are_pressed into the wood for the till depth of theft teeth by hydraulic platen embedment presses. multiple roller presses thatusepartialembedmentfotlowed,Dytufkmbedment rollers, dr.ccmtinalions of partial embedment rotlei presses.and•hyiirauficjtaten presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mil 16 _ M-20 AND Mil 20 M-20 HS, Mil 20HS AND MT20HS FORCE Efficiency PoundslinchlPa r Efficiency PoundsllnchlPair Efficiency Poundslinch/Pair DIRECTION of Connector of Connector of Connector Plates Plates Plates @ w Tension Values in Accomance win aaeuun 1505 0.70 1 2012 0.60 880 1.59 0.36 1013 OA7 820_ _. 0.48 1219 a-.xt_ 1- Cewl:nn r: d O U-11 7 ension vaRre5 in PvAAA uanw om. .. --...-----------.- - -- MaAmum.Net Section Occ_us over the Joint2 00 0.68 1945 _ 0.62 1091 0.67 1716 gpo 0.30 849 1 0:48 841 0.52 1321 Shear Values 0.54 1041 0.49 574 0.43 761_... .. . 0.61 1085Sheaf ®0° Shear.@ 300 0.61 1173 _ 0.63 738 936 0.67 1184 Shear @ 600 0.73 1402 0.79 _ 645 0.45 792 Shear @ 90° 0.65 1055 .0.55. 490 608 Shear @ 120° 0.48 914 _ 0.42 0.34 5370.3IIShear@I0.35 672 0.46 544 For Sh 1 Ibfinch = 0.175 Nhnm, linch = 25.4 mm. NOTES: Minimum the tooth pattern with the minimum amount of steel for a specified orientation. For these plates. Net Section -A line through plate's this fine passes through a line of holes Ma)imum A fine through the plate's tooth pattern with the maximum amount of steel for a specified orientation For theseNetSection - plates, this line passes through a section of the plate with no holes. ESR-1311 I _Most Widely Accepted and Trusted _ Page 5 of S 012V •0.2W 0.5W 94mm 64mm 127me V---t 4 --1 -, -",! do 000 A 9.00 000 000 goo 00Ono i, 000 000 0001 10DO 00o 00o 000 00o 000 M= 20 HS, MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report ESR-1311 1-m; 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 Intemadonal 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, MII 20, M-20 HS, Mll 20 HS, AND MT20HS" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16. Mil 16. M-20, MII 20. M-20 HS, Mil 20 HS, and MT20HST". recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building 11i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS"t, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014artd2010FfondaBuildrOg: Code —Residential, provided the design and installation are in accordance with the lntemational Building Code (18C) provisions noted in the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS"t has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC-FS Evaluation Reports are not to be construed as representing authetiu or airy other attributes trot rpeejr1cally added nor —they to be coal—d as an endorsement of the sub/ect ofthe repots Ora rec mmen&tion jor its use. flare is no warranty by rCC Evaluation Sen'tcc. LLC espers or Implied a to anyfinding or other matter in this report or as to anyproduct covered by the report 'vaao Copyright 02015 Page 1 of 1 Florida Building Code Online 1 ( Page 1 of 2 Professional Regulation_ Business r, PWb3 D:pDfhflFllld BaS ttoma I tog In I user RegMratton i trot Topics Subrnit Surc"Me I stats a fans PuNituons FaC Stag SM Sim Map links Sm"A Busgnest vt j ProtteessialUSER: product Approval PuNk user Regulation LJJ Mdud Of AW"Wil> Apobeabn AppiluMon DataB. FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP international Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmen980yahoo.com Authorized Signature Xianbin Meng benmeng8Oyahoo.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 Ucensed Florida Professional Engineer INi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida Ucense PE-0046549 Quality Assurance Entity National Accreditation B Management Institute Quality Assurance Contract Expiration Date 12J31/2018 Validated By Ted Berman, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Ucensed Professional Engineer or Architect Fti4239 R3 EmAy Edtilv.odf https:llwww.floridabuilding. org/prlpr_app_dtl.aspx?parwn=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/201S Date Approved 06/23/201S Summary of Products FL rY 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) Umits of Use Installation Instructions Approved for use in NVNZ: Yes FL14239 R3 it Dwo.odf Approved for use outside NVNZ: Yes Verified By: Frank L Bernardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation,R= Reports Other. This design provides allowable capacities for the a Ev14239AE al.odP system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Gontaet Us:: lead am lannrwa stree1. Tapahase+ R ]i—M Prone, AS114117-11824 The State of norWe Is an ANWO empbrer. fw..,.ldrt l0pT.2Ma St —of FladdaWda.:: PrMft Staftrneft:: A :: BLIYn.SiC lOt Under Florida low. erns addresses are public rewrds. r you do not want your e-mab address reWased 1n response to a public -records repuest, do not send oettrorrk riot m tots ea1M. Utstad. denfaa tie oy4e or to — or by tradwrW mall. u you nave soy 4Uestlons, fAtease coraadt•09o.a97x1m *Puri lent to Sedltoa 45527S111, Florida StsbMes efradwo OMOW 1.4011 11iiiaes aeertsed under taster 4SS, FS, frost provide the GeOertrnem with an erna1 aQbess It tltl'r heal,OOe..TM areft provided roar be used !or Miml07wta0rlAdt711af1 with the Uptfee. Mwe er OnO addresses are public MODAL U Y00 dd,nat wish to supply a trdsmrii address OWN WeAft tM OeWavad with ae = a* ft %which available to the public To deWM"d d you are a licensee under Product Approval Adcaptar WERE Crc itCarri SAFE hqs:// www.floridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATI4 MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE LECHER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE I MECHANICAL UNIT. iG MECHANICAL UNIT MUSI BE W 6 I SQUARE OR RECTANGULAR, 2: RZA IRREGULARIRREGUt SHAPES. 1 V r ow MOST STRUCTURE DESIGN' / YY BY OTHERS. SEE OESI SCHCDULESFOR ALLOWABLE SUBSTRATES 75LB MEN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. CENTER OF SEE DESIGN GRAVITY I SCHEDULE FOR r MAXIMUM SURFACE AREA ANDDESIGN PRESSURE, TYP. 7/ SE..., +P v vP ROOF -TOP MOUNTED APPLICATIONS t STEEL TIf-DOWN CUPS. SEE DETAIL In B 2/3 I_L FOR CUP INFORMATION, 3 TYP. i I 3' MAX 1, TYP. X N. 3• MAX fl• ` T"C A_ KA Typ• MTV MECHANICAL UNIT TT'' 00 1 TIE -DOWN ISOMETRIC Eo cuPAND IWMIR s 1 1• . 1•q• ISOMETRIC PER CORNER WILL VARY PER TANNeLTION Tvoes c1-CA ON sMeeT 2 TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE IVEN MECHANICAL UNIT TTK47 CONFORMS TOTHE DIMMENSPRDCPON RESTRRIICTIONSAAND DESIGN CRITERIA UMINE7149MAXIMUM N M OI E SHEIETLS 3T L DESIGN ISCHEEDDIRESj MECHANICAL UNIT CRITERIA: CONSIDER ME INSTALLATION OF (I) MECHANICAL UNIT WITH THE FOLLOWING CVTFNA. VW1.170 MPH, EXPOSURE IF AB' TALL R 40' DEEP- 41% WIDE, 100 LD (WEIGNT AS VFXUlEO SV OTMERS7 INSTALLED TD 3D00 VS1 MIN CONCRETE W IRA (1)•2' CLI AT EACH CORNER OF UM R (TOTAL OF p) CUPS) rrlvA•cvvr.c: RESULT PROCEDURE MP 1 DETERMINE M! ODNNECTIOn TYPE EASED ON ETONSHE N ON 3 THIS INSTALLATION IS INTENDED A VVR.170 N M. 11VOSUR! !•MIS DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TAB)! S 7 INIERMINt LARGEST FACE AREA or MECIHARICAL UNIT TO Be INSTALLED 48'.40'-16rF' THIS UNIT HEIGHT OF All' is EQUAL TO THE MAXIMUM ALLOWABLE "EIGHT OFAr. MOTE PRODUCT APPROVAL ALLOWS THE TWIT TO DE 7MSrALLED OR TOP CMECX MAXIMUM UNIT HEIGHT RESTRICTION OF AM A/C STAND THAT 6 A MAXIMUM SO' TAIL IFAMA/CSrANO IS Urnu CFECR TO SEE TRAY THESTAND ODES MOT EXCEED SO' DI HEIGHT CMEOI MINIMUM V RBI H ER MLUWNWHICH MIS UNIT MAY Lit INSTALLED AT ROOF HEIGHTS LESS IN"OR EQUAL TO 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TO HEI +CMS GREATER 6 DETERMINP ME ALLOWABLE ROOP•TOP HEIGHT OF THE INSTALLATION ANTHGarr AND LESS THAN 100 F7. SEE (•) ON TABLE 5 TOR ME NUMERICAL VALVES OF TARS DESIGN EXAMPLE XT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND 00E FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRTI IN THC ACCOMPANYING OESIGN SCHEDULES. THE DESIGN CR1TE TIR ALLOWABLE ROOP•TOP MEIGIM CONSIDERS ASO 7.10311 THE HEIGHTS USED R THE T APPROVALALLOWS FOR EACH UNIT TO BE INSTALLED ON A ALLOWSTHEMUM3O. MIS PRODUCT (CERTIFICATION MAXIMUM70' TALL NC STAND (ClRTFIGTION BY OTHERS) ON TOP O THE HEIGHTS LISTED IN THE DESIGN SCMEMIS. GENERAL NOTES: 1. THIS PNRODUCI HAS BEEN DESIGNED AND SNAIL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS O THE FLORIDA BUILDING COD! B ASC! 7-10. THIS PRODUCT MAY C 3 .. NK S won, 01BE USED WTIMITI AND OUTSIDE THE NIGH VELOCITY HURRICANE ZONE 2. NO 33•1/3% INCREASE IN ALLOWABLE STRESS HAS SEEN USED IN THE DESIGN OF THIS 3 SYSTEM. IGNIS BASED ON CLIZW PROVIDED PRODUCT AND DIE SHEETS FROM TEST z E THIS ENGINEERSMALL ES, REPORTS!j{Q ]ey M BY APPROVALINC.. NO A1001TTVFION3 Ell A PRDVAL BY THIS ENGINE[II 3HAll 6E PERMITTED. A. MAXIMUM • MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SMALL ALL MECHANICAL SPECIFICATIONS j a CONFORM TO SPECIFICATIONS STATED HEREIN. BE AS PER MAMUFACFVRER RECOMMENDATIONS Z ICLEARSPACENNTOAGE. ETC.) SMALL AND ARE THE EXPRESS RESPONSIBILITY Of THE CONTRACTOR O S. FASTENERS TO BE 112 X %' OR GREATER SAE GRADE 3 UNLESS NOTED OTIERWISL TAPCONS AEFERRCD TO HEREIN SMALL Be TTW BUILDER BRAND. CARBON STEEL ONLY. Q J INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR IpCNI REQUIREMENTS. AIL FASTENERS SMALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. z k, r3 6. ALL Sm CU S SHALL BE AST" A283 STEEL (GRADE 0) WITH FV-33161 OR BEREFL APPROVED ce w O ALLSTEEL, MEMBERS SNAIL BE PROTECTED AGAINST CORROSION WITH AN COAT OF PAINT. ENAMEL OR OTHER APPROVED MIOTEmaN, f.90-RATIO COATING s REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRETE SPECIFIED HEREIN IS NOT PART OF THIS CERTIFICATION. AS A MINIMUM. Z F, y ALL CONCRETE SMALL BE STRUCIURAL CONCRETE A' HIM. MICR AMD SHALL NAVE MI NMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OMERWISE. TO INSULATE ALL MEMBERS FROM DISSIMILAR 0 0. ME CONTRACTOR IS RESPONSIBLE MATCRIALS TO PREVENT ELECTROLYSIS. 9. UCCTIUCAL GROLDID. WHEN REQUIRED, TO K DESIGNED B I"TALLM BY OTILRS. m 10. SNAIL VIRVIfD NT 7115 OMS11B DESION PROFESSIONAL APO IsNOT. VKLUND IN g THIS CIJITIFICATIOM.EXLCEET AS FX RESSLY PROVIDED HEREIN, ND ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. It. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. EDIT SITE CONDITIONS DIFFERENT FROM ME CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER ON REGISTERED ARCHITECT SMALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONRINCITON WITH THIS DOCUMENT. 12. WATCR-I FOMNBS OF EXISTING MOST SUBSTRATE SHALL BE THE FULL RESPONSIBILIT/ OF ME INSTALLING CONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFFECT FABRICATION AND INSIAIlAnD;; O STRUCTURE PROPOSED HEREIN. THIS ENGINEER SMALL NOT BE RESPONSIBLE FOR ANY WATERMWOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS E WATER.7IGMTNESS SMALL DE THE FULL RESPONSIBILITY OF ME V49TALLM 13. WRNAN EXPLANATIONOF EXPOSURE CATEGORIES THAT ACCOMPANY ME VUR WIND SPEEDS USED IN THIS APPROVAL. SE! SECTION 26.7.3 OF ASCE 7.10. H 17LF 15- 2378 K 2 LV S,Jw lag r CUPS 31 TW. (• CLIPS r o. rMA% f • /' • 1rTux r ruli . Tw. , rn. 1. ANCHOR SCHEDULE: 1" CLIPS sU1 f"Tt o!s(ri rMnom IJ•S)16•0 CARIX)N STEEL ITW BUILDOI TAPCDII, CONCRETE 2Y.• FULL EMKO TO 6' THICI HIM, ConCNE(!. llF• MIN. 1000 PSI MIN.) GE DISTANCE 3YV MM. EDGESPACING iS ANT ADJACENT AMCHOR. 1)'A I6 SAC GRADES AWMINUM: UA: SHEET METAL SCREW TO 0. 1)S • "E"'6 ALUMINUM,"Moe (S) TMtCJL wTCHlbRMINPAST MtN: ALUMINUM) THREAD PIANE STleL• 1)• 40 16 SAE GRADES 0.12rHIM. SHEET METAL SCREW TO THICK, y KSI STEEL, FRMDE (3) HIM. STEEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS CONCRETE: 2r.' FULL ENEED 6' THICK MDT. ODacRaT4 21L•.MIN. ? low psi MIN.) !Oo! DfSTAMCG 21i• PITH. ADJACENT ANCHO AD]ACEIRANCHOR. 2).0I69AEGRADIIS AIUMINUN: SHEET METAL ScArms TO 0.125' FIN, ALUMINUM, PROVIDE (S) THtCIL 6061 T6 I MIN, PAST MIN. ALUMINUM) THREAD H. AME THREAD STEEL: 2)• A16 Su GRADE s 0.113' MIN. SHEET METAL SCREWS TO THICK 11 KS1 STes, PRDVIDC (ll HIM. STEEL) PITCHES HIM, PAST THREAD PLANE TYP. 1. EMHIFLMENT AND Rae DISTANCE FI uoNISIHEs, IFAPRICA I BIE. I _ 2 ENSURE MINIMUM COG! DISTANCE AS NOTED IN ANCHOR SCHEDULE. Cl 1. SEC OETAIIS ON SHEET l FOR ANCHORS ATTACHING TO MECHANICAL UNIT. CONNECTION TYPE C 1 CONNECTION TYPE C2 11 CUP • IRIUZE (L) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT 1• CUP • UTEUZE (2) AT EACH CORNER FOR A TOTAL OR (8) PER UNR UNIT WIDTH Tj 6• MAR 6• MAX CUP OFFM / PAIR SPACING CLIP OFFSET V SPACING SEPARATE i CERTIFICATION H r MAX r CUPS 3• ( 'm. r CLIPS f• mAx UTILIZE (6) CLIPS eA SIDE YP. M. OF UNITFOR A TOTAL OF 8) PER UNR r PAR ,,_ d r MAX AR`I•' rn. C3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE 8 CLIP DETAIL roM. 11T( UZF Ill AT l/h01 CORJQR POR A TOTAL OF (•Af PER UNR C42• ClI1 • URl1IE 2) AT 11101 CO1WE4 FOR A TOTAL OF Ls] PER UNIT j N.T.S. PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CUPS AT EACH CORNER FOR A TOTAL OF (8) CUPS PER UNR. 15- 2378 0 FOR ANY WP LONGER THAN 10' 0.1v UTILIZE (5"12 SAE TIP, GRADE S SHEET METAL SCREWS, TYP. I0.0611'TMICK ASTM A783 STEEL. TYP1_'- a 3)•17 SAE GRADES SHEETFOR CLI S UP T S,FORWHSwTosLONG. UTTUZE (5)-a12SHEETMETALSCREWS FOR CUPS LONGETHAN LS, 7YP. OLE, WITHHORFROMI - ANCHOR DULE,TYP. OTHER DIMENSIONS SIMILAR) y _11,. 1" CLIP ISOMETRIC DETAIL 3 H.T.S. ISOMETRIC O.I23- I 0 0.07 OR 3'/ 0 00.11,HI« ASTM A2B3 U STEEL. TYP. . u t r W , MECHANICAL UNIT B10THER5. ALUMINUM HOUSING UNITS SMALL BE 6063-TES MIN. ALUMINUM SHEET WITH Fty.30 KSL 0.125' MIN. THICKNESS. STEEL HOUSING UNITS SMALL BE ASTM A653 Fy_33NSI MIN. STEEL, GRADE 33, ZZGA MIN. (t-0.02W) 0.066- THICK A A203 STEEL CUP, BASE OF UNIT SMALL BE FLUSH WITH BASE OF CUP, NO SPACE PERMITTED, TIP. 3)•912 SAE GRADE S SHEET METAL SCREWS FOR CUPS w TO S' LONG. UTILIZE (5)•17 SHEET METAL SCREWS FOR CUPS LONGER THAN S. PROVIDE(5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP- ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR SCHEDULEVARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL 3 3' . Fir DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP. MECHANICAL UNIT BY OTHERS,. ALUMINUM MOUSING UNITS SHALL BE 6063•76 MIN, ALUMINUM SHEET WITH FTY.30 KSI, O.1ZS' MIN. TMIOCRESS, STEEL HOUSING UNITS SHALL BE ASTM A653 FY-33KSI MIN. STEEL GRADE 33. 22GA MIN. (t•0.02W). 3"12 SAE GRADE S MEET METAL SCREWS 0.072'OR H>,l13'/,•/ FOR WFS I'LONG. THICK ASTM A203 UTILIZE (I)•012 SHEET STEEL CUP, TYP. METAL SCREWS FOR BASE OF UNIT SMALL CLIPS LONGER THAN 4'. TYP. BE FLUSH WITH BASE OF W P, NO SPACE PERMFRED. TYP. y V..-D HOLES, NOT TO BE USED FOR ANCHORS, TYP. FACTORY - OM r y-D HOLES: UTT' - UZE (1) OR (2) ANCHORS / Q• FROM 2' CUP ANCHOR SCHEDULE. TYP. OAO' x 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC 3)•012 SAE GRADE S SHEET METAL SCREWS FOR CLIPS A' LONG. UTILIZE (4)-12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 0-. PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. 1) OR (2)ANCHORS PER ANCHORSCHEDULE SUBSTRATE PER ANCHOR I• i , I i!i! r (VSCMEDIRE 2" TIE -DOWN CLIP 4 ANCHOR DETAIL 3 . Y . 1•4Y' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACH MECHANICAL UNIT. TYP. TABLE 1: Vult-175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCITY HURRICANE ZONE•) ALLOWABLE ROOF -TOP HEIGHT (NJ TIE.DOWN CONFIGURATION TYPEI MAXIMUM SURFACE AREA Of UNIT I UNIT Cl I Cl C! C4 UNIT'SLARGEST HEIGHT I WIDTH FACE Grr 2MMAE 1 12,MIN NA ATGIIAOE• 1 ATGMOE,a HS700R I SIT 72'AMR I IS -MIN N/A IAT•GRAOfAT GRAOE L HS60fT 4 FI'+ ( ITGMOE NA2GOR NS30FT ' NA2 00R AT GRAD! t%Ft ATMGOE tQRST 6FT' R' SI- 46• MAX , 24•MIN WA Af;Mg At GRADE N1 SBOFT , 121R' N/A` i AT GRADE ATGOAOE ;, H S 40 R • + ETA • N/A ATGRAOE f_ATGMOE NT_ AT GRADE 2OFr • - •'- - - N/A NIA' 1 AT GRADE t9 F1! _ GO' AUIX 4B'MIN SCR' w/A FE A Ai GRAOK WA WAAT6RA0E , VA .•. Al QAAO! _. AT N/A 1 •FI/A_ GRADE T14 TABLE IS PERMISSIBLE TO BE 010 WITHIN THE HVH2 WHICH CONTAINS N/A BROWARO AND MIAMFOAOC COUNTIES. CHECK WITH LOLL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult= 170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) ALLOWABLE ROOFTOP HEIGHT IH) - TIE•OOWN CONFIGURATION TYPE MAXIMUM I SURFACE AREA OF I UNIT UNIT Cl C2 Cl CA UNITS LARGEST HEIGHT WIDTH FACE 6 FP 1 24' MAX 12• MIN f N/A H S 200 FT AT GRADE H S 200 FT 60R<Hs 16OF' T 9Fr 3YMAXF 15' MIN N/A 10 FT<H S200 FT AT GRADE Ns200 FT HS200FT t HSToo FT H1200FT , 4 FT' IRADE60IFT MN s200 f1 ATGAAOE HS200R HA40FT ' 60 FT< H 5200 FT H1200 FT 6FT' I 9FT' 41• MAX 24'MIN NIA AT I HS200R 60ReMtOfEpRNixonIfT' 3 N/ A Al GRADEu 160 FT<Hs200FT1WAN62FT LOFT' I NIA AT GRADE N/A H s 200 FT 20 Fr I ; N/A AT GRADE WA H S 100 Ft Frr N/A HS30 N/A N/ A 2 60 Fr <Hs200rT7560' MAX4B' MIN 1 AT GRADE30 Fr N/ A N/A N/A 160 R 4 N 1 R 36 Fr I WA N/A • N/A ATORAOE J. AS AN EXAMPLE THIS TABLE IS PERMISSIBLE TO Of USED WRMN PALM BEACH COUNTY- 04EGC WITH LOCAL AUTHORITY HAVING 1URISOCT10N FOR THE APPLICABILITY OF THIS TABLE WIT14H CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult= 175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGH VELOCTTY HURRICANE ZONE') ALLOWARE ROOF•TO HEIGHT 1N1 I 1 llf•OO VN CONgdIRAT10NTM E I 1 IMAIOMLIM SUIT/ AQ AREAOFUNITUNIT Ey C2 C3 Cl UNfTS T HEIGHT WIDTH 1 I' 6FT' 24' MA1f • E3'Mgt I _ N/A LAT GRAM L Nt2Egf, N/A 9fT'3Y'MAK IS'MIN N/A I.._ -`I ATCd1A0EATGADER R IN- 4 FT' AT GUM._ HS200fT ATGAADE-I NIHOFT 6—Fr WA I HSLSFT I ATGRAO[ Nixon SIFT' 4B•MM 24'MIN WA ATGRADE AT4RAf IIFr f1/A'• a A7 GRADE NAWR NA ATGBA/E 16 F11 •- N/A AT4RADf A ATGOAN20 FT' WA. AT GRADE N_JA AT GRADE- 2Sfl NIA AT GRADE 20al 6W MAX • 4W MIN _ _ WA_ I V. 11 A TWA N/A^ T GRADE l urT'• 11%A, 11/A - MIA •`AiRAGf 'G fN15BLE TAaJPERMISSIBIE TOBE USEDWITHIN THEHVNZ WHICH CONTAINS BROWARO ANDMIAMI.OAOE COUNTIES. CHECK WITH LOCAL AUTHOPJTT HAVING 1URISOICTWN FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN twuoi COUNTES. TABLE 4 : VuIt=170 MPH, EXPOSURE D FOR USE WITH A TUSK CATEGORY II STRUCTURE-) ALLOWABLE ROOF -TOP HEIGHT MI TIE.DOWN CONFIGURATION TYPE 1 MAXIMUM 1 SURFACEAREAOF UNIT UHT Cl C2 C3 C4 ' UNITS LARGEST HEIGHT WIDTH rau 6 FT' 24'MAX 12' MII I WA Snort 60A NRADE of A200 FT 9Fr 3Z'MAX; lS'MIN N/A ATGR40E Gof<Hs20DfT' NIA H2200 FT 4 fT' AT GRADE I NS200 FT HITZOO IT HS200 FT 60IT<H5100R, 6 FT' H/ A H S 200 PT 60 H S IS FT FT < 119 200 rT H S 2OD FT 9 FT' 46'MAX 24' MIN NIA 60:teNs200R M913FI AT GRADE H5200 FT 12 FT' MIA ATE 60 iT 4 N 1120 at, N/A H f 20D FT 16 FT' H/A WA MIA H S 40 FT 60 FT A H 1200 R 20FT' NIA A7GRA01 1 N/ A HS4 FT 60R<H12S200f7 AT GRADE 25fT' N/A N/1 N/A 60fT<H5100fT 60' MAX A$- MIN • - A7 GRAOE 3OFr N/A MIA,• p/IL 60 FT<HS100FT V 36 Fr NIA WA NIA ATGRAOE , AS AN EXAMPLE THIS TABLE LL PERMISSIBLE TO BE USED WITHIN PALM BEACH COUHTf. CHECK WITH LOCAL AUTHORRY HAVING JURISDICTION FOR THE APPLICABILITY Of THLS TABLE WITHIN CERTAIN FLORIDA COUNTIES. 15-2378 4 A TABLE S : Vult=140 MPH, EXPOSURE B FOR LOSE WITH A RISK CATEGORY II STRUCTURE') I 1 ALLOWABLE R00F•TOP MEI(911T (N) TIE-DOWNCONIIGEIRATIpfTTPE MAXIMUMSURFACEAREAOF UNIT UNIT Cl C2 CA UNITS LARGEST HEIGHT WIDTH iFACE r 6FT' • 12'MIN WAAI H52WFT sRHS200R HsZWFT 9FT' 13T MAX w MIN ATGRADE NS2WFT 11{700FT HSZWR 4FT' I HSZWR H1200 FT Hs200R HSZWFT 6FT' • HSAOFT S2 WR<H200RI M5200R HSZOOR NSZODR ITS2WR 9R' ! 4'MAX 611:%R T HS200R H5ZOO FT 24-MINiWR12Fr I 1 AT GRADE ITS2WR HS40FT W FT 6ZOOR Hs2WR 16 FT' N/A HS2w FT HSISR HS2WR HSISR 70 FT'« r WA Hf2WR 60 Ft NSIOOR I 75 R' H/A 60 RRS E Hf20DR 1 •••• ." - -- 60' MAX 4'MIN ^_— iT HSF20DR160R 30FT' NS15R AT GRADE H52W FT N/A. 60R<HS160R 36 FT' H/A ATGRADE Hs2W R I 60R NR$WR, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO 4 USED WITHIN BREVARO COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 9101 THE A IUOA/IUTY OF THIS TABLE WIT NIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY 11 STRICTURE*) TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF - TOP NEWMT M) TIE -DOWN CONFIGURATION TYPE Ay MAXIMUM .* SURFACEAREAOF UNIT UNIT CI I CI C3 I CA3 UNITSLARGEST FACEHEIGHT WIDTH r6 FP 2A' MAX 12' MINI AT GRADE 9 FT' 32- MAX IS' MIN r N/A AFT' HS200FT I 6fT' AT GRADE LWR<MSIN I 9 FT' A6' MAX 24' MIN r AT GRADE 12 FP WA 1 is N/A 20 FP I r MIA I 25 Fr WA W MAX 4- MIN r - IO FT' N/A 36 R' r r N/A MAXIMUM i SURFACEAREAOF UNR UNIT CI CI C3 C4 UNIT'S DIGEST 1 HEIGHT I WIDTH . FACE i 12-MIN 6F7' t24-MAX N/A HSZWFI HS30FT 6OR< HS2WFT Nf2WFT 9iT' .. 32' MAX 1S'MIN `.N/A HSIOOR AT GRADE 60R<H Sl4 FI HS ZOD FT AFT' H140 FT 60R<Hs2WR TIS2WR HSZWR HIZDOR 1 FT' DI Hf2WFT HS 200 FT HsUOR 6 IWRATG<NAf 9FT' AB'MAX 2A-MIN •«WA NS200R NtISR WRaHS200R T Nf 200R` I FT'••' M/ A H540R ATGRADE NfIODR 12 6oFT<NS 200 FT 60FT<NSWR N/A AT GRADE N/A Hs20pR 6AT 6pR<Nf 200R iO fP N/A- AT AT GRADE H S ZOO FT_ 1 W Fi 25FT• WA AT GRADE 60R<H SOD FT WA H5200FT W MAX 4'MIN .. PIT NfA OR30FT' N/A WA WA' WR64 R. 36 FT' WA N/A N/A AT WADE 6pR<HS20pRr HS2O0F7 HSMOR HS7WFi HSISR WR< NL2WT H52DDR Hf2WFT n HSZDOR H5200R HS200FT 60RHfAOR NSZWI GRADE ATDE N3IODF7IWR<ITS 1401 HSISR ATGIIADE WR< HS200R ITs30FT ATORADE 60R< 14 5ZDORATGRADEAT GRADE' 6pR <HS140FT IATGRADEAT GRADE _ WA WA H S 200 FMr, amw S+ NS2WR ' Ht200R< 5" w Hf200R 9 7 9§ N11 t HS200F1 ! oW 1 , Ii DHtZ00RHS2ODRHt2WR Z t T HS7WR J n HSZODR Z 2 yHt30TT 0 i0' C iR<MSMOR• Q 0 g Z € t i n W e aF Z EL f m 15- 2378 N r P• E s R.T• ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 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 ; standards per test report(s).#TEL 01970187A and #TEL 6191.01" Inc. STRUCTURAL ENGINEERING CALCULATIONS Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2. Maximum Allowable Unit Height Frank 3. Minimum Unit Weight PE004 4. Maximum Allowable Unit Surface Area fill, 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.CON ENGINEERING EXRPESS' 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 12*" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM 4. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: A Sr 4dckv Id a i 90 Historic District: Yes No,X Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use ii Move'El. Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information ameTu c+C,- ris t,•, r,s Phone: 4p'i Cod -00 -i'? i Street: L, 14= Lk !Li e-,71 r_)r j0 Resident'of property?: -YO City, State Zip: • Mom, Qxnr-. F32351 Contractor Information; c` Tr r Phone:-!-!m glob-921 & Name ,.Iris crt I:e..I e . Street: 153 `¢1; f -Fax:. 90-1City State Ziff:- 00-i tx. d 6 State License,No.:. I± C-0000 Name: Street: City., St, Zip: Bonding Company: AddFess: Architect/ Engineer Information .' Phone: Fax: E- mail• Mortgage Lender: Address: 1YAR1 IVG T© O'YNER: YOUR FAILURE TO. RECORD A NOYJCV.OF 4'AiVIj1 Ei;ICE1 E!1 MAY R$.SULT IN YOUR PAYING. TPVICE :FOR IMPROVEMENTS TO YOUR PROPERTY.: A NOTICE OF 'CUMMENC$MEIYT RECO1tDEl5 A ii:POSTED 6N' ll]t-yOB'STfIu,*BEFU1tE•THE FIM-INSPECTION.. IF YOU INTEND TV OBTAIN FINANCING, ' CONSULT WtM YOUR LENDER OR A1N 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 am -standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of thaidate: 56 Edition (2014) Florida Building Code OTIIn addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be CE: county, be additional permits required from other governmental entities such as water foundinthepublicrecordsofthismanagement districts, state agencies , and there may or federal agencies. of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification that I will notify the owner of the property q The City of Sanford requires payment of a plan review fee at the dthetima edcons cti n value. of the job at the time ofl. Acopyoftheexecutedcontractlsubmittal. in order to calculate a plan review charge and will- be oonstd ct at the time the crmit is issued, in The actual 'constructio ordinance. erewll bi Should cal basted d based the a figured off the Valuationcontracts exceedthe actual construction value, accordance with local 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 ace to and that all work will be done incompliance writh'all applicable laws regulating -construction and zoning. Data Signature of on todAgent 1 Signature of Owner/Aged( i . ' ••. Print ectorlAgeat't ame ' Print OwnadAguit's Nome q Sign f tc lorida • Datc Signature. of No artstate Florida /e p... r, KAREN HUGHES RI . Notary Public,-Stated%Ida Commiuion 1 ocoti u tdyCommftpimmar26. 1021 . ear•,,•' HmdedowugANauaullouryAsfn Coptractor/ erit is erso a to Me -or aOwnerlAgent is Personally Known'to Me or Produce ti ID Type of ID ---------- Produced ID T— TYpe of ID' FLOW IS FOR OFFICE U ONLY 1 Electrical Mechanical Plutnbing0 Ga.,[] Roof Permits Required Bui g i Use: Flood. Zone: Construction Type: Occupancy IVIiu. Occupancy Load:.'# of Stories Total S Ft of Bldg: •y. _ - ` • _. t plumbin # of +)f't' tires New Construction: Elgetric - # of Amps DD _ g' ofHcads Fite Alarm Permit: Yes Q No. Fiire: Sprinkle>i Permit:.'YeSD No _.._ .... _.__.. ZONING: UTII,TTIES: ' WASTE WATER: APPROVALS: — BUILDING: ENG] NEERING- FIRE: — COIvdIVIENTS: • QUBDIVISIO 1 iehl;. • CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: — Documented Construction Value: $ '5 Job Address: Historic District: Yes No Parcel ID: 1 Residential X Commercial Type of Work: NewQ Addition Alt ration Repair Demo Change of Use Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Name Street: City, State Zip: Fax: Titl Email: Property Owner Information Phone: Resident of property? : Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 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 Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON TIME JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A'I-rORNEV BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i° Edition (1014) Florida Building Code Revis d: 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 I.aw, FS 713. The City of Sanford requires payment ol'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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating con union an n' g. Signature of Owner/Agent Date Signature of onttactor/Agent Date Print (hvner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced 1D Type of ID K Print Contractor/Agent' fame„ IN (yJKJVJ i s' 17 Signature of ry-State of Florida "O at yl; EXPIRES GEORGIA ij AUG 21. 202o Contractor/Agent is Persona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised:.1une 30, 2015 Permit Application w r.m CITY OF SANFORD BUILDING S FIRE PREVENTION PERMIT APPLICATION Application No: 1 Documented Construction Value: S Job Address: L ' 6 .LS l7l"4lic' Historic District: Yes No Parcel ID: Residentiao Commercial L Type of Work: NewL0Addition El Alteration 1:1 Repair Demo Change of Use Move Description of Work:la<'Aall Plan Review Contact. -Person: Title: r Phone: ` 01-S'1S,'OOI. Fax:Ol-33-3853 Email: _h1{C.,GI Iy' ' &YPN Property Owner Infomnation i Name .OY b i -/16 1 Phone: Street: _ _ _ Resident of property? City, State Zip• Coc{or Information Name , Phone: `40 -7- 6 rJ - 30c C 1 Street:,; Cod TSe-O u Fax: 1401- 3n nAR - 53 City, State Zip: EL(,I State License No.: `tf oa pc Name: Street: City, St, Zip: Architect/ Engineer Information Phone: Fax: E- mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no Work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30.201S Pamit Applicedon NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found iti the public records of this county, and there may be additional permits required from other governmental erodes 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 ac cn]Mte work will be done in compliance with all applicable laws regulating construction and zo ' g. Signature ofOwner/Agent Date Print OwnedAgent's Name SignatureofNotary-State of Florida Date Signature of No ry-State o Florida Date CHERYL D AKERS X c MY COMMISSION 0 FfM982 EXPIRES June 06, 2020 Owner/ Agent is Personally Known to Me or Contractor/Agent is _1CfP4rsonally Known to Me or Produced ID Type of M 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. Occnpancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes n No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30. 201 S Permit Application Slti t/1t1.1ruu1 tWl a•ul Y.n ,MrNItM<tl.Y SAW016 vanla sla.un•re E. InnO cart b SAtAr+aUI'? lYl IYIY O•r 10. lot. 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' YUIIU :AwY\ r.1b i Wr Pltlwa aitl•-• a.m. hK a.lYR mrY tatfq Mta11M101Mta 1.• IY.Y I•Y Lut. 11lItJ YlfaY t nK r OttNKt/M tP[m>O.aMtl Y`+¢t a•. u.1.• _ n Jy np. t• Yr.r Plndta Yiwlrl mv.fwwlYr O.d IYYVId InI•dt v ••-ter_ 1nY wK ta1AYa CLLYl R.On641 iC7fbf.ta Y IWY W:v •:w.•. u.r Wy..wtr•-- 1.l f q 1w IYtt• IPaR ayVtn.INa atlN ft MIC f.PIPI 1/Mn4,i1 :11Y UNIVERSAL UES Project No: 0110.1401008.0000 Workorder No: 9324365-2 ENGINEERING SCIENCES Report Date: 9/5/2017 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection uilding Inspection • Plan Review • Building Code Administration 3632 Maggie Blvd; Orlando, 32811 - P- 407.42& 0504 - F: 407.423,3106 In -Place Density Test Report Client: Taylor Morrison of Florida, In&rporated UES Technician: Raymond Roman 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 1109te Tested: 09/05/2017 ra LProject: Thombrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested:.425 Rocky Grove Lane Lot 90 Materiak Native Reference Datum: 0 = Top of Native TvDe of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTU D1557 Modred Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range imum Density pef) ptimum Moisture 1%j Field Dry Density pc) Field Moisture 1%j Soil Compaction 1%1 Native Depth inch) Pass or Fail 6 North Footing 0-1 ft 105.4 11.8 103.1 7.0 98 N/A Pas: 7 South Footing 1-2 ft 105.4 11.8 101.1 9.3 96 N/A Pas: 8 East Footing 1-2 ft 105.4 11.8 102.5 8.0 97 N/A Pas: 9 Northeast Comer Of Lot (TOF) 1-2 ft 105.4 11.8 104.2 8.5 99 N/A Pas. 10 Southwest Comer Of Lot (TOF) 2-3 ft 105.4 11.8 102.9 9.2 98 N/A Pas: Remarks: (TOF)= Top Of Fill Tn nnloAl:nA a •n..A.n1 n•nMw/:nn A. / /nnro•w•i/n n/:nnM Mn D•.Al:n e n•.'nnAwsw nll na•.nAw n•s n..A...:Mna on •.nn1C•Lsnlin/ •...•.n.A• n!n•. nJ:nnM on•! e..lAnn+nl:nn y Revision Response to Comments F. NOV 2 2 W7 Permit# //— /9// Project Address: 4 7i 4&J A .11 Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: 0 Building M Plumbing Electrical Mechanical Life Safety Waste Water Department City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date Fax: General description of revision: ROUTING INFORMATION Approvals Utilities Waste Water Planning Engineering Fire Prevention 13 Building S4;, IZ- S- i I Laura Barkman From: Jason Hepple <jhepple@nwpent.com> Sent: Tuesday, November 21, 2017 9:15 AM To: Laura Barkman; Kim Carter; Carrie Macleod; Andy D'Ambrosio Subject: Riser revision lot 90 thornbrooke Attachments: 20171121 084749.pdf Follow Up Flag: Follow up Flag Status: Flagged The new riser shows hall bath 3 as an AAV as well as soft water loop and laundry tub rough downstairs. From: Orlando_Copier@nwplumbing.com[maiIto:Orlando_Copier@nwpiumbing.com] On Behalf Of Orlando_Copier@ Sent: Tuesday, November 21, 2017 8:48 AM To: Jason Hepple Subject: Scanned image from Orlando Copier fV s NO 7 t 1 ENNUI WE s Its THORNBROOKE S.F. LOT 90 WITH OPT:. LAUNDRY TUB WATER SOFTENER SUMMER KITCHEN POWDER TO FULL BTH MEN ME MEN! 11340 XMIMENEM 3" WASTE LINE FROM 2ND..• t i i DESCRIPTION AS FURNISHED: Lot 90, THORNBROOKE PHASE 4, as recorded in Plot Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Basdeo and Rohanie Jagdar; Inspired Title Services, LLC; First American Title Insurance Company THORNBROOKE PHASE 1 PLAT BOOK 79, PAGES 3-7) LOT 89 PVC FENCE 0.2' OFF- I:0 O 0 0 P.C. 143.28' s\ 0-----'l^ ---- REC. 1/2" LR NO 1.0. S 00010' 44" E REC. 1/2" I.R. 50.00' A.1n I n 5' CONC. WALK B.B.) S 00010' 44" E 50.00' 60yea G ROCKY CROVE LANE 50' R/W) TRACT I UTILITY & ACCESS R/W 0 Q;L PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 24.1' PROPOSED GRADE PER CONSTRUCTION PLAN CRUISE'NML'YL'R-SCOTT LEGEND - LEGEND - P PLAT PAIL. POINT ON LINE r FIELD IYP. TYPICAL U• IRON PIPE PA4. PONT W REVERS[ CURVATURE IP. IRON ROD PLC. POINT OF COMPOUND CURVATURE Cx COCR[TE MOMICNT RAIL RADIAL SCI IV. 1/2, I.R. /ALB 4396 MR TAN -RADIAL REC. RCCOVERCD W.P. VIrKSS POINT P.OB. Pat: row Or REGumuo; POINT Or C010?10ENENT C. PRN CALCULATEDKRMAMCNT REFERENCE MONUMENT l CCNTERLUE Ff. FINISHED FLOOR ELEVAIIOI A NAIL L DISK BSL WILDING SCISACK LINE P/wESNr. RIG.T-OF-VAY EASEMENT DMB.I BENCHMARK BASE BEARING DRAIN. DRAINAGE UTIL. UTILITY CLFC. CHAIN LINK FENCE v0.rC. VOOD FENCE C/D CONCRETE DLOCK PC, POINT Or CURVATURE P.T. POINT DA TANGENCY OESC. DESCRIPI[ON R RADIUS p DCLTAENGTM C CHORD CA CHORD /CARING NORTH BUILDING FRONT a 25' REAR = 15' SIDE = 5.0' SIDE CORNER - 10 REC. 1/2" I.R. NO I.D. 5.00' LOT 91 N0 CO l 4ZS ri_ocK%; GQ00 LA,oc REC. 1/2' I.R. NO I.O. LVI a O, UUU V.r 1. LIVING GARAGE ENTRY 1,740 447 m 178 SOFT. SOFT. SO.F7. LANAI a 273 SOFT. G BREEZEWAY- N/A SO.FT. DRIVEWAY 403 SOFT A/C PAD 24 SOFT. WALKWAY 57 SOFT IMPERVIOUS a 52.1 R 3,123 SOFT. S00 2 877 SO.FT- LOT AEAA ULA I N R/W 550 SO.FI. APRON 110 SOFT. SIDEWALK 250 SO.FT. SOD 190 SOFT. PROPOSED INFORMATION SHOWN AREA - 6550 SOFT. BASED ON SUPPLIED PLAN DRIVEWAY - 513 SO.FI'. AND OR INSTRUCTIONS PER SIDEWALK - 307 SOFT. CU NT(NOT FIELD VERIFIED; SOD - 3.067 SOFT. LJL. ASSOC, INC• - LAND SURVEYORS 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOITS: 1. THE UNDCR=NED DOES HEREBY CERTIFY IMF THIS SURVEY MEETS THE SrANDAROS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF PROFESSOHAL SURVEYORS AND MAPPERS IN QNAPTER 5J-17 FLORIDA AOMINISTR411W CODE PURSUANT TO SECTION 472027, FLORRIA STATUES 2. UNLESS EMDOSSED WITH SVRVEYDR'S SIONATURE AND ORIGINAL RAISED SEA- THIS SURVEY MAP OR COPIES ARE HOT VAUD. J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. MERE MAY BE OTHER RE3nMCIION5 OR FASCMENTS IMF AFFECT THIS PROPERrr. 4. NO UNAERCROUND IMPROVEMENTS HAVE BEER LOCATED UNLESS OTHERIMSE SHOWN. 0. T10S SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED 10 AND SHOULD NOT BE RELIED UPON OF ANY Ormw ENMITY. 0. OWENSADMS SHOBTI FOR THE LocAlm Or DVPROVEMENrS HEREON SHOULD Nor BE USED TD RECOHSm= BOUNDARY UNET. 7. BF.ARINOS. ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS RISE BEARING (9 &1 0. ELEVATIDHS. Or SHOwN. ARE BASED (B4 NATIONAL GEODETIC DATUM Or 1929. UNLESS OfHERWISE NOTED. 9. CERTIFICATE OF AVD#MZARON NM. 4590. CERnno BY: SCALE I— 1 • - 20'-----4 DRAWN 6Y. •• DATE ORDER No._ PLOT PLAN 03-10-17 1054-17 REVISED PLOT PLAN 05-31-2017 FORMBOARD FOUNOATION/ELEVS. 09-01-17 J805-17 r' y FlNAL/ELEV5. 02-23-18 697-18 IRIS BUILDING/PROPERTY DOES NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM' ZONE JC' MAP 1 12117C 0055 F 4.L.S. / 1 4801