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501 Red Rose Ln 17-3729; NEW HOMECOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 DATE: February 01, 2018 BUILDING APPLICATION #: 18-10000077 BUILDING PERMIT NUMBER: 18-10000077 T / UNIT ADDRESS: RED ROSE LN 501 21-19-30-510-0000-3070 TRAFFIC ZONE:022 JURISDICTION: 3j 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: 501 RED ROSE LANE THORNBROOKE PH 4 LOT 307 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 FIRE RESCUE N/A LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS CO -WIDE ORD PARKS N/A Family Housing 5,000.00 LAW ENFORCE N/A DRAINAGE N/A 1.000 dwl unit 705.00 1.000 dwl unit 00 00 1.000 dwl unit 54.00 1.000 dwl unit 5,000.00 00 00 00 AMOUNT DUE 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE DATE ABOVE, BUT NO LATER THAN 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 BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE \ THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. e THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT i ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT I'IALOY? SE111NOLE COUNTY CLERK OF" CIRCUIT COURT & CONF'TROLLER 8K 91)4.4. Ps 2`-7 QF'ss) CLERK'S v 2017128377 RECORDED 12/20i2017 10:04:21 M RECORDING FEES $10.00 RECORDED BY hdovore The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT JD 7 Legal Description : Thornbrooke Phase 7 according to the plat thereof, as recorded in Plat Book Page7U- 7iof the public records of Seminole County, Florida. Addresses : 50 K e' PoS_ La wf Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 Fee Simple Title Holder: N.A. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed Signature of Owner's Agent: J$13n Asa Wright Taylor Morrison of Florida Inc i Sworn to and subscribed before me this by John Asa Wright wh7, p •s6na11y known to me. ry spyP48!/ D. A. CLA KNotaryPublicDAClark My commission expires: 6/27/19 ' t * MYCOMMISSION#FF20910E EXPIRES: June 27, 2019 Se rafNoDEF2'09h08. iws,'ai.,,'t' :., v,` s, B (Nola Services rnyy, Notary Signature: ,,E. rf oedehfi ease Notary L`JnIG BY DateD D 2017 r F PF&kU Y SANF D BUILDING & FIRE PREVENTION PERMIT APPLICATION DEC Application No: 1 Documented Construction Value: $ o. CPO a3 Job Address: 56 ge d ea S-e- Historic District: Yes No Parcel ID: 1-19-30-51O-0000- 3610 Residential 1 Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: 36 TN(1RNFRR(V1K PNACF Ll Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 11'( 0' 11 V' 11 M' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: NIA Address: Fax: State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVJEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. L /3 Si ture of Owner/Agent DAte TAYLOR M RRISO FLORIDA INC Print Owner/Agent's N or Z (3 Signature of ota - tate offlorida Datof MY COMMISSION # FF 209108 r EXPIRES: June 27, 2019 Bonded Thru Budget Notary Senkes OF F-° POP Owner/Agent is y_Fc,' Personally Known to Me or Produced ID N/A Type of ID Z (3 nature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Age at Signature of Notary -State of Florida Date t°t .R • Pue D. A. a ARK MY COMMISSION # FF 20910E w P EXPIRES: June 27, 2019teOFF%. B hru Budget NoteContractor/Agent is Y Personat`l° own to Me or Produced ID NI/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building 2 Electrical [a Mechanical [;I Plumbing© Gas Roof Construction Type: V w3 Occupancy Use: 1Z 3 Flood Zone: X- S CE Total Sq Ft of Bldg: 324-1 Min. Occupancy Load: 1 1 # of Stories: 2-- New Construction: Electric - # of Amps Z o O Fire Sprinkler Permit: Yes No © # of Heads APPROVALS: ,ZONING: ti° UTILITIES: ENGINEERING: jAy _ t-Z-ZbtP FIRE: COMMENTS: _ Ok to construct single family home with setbacks and impervious area shown on plan. SLA .bo o imp AYLug LRS 0-- a, (SCL. Plumbing - # of Fixtures 22 Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Sr Z • 13 • tR Revised: June 30, 2015 Permit Application CITY OF SANFORD y M BUILDING & FIRE PREVENTION PERMIT APPLICATION C 1 Application No: ' 12Q1lppl7 1 Documented Construction Value: Job Address: _--U ( P-e 6 1` o S-e- (,CC VLF Historic District: Yes No Parcel ID: 1 .19-30-510-0000- 3610 Residential [ Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOMETHORNEBROOK PHASE LOT NUMBER : 3G-7 /,Ul--ill 'AlIh®.9J Plan Review Contact Person: Daphne Clark Phone: 407-257-6940 Fax: Title: R II (06 0II ' 111M' 11 1 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: Fax: E-mail: Mortgage Lender: N/A Address: CBC1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5t1, Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Z/. al 3 Si tureofOwner/Agent D to TAYLOR MORRISON,0E FLORIDA INC Print Owner/Agent's N K Signature of ota - tate of Florida Dat Sy NOc D. A. CLARK MY COMMISSION # FF M108 EXPIRES: June 27, 2019 OF F`0` t Bonded Thru Budget Notary Senkes Owner/Agent is YFS Personally Known to Me or Produced ID N/A Type of ID z (2 - 7 gnatureofContractor/Agent Date JOHN ASA WRIGHT Print Contractor/Age ar Signature of Notary -State of Florida Date / g ry r°' •:oBl D. A. CLARK MY COMMISSION # FF 209108 r \oP EXPIRES: June 27, 2019Eocrros` B rul)40NotaContractor/Agent is Y Persona`fl n`khown to Me or Produced ID NIIA — Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit:. Yes No # of Heads APPROVALS:: ZONING: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 012-?l WASTEWATER: ENGINEERING: FIRE: BUILDING: COMMENTS : Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 501 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3070 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) es OFFICIA LUSE 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# 17-3729 Reviewed by: Michael Cash, CFM Date: January 2, 2018 0 Application for Right -of -Way Use for Driveway,Walkway& Landscape t0R ID c _--1 Department of Planning & Development Services www. sanfordn.gov 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the a - Know attached Construction plans approved as part of this permit. It does not approve any work within any other jurisdiction'sright-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and l' oc ati/o n oof thje/eexiissttii}ng riighh-t—of-waay aa"nd use shall be provided or application could be delayed./ / / r/+ Y B06A : WI 3j6 wnan below. Call before yeu dig. 1. Project Location/Address: 6 S-e 2. Proposed Activity: )6 Driveway Walkway l_- Other: 3. Schedule of Work: Start Date C ! r e fir' , tC oompletion Date Emergency Repairs 4. Brief Description of Work: jM1k` A% i AIA &=R, This application is submitted by: Property Owner. f/ pp r t Signature: e++// c aR,,llT t/,p t ,yy j,P rintt `NNa lme: Z'AY604 1 r 1 10/V Address: S li a lfd& 4+&k*2X /7riInrlBl.rT/4hO /,2,1rl6 Phone: 407-ZV-6?40 Fax:' p a 117 kr1r) j jl 17Y%I?/ml++°C(11: Date: 1 13 -1 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall indude maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said instaliationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above pennitted activity, the pennittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its oouncilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: z / Date: Q— % / / This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours In advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: tiepremwrruiu ROW Use Driveway.pdf a SCPA Parcel View: 21-19-30-510-0000-3070 http://parceldetai l.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305100... I t 1&EwO OtGCOUNTY F1 OR-r^ Parcel Information r Property Record Card Parcel: 21-19-30-510-0000-3070 Owner: TAYLOR MORRISON OF FL INC Property Address: 501 RED ROSE LN SANFORD, FL 32771 Parcel 21-19-30-510-0000-3070 Owner TAYLOR MORRISON OF FL INC Property Address 501 RED ROSE LN SANFORD, FL 32771 151 SOUTHALL LN STE 200 MAITLAND, FL 32751- Mailing Subdivision Name i THORNBROOKE PHASE 4 Tax District I S1-SANFORD DOR Use Code Exemptions { 00-VACANT RESIDENTIAL Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/MarketValue'* 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Legal Description LOT 307 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 Schools 26,050 0 City Sanford 1,809 0 SJWM(Saint Johns Water Management) 1,809 0 . County Bonds 1,809 0 1 of 2 12/13/2017, 12:14 PM REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 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: 'moo( ELECT--RICALg;PERM,IT , Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PLUMBIiNGPERM IT j:.'_' ti Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT ; ` ' 4 ' Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot307Thornbroo AnastasiaBGLN Builder Name: Taylor Morrison 7nO Street: 5(j) e 65 Permit Office: 3044,,Ar S`qAIPOCity, State, Zip: FL , Permit Number: # 17 - 3 29 R Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) A;q 1. New construction or existing New (From Plans) 9. Wall Types(3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1481.0 sqft.) Insulation Area a. Under Attic (Vented) R=38.0 1481.00 ft' 6. Conditioned floor area above grade (ft') 2582 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ftz 11. Ducts R ft2 7. Windows(377.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.72 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.906 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft' None c. other (see details) R= 13.00 ft' 15. Credits Pstat Total Proposed Modified Loads: 69.12 Glass/Floor Area: 0.146 PASSJJTotalBaselineLoads: 76.94 1 hereby certify that the plans and specifications covered by Review of the plans and R VE S7,9 this calculation are in compliance with the Florida Energy specifications covered by this ti0 - fi0 Code. - calculation indicates compliancek`,«f'''', with the Florida Energy Code. PREPARED BY: Before construction is completed DATE: 11/-1_011- - ----- _- -_.... -_- _- this building will be inspected for compliance with Section 553.908 vQ I hereby certify that this building, as d ned, is in compliance Florida Statutes. CODwiththeFloridaEnergyCode. OWNER/AGENT: BUILDING OFFICIAL:--- DATE: -----f I-3'--/l --- 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. 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot307ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 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 ---- ---- 13 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft2 0.37 0 0.63 3 Floor Over Other Space 2nd Floor ---- ---- 1102 ft2 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 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 38 Blown 12 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 38 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o Wall_T_ype Space R_Value F_t-In F_t-In Area R=Value Fraction-Absor_-Grade%- 1 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 S Exterior Concrete Block - Int Insul 1st Floor 11 30 0 9 4 280.0 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 11 54 6 9 4 508.7 ft2 0 0 0.6 0 5 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 N Exterior Concrete Block - Int Insul 1st Floor 11 5 6 9 4 51.3 ft2 0 0 0.6 0 7 NW Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft2 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 11 52 6 9 4 490.0 ft2 0 0 0.6 0 10 Garage Frame - Wood 1 st Floor 13 25 9 9 4 240.3 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NW Wood 1st Floor None 39 2 10 8 22.7 ft2 2 Wood 1st Floor None 39 2 9 8 22 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 S 1 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 S 2 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 4 S 2 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 11 ft 0 in 0 ft 0 in None None 5 e 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 7 N 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 w 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 W 9 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 12 W 9 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 455 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 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 Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # 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 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ Jan Feb Mar A r [ Ma X Jun X Jul Au Se ( Oct j Nov Dec Heating `X Jan Feb lXMar Apr l May l Jun l Jul Xj Au IXj Sep t Oct lXNov XDec Ventin [ Jan Feb X Mar A r [ Ma Jun Jul Aug Se [ Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 90 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1481.00 ft2 6. Conditioned floor area (ft2) 2582 b. N/A R= ft2 7. Windows- Description Area c. R= ft2 11. Ducts R ft2 a. U-Factor: Dbl, U=0.34 305.72 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.906 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 b. Conservation features c. other (see details) R= 13.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: Address of New Home: J L-11 ee.d leQse_ Z `Le- City/FL Zip: 01 kiE ST,gr 0 ttrtr I COD WT Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 ELManual Manual S Compliance Report ahu 1 DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot307ThornbrookeAna... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17736 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 3803 Btuh Entering coil WB: 63.9'F Indoor design DB: 75.0°F Total gain: 21539 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+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18784 Btuh 106% of load Latent capacity: 4204 Btuh 111% of load Total capacity: 22988 Btuh 107% of load SHR: 82% Design Conditions Outdoor design DB: 41.7°F Heat loss: 16830 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 133% of load Capacity balance: 35 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 100% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 1 Wrhtsoft' 2017-Nov- 1013:55:12 l 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 14C...nastasiaBGLN\ Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N Manual S Compliance Report Job: Lot307ThornbrookeAna... L' ® Date: 6/4/2014 HEATING - AMcoNorriwaNG ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: newProieformatioctllnf For: Taylor Morrison n X, :.. u CoolingEqipt,d D" sign Conditio Outdoor design DB: 92.5°F Sensible gain: 15622 Btuh Entering coil DB: 78.0'F Outdoor design WB: 76.3°F Latent gain: 2943 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 18565 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+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Sensible capacity: 17031 Btuh 109% of load Latent capacity: 3746 Btuh 127% of load Total capacity: 20777 Btuh 112% of load SHR: 82% rr A 0 f 0 AI A Design Conditions Outdoor design DB: 41.7°F Heat loss: 13375 Btuh Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASHP Entering coil DB: 69.0°F Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230"++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 168% of load Capacity balance: 29 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 88% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. wri htsofts 2017- Nov-1013:55:12 14 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 i nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N EL® Componentnonent Constructions Job: Lot307ThornbrookeAna... IR r Date: 6/4/2014 HEATING +AI6CDNDITIGNING Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft-F ft-F/Btuh BNhW Btu Btu hV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2" x4" wood frm, 16" o.c. stud 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud n 240 0.091 13.0 2.58 618 2.34 562 e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 51 0.095 7.5 2.69 138 1.67 86 e 470 0.095 7.5 2.69 1263 1.67 783 s 150 0.095 7.5 2.69 402 1.67 249 w 433 0.095 7.5 2.69 1163 1.67 721 nw 24 0.095 7.5 2.69 63 1.67 39 all 1127 0.095 7.5 2.69 3030 1.67 1879 218 0.091 13.0 2.58 562 1.44 315 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 ft head ht w all 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 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-2ov: 2 glazing, clr low-e outr, air gas, vni frm mat, cir innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2438 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 72 0.580 0 16.4 1182 16.8 1213 6 0.340 0 9.62 58 30.4 182 wri htsoft 2017-Nov-1013:55:12 CK 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaBGLN\ Lot 307ThornbrookeAnastasiaBGLN.rup Calc - MJ8 House faces: N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 0 9.62 51 30.4 160 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 0.340 0 9.62 125 30.4 393 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type nw 23 0.390 0 11.0 250 12.0 272 n 22 0.390 0 11.0 243 12.0 264 all 45 0.390 0 11.0 493 12.0 536 Ceilings 166-38ad:Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 112" 1482 0.026 38.0 0.74 1090 1.41 2090 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 0 0 wri htsoft' 2017-Nov-10 13: age 2 g Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 2 ACCK...nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N Component Constructions Job: LOt307ThornbrOokeAna... Q-QEL-AIR NRiG Date: 6/4/2014 ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Orlando Intl AR FL, US Elevation: 95 ft Latitude: 280N Outdoor: Heating Dry bulb (IF) 42 Daily range (IF) - Wet bulb (IF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (IF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 17 ( M) Method 76 Construction quality 7.5 Fireplaces Construction descriptions Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions Or Area U-value ft Btuh/ft2-0F n 51 0.095 e 470 0.095 s 150 0.095 w 433 0.095 nw 24 0.095 all 1127 0.095 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" 218 wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 39 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 58 overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 It head ht w 39 all 136 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 72 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 It sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type nw 23 n 22 all 45 0.091 Heating Cooling 70 75 28 18 30 50 1.5 46.4 Simplified Average 0 Insul R Htg HTM Loss Clg HTM Gain Q-F/Btuh BtuhW Btu In BtuhW Btu 7.5 2.69 138 1.67 86 7.5 2.69 1263 1.67 783 7.5 2.69 402 1.67 249 7.5 2.69 1163 1.67 721 7.5 2.69 63 1.67 39 7.5 2.69 3030 1.67 1879 13.0 2.58 562 1.44 315 0.340 0 9.62 374 30.4 1180 0.340 0 9.62 561 12.2 708 0.340 0 9.62 374 30.4 1180 0.340 0 9.62 1308 22.6 3067 0.580 0 16.4 1182 16.8 1213 0.340 0 9.62 51 30.4 160 0.340 0 9.62 125 30.4 393 0.390 0 11.0 250 12.0 272 0.390 0 11.0 243 12.0 264 0.390 0 11.0 493 12.0 536 Ceilings 168-38ad:Attic ceiling, asphalt shingles root mat, r-38 ceil ins, 112" 12 0.026 38.0 0.74 9 1.41 17 gypsum board int fnsh t Wrl htsoft' 2017-Nov-10 13: age 3 CK g Right -Suited Universal 2017 17.0.23 RSU24011 Page 3 nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N Floors 22A-tpl: Bg floor, light drys oi I, on grade depth 147 0.989 0 28.0 4126 ti. wri htSOft' 2017-Nov-1013:55:12 9 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 4 ICC ..nastasiaBGLN\LOt307ThornbrOokeAnastasiaBGLN.rup Calc = MJ8 House faces: N Component Constructions Job: Lot307ThornbrookeAna RDELAIR ... HEATING®OUR CONOITIONMO ahu 2 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 280N 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 GainConstructiondescriptionsOrAreaLl-value Insul R Htg HTM Loss Clg HTM fF BtuhW-°F ft-°F/Btuh BtuhW Btuh BtuhW Stu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 112" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 200 0.091 13.0 2.58 515 2.34 469 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 30 0.340 0 9.62 289 10.6 317 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e 30 0.340 0 9.62 289 30.4 911 overhang (5 it window ht, 1 it sep.); 6.67 it head ht s 30 0.340 0 9.62 289 10.8 323 s 40 0.340 0 9.62 385 10.8 431 w 15 0.340 0 9.62 144 30.4 455 all 145 0.340 0 9.62 1395 16.8 2438 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 6 0.340 0 9.62 58 30.4 182 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 ft window ht, 1 It sep.), 6.67 it head ht Doors none) Ceilings 16B-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 112" 1469 0.026 38.0 0.74 1081 1.41 2072 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 TF wri htsoft' 2017-Nov-1013:55:12 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 5 nasIasiaBGLN\Lot307Thorn brookeAnastasiaBGLN.rup Calc = MJ8 House faces: N Project Summary Job: Lot307ThornbrookeAnaE ... Date: 6/4/2014 HEATING m AIR CONOnIONW11 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison 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 22674 Btuh Ducts 7531 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 30205 Btuh Simplified Average 0 Heating Cool inolin Area (ft2) 2582 2585 Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 184 94 Heating Equipment Summary Make n/a Trade n/a Model n/a AH R I 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 21095 Btuh Ducts 12263 Btuh Central vent (0 cfm) 0 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 33358 Btuh Latent Cooling Equipment Load Sizing Structure 4164 Btuh Ducts 2582 Btuh Central vent (0 cfm) 0 Btuh Equipment latent load 6746 Btuh Equipment Total Load (Sen+Lat) 40104 Btuh Req. total capacity at 0.70 SHR 4.0 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a 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 8th Ed. 2017-Nov-10 13:55:12 WI Igilt50ft` Right -Suite® Universal 2017 17.0,23 RSU24011 Page 1 ACCA... nastasiaBGLN\Lot307Thorn brookeAnastasiaBGLN.rup Calc = MJ8 House faces: N Project Summary Job: tQDELAIR ... Date: 6/4/2014 HEATING• AIRCGNURIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison 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 13597 Btuh Ducts 3234 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 16830 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2) 1467 1467 Volume (ft3) 13706 13706 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 87 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 35 OF Backup: 8.5 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.050 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 12234 Btuh Ducts 5502 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17736 Btuh Latent Cooling Equipment Load Sizing Structure 2608 Btuh Ducts 1196 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3803 Btuh Equipment Total Load (Sen+Lat) 21539 Btuh Req. total capacity at 0.75 SHR 2.0 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.047 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.82 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. t - wrig htsoft` eon-Nov-10 13: e 2 ftCCi'. Right-SuileO Universal 2017 17.0.23 RSU24011 Page 2 nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N For: Taylor Morrison 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 9078 Btuh Structure 8861 Btuh Ducts 4297 Btuh Ducts 6761 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 13375 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 15622 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (ft2) 1115 1115 Equipment latent load 2943 Btuh Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equipment Total Load (Sen+Lat) 18565 Btuh Equiv. AVF (cfm) 97 49 Req. total capacity at 0.75 SHR 1.7 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 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 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 0.063 cfm/Btuh Air flow factor 0.054 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point = 29 OF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-10 13:55:12 WI Igflt5Oft Right-Suile® Universal 2017 17.0.23 RSU24011 Page 3 ACCA...nastasiaBGLN\Lot307ThOrnbrookeAnastasIa3GLN.rup Calc = MJ8 House faces: N DEL --AIR Right-M Worksheet HEATM. AIR IMRINTIRNINR Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 It 147.4 It 3 Room height 9.2 It 9.3 it 4 Room dimensions 5 Room area 2938.3 ft2 1469.0 ft2 Ty Construction U-value Or HTM Area Iftz) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat I Cool 6 12C Osw 0.091 n_ 2.58 2;34' 270 240 618 562 0 0 0 0 2A 2ov ` 0 340 n:l 9.62 110.58 30 0 289 317 0 0 0 0' W 13A-7.5ocs 0.095 n 2.69 1.67 51 51 138 86 51 511 138 86 72C, Osw" 0.091 eN' 2.58 2.34 491 461 1186 1079 0 0 0 0' 11 i`2A-2ov 0 340 Te -. 9_62 _ 3036 30 0 289 _ 911 0 0 0 0 V)J 13A-7.5ocs 0.095 e 2.69 1.67 508 470 1263 783 508 470 1263 783 I-__ 2A-2ov 0.340 e 9.62 30.36 39 0 374 1180 39 0 374 1180 W 12C Osw 0 091 s ;; 2 58 2.34 270 200 515 464 0 0 0: 0 2A 2ov 0 340 s' 9.62 10.77 30 26 289; 323 0 0 0: 0 26 2fy....- ; 0 340 S •r-, 9.62' 10.77 40 a<,.°; 35 385 431 0 0 p D V+/ 13A-7.5ocs 0.095 s 2.69 1.67 280 150 402 249 280 150 402 249 2A-2omd 0.580 s 16.41 16.85 72 72 1182 1213 72 72 1182 1213 L CG 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 13A-7.5ocs 0 095 w 2 69 1.67 490 433 1163 721 490 433 1163 721 2A 2ov 0 340 w 9 62 30.36 5 0 51 160 5 0 51 160 2A 2ov 0 340 w 9.62 30.36 13 0 125 393 13 0 125 393 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 39 0 374 1180 V 13H-r:o(x:S 11 D0 _ _ 0 390 r1w t1.04 3'» I O/ 11•:99. WO 23 G4 23 OJ 250 272 23 23 1 250_ 272: PI 12C-Osw 0.091 2.58 1.44 240 218 562 315 240 218 562 315 11DO 0.390 n 11.04 11.99 22 22 243 264 22 22 243 264 C 166 38ad_ "-;- 0 026 0.74' 1 4] 1.482 mm1482 2090 12 1_ .,,„12 - c 9 1i7_ F 1 20P-19t 0.050 1.41 0.71 13 1090 13 18 9 0 0 0 0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/other 16966 154E 5709 18C 0 6 13E 241 22674 210E 0 0 0 22674 210E 33% 58% 7531 122E 302051 333E 16801 16E 0 10886 7580 2711 859 0 0 6 1380 2415 13597 12234 0 0 0 0 0 0 13597 12234 24%1 459% 3234 5502 16830 17736 840 840 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft- 2017-Nov-10 13:55:12 1GGA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaBGLN\Lol307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N EL --AIR Right-JO Worksheet NEAYMG- AB C01WHIMMIM Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I ahu 2 2 Exposed wall 169.0 ft 3 Room height 9.0 if 4 Room dimensions 5 Room area 1469.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number (Btuh/ft2-°F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osvu - , , Q 091 n' 2.58 2:34 270 240 r _ ':" 518 2A 2ow 0.340 n - 9.62 10.58 30 0 2 W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 12C Osw ' 0 091 e . 2.58 2:34 491 461 1 i86 1 1 2A 2ov -< .. , a. 0.340 e :. 9.62 g 30 36 30 0 W 13A-7.5ocs 0.095 e 2.69 1.67 0 0 0 G 2A-2ov 0.340 e 9.62 30.36 0 0 0 12C 0sw, 0 091 s 2:58 2:34 270 200 515 2A 2ov -- 0 340 9.62 10:7730 26 289 2B 2fv... : 0340 s 9.62 1037 40. 35 385 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 2A-2omd 0.580 s 16.41 16.85 0 0 0 2A-20v 0.340 s 9.62 12.15 0 0 0 12C Osw , 0 091 w 2 58 2 34 491 470 1209 2A 2ov 0 340 w 9 62 30 36 6 0 58 2Aov;_9.62 30_36 15 0 '_ 144 13A-7.5ocs 0.095 w 2.69 1.67 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 LAG 2A-2ov 0.340 w 9.62 30.36 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 t-D1113A 7 5ods 0 095 nw, 2 69 1:67 0 r 12C-Osw D0 _ _0 390 0 -0 P 0.091 2.58 1.44 0 0 0 61 c) AED excursion 0 Envelope loss/gain 6080 7911 12 a) Infiltration 2998 949 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9078 8861 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9078 8861 15 Duct loads 47% 76% 4297 6761 Total room load 13375 15622 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 2017-Nov-10 13:55:12 AGGA41- Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 nastasiaBGLN\ Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces N QDEL-AIR Right-J@ Worksheet ahu 1 DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307Thorn b rookeAnastas Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 It 42.0 ft 3 Room height 9.3 ft 9.3 ft heat/cool 4 Room dimensions 17.0 x 15.5 ft 5 Room area 1469.0 ft2 263.5 ft2 Ty Construction U-value Or HTIVI Area (ft2) Load Area (w) Load number Btuh/ft2'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 2C 0 091 n 0.00 N,,,,0:00 0 b I 0 0 0 2 6 0.340 n do 0.00 0 b 0 q 0 W 13A-7.5oc s 0095 n 2.69 1.67 51 51 138 86 0 0 0 0 11 cm1K__0sW1' 2A-2ov 0.00 ktll 0.00 0 n 0 0 10 n 0 n n T-6 13A-7.5ocs 0,095 e 2.69 1.67 508 470 1263 783 89 89 238 148 2A _20, 0.340 e 9.62 30.36 39 0 374 1180 0 0 0 0 Vy 12 _0, 1963 s' No 9.00 C) Q V "" 0 0 7 _0 0 2A ov S" 0 0.00 o 0 0 0 26:;2f 0. 340 S %. 0 00 0- A Or i0 V l13A-7.5ocs 0.095 s 2.69 1.67 280 150 402 249 145 86 232 144 2A-2omd 0.580 S 16.41 16.85 72 72 1182 1213 0 0 0 0 2A _2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 12C-0sw.,,0'r,,, M91 w abo 0.00 0 0" 0 0 b 2A-287K" 0.00 0,00 0 0 0 0 0 2A7,2d%V 0. 3 w - Mo 0 0 0 o 0 Z6 0 13A-7.5ocs 095 w 2.69 490 433 1_1 63 721 159 159 426 264 2A-2ov 0.340 w 9.62 30.36 5 0 51 160 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 39 0 374 1180 0 0 0 0 WOL' y 13A-7.5ocs_ 0.095 nw, 2.69 1,67 4 6 63 39 0 0 0 J1M 009 -0 n _w- _A 04 11-99 23 250l 0 0 P 12C-Osw 0.091 2.58 1.44 240 218 562 315 0 0 0 0 L-D 1 1 0 0.390 n 11.04 11.99 22 22 243 264 0 0 0 0 1' 6B' 38ad 0:74 obb 12 12 9 17 0-0 F 20P-19t 0.050 0.00 0 0-0 0 0 6 0 0 F 2799 d.(_)0 77PIW69 147-4126 7W7 TFX-0 7264 42 1176 0 01 777 - 777- T. - I 7 6 c) A ED excursion 0 114 Envelope loss/gain 10886 7580 2633 1151 12 a) Infiltration 2711 859 772 245 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/ other 2415 600 Subtotal ( lines 6 to 13) 13597 12234 3405 2225 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 13597 12234 3405 2225 15 Duct loads 24% 45% 3234 5502 24% 45% 810 1001 Total room load 16830 17736 4215 3226 Air required (cim) 840 8401 210 153 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed vvrightsiooft' 2017-Nov-10 13:55:12 4C- Ck Righ(- Suite@ Universal 2017 1T0.23 RSU24011 Page 3 astasiaBGLN\ Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces N DELAIR Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 it 0 it 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 12.0 x 8.0 It 6.5 x 7.5 It 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw 0.091 n 0.00 0.00 0 0 0 0 0, 0 0 0 0pl2A-2ov0:340 ri 0.00 0.00 00 0 0 0 p W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 12C Osw 0 091e'e' 0.340 0 00 0 00 0 0 W0 0 0 0 0 0 e 0.00 p 0 0 0 0 0, U+/ 13A-7.5ocs 0.095 e 2.69 1.67 0 0 0 0 0 0 0 0 I-G 2A 2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 W 12COsw; 0091s; OOQ 000 0 0 0 0 0.°` 0 0 0' 2A 2ov `" 0.346 s 0.00 0.00 0 0 0 0 0 0 0 0' 2B 2fv 0.340 s':' 0.00 0 00 0 F. 0 p 0 0 0 0 0, At 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 2A-2omd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 12C Osw 2A 2ov 0 091 w? 0 00 0 00 6.160 0 0 0 0 0. 0 340 w 0.00 0 0, 0 0 0 0 0 0' 2A 2ov -- O.340 w • 0.00 0`p0 0 O 0 U i 0_ 0, 0.. 0 0 13A-7.5ocs 0.095 w 2.69 1.67 112 112 301 187 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A 2ov 0.340 w 9_62 30.36 0 0 0 0 0_ 0 0 0 13A 7 566s 0.095 nw 2 69 1.67 0 0 0 0 0 0 77 0. D 11DO m,•, 0.390_nw_, 0 0 0 0 0.-..___W0 0: 0' P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0L-D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C ., it6B-38ad ---- 0 026 0.74 1.41 p r0' 0 0 rs 0d ,y_ '0 0 s'0 F MP-19t 0.0501 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 31 1 Envelope loss/gain 637 156 0 1 12 a) Infiltration 221 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 858 226 0 4 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 858 226 0 4 151 Duct loads 24 % 45 % 204 102 24 % 45 % 0 2 Total room load 1061 327 0 6 Air required (cfm) 53 16 0 0 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed 444- w rig h tsoft, 2017-Nov-10 13:55.12 ACCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 4 nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N 2®EL-AIR Right-J@ Worksheet ahu 1 DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307Th orn b roo keAn astas Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 It 10.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 3.5 It 10.5 x 11.5 It 5 Room area 19.3 ft2 120.8 ft2 Ty Construction Ll-value Or HTM Area ft2) Load Area If t2) Load number B t UlVft2-* F) Bt ft2) or perimeter (ft) Btuh) or perimeter (ft) 13tuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 122 A Ova 0 w00 n n 111 0 0 0 0.00 600 0 0 b 0 6 0 0 X,1'0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 0.091 0.340 0.110 0.00 P oq 000: 0 o 0 0 0 6_ j 0 0 0 i" t-G 13A-7.5ocs 0.095 e 2.69 1.67 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 i 12C-0sw- ov-," 2E-211v_, 0.091 30 O 3400 Ils A N'4 6.00 0 oo b.Oo 0 o 0 6 0 0 ""'o 0 0 Q 0 0 0 0 13A-7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 2A-2omd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 4`4 12C 0sw" 2A-26v 2A2 V4=40AW _ 0 .091 0: 6.340 w 0-0 C 0-00 0.00 0.00 b 66 0.00 1- 0 0 0 0 0 A 0 01 0, 0 0 W 13A-7.5ocs 0.095 w 2.69 6 0 0 0 0 98 59 159 99 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 39 0 374 1180 PW 2`69 I67 0 0 7" 0 O 0 0 t A -1 - D 0- 0.39.0 nw 11-04 0 0-0, 0 PI R12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 11DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 1.66-38ad 0.026 0 74 0 0 LLL___Q 0 0 F 20P-19t 0.656 0.00 0.00 0 0 0 0 0 0 0 0 F 0.989 27.99 A.00 19 0 0 0 294, 0 7- 7, Z'' 6 c) AED excursion 1 451 Envelope loss/gain 0 1 827 1729 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 1 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 0 Subtotal ( lines 6 to 13) 0 4 1020 1790 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 1020 1790 15 Duct loads 24% 45% 0 2 24% 1 451% 1 243 8051 Total room load 0 6 1262 2595 Air required (cim) 01 01 63 123 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed 41- VVright-sic)-ft, 2017-Nov-10 13:55:12 4CC-' K Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 5 naslasiaBGLN\ Lo[307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N J:°u DEL -AIR Right-J® Worksheet OMING ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed w r ig hts oft - 2017-Nov-10 13:55:12 AGCA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 6 nastasia8GLN\Lot307Thorn brookeAnastasiaBGLN.rup Calc = MJ8 House faces: N 1 DEL -AIR Right-JO Worksheet HEATMQ -Aw coxmnaOM ahu DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 ft 10.0 it 3 Room height 9.3 it heat/cool 9.3 ft heat/cool 4 Room dimensions 20.5 x 14.5 it 1.0 x 210.0 It 5 Room area 297.3 ft2 210.0 ftz Ty Construction 1-1-value Or HTM Area (ftz) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/itz) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat Cool 6y, 12C Osw 0 091 0.340 n: n € 0.00 0.00 0.00 0.00 0 p 0 0 0 0 0 0 0 0 0 0 0 0 n:0 0' W 13A-7.50cs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 11 12C Osw " y2A 2ov; °. s r,4 7 6 091 x 0340 e, e 60000 ey.0.00 0:00 0:00 0 0 0' p,.. 0-0- p p p 0 0;,p 0 0 0 t-G 13A-7.5ocs 0.095 e 2.69 1.67 191 191 514 319 93 54 146 91 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 39 0 374 1180 12C Osw 0 091 s' 0 00 0 0 0 0 0, 0 2A 2ov 126 2fv, 0 340 0 340 s; s ' 0.00 0:000s00 0.00 0 a-. Ip 0 p 0 p 0 p 0 p 0' 0' 0, 0' 0 U+/ 13A-7.5ocs 0.095 s 2.69 1.67 135 63 170 106 0 0 0 0 2A-2omd 0.580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 L( 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 w 2.69 1. 6_11 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-20v 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0_ 0 0 0 0 0 0 1680-38ad < -s l 0.0 '""0.74 11.41 PnP-1-1qt o n."n n on n no 01 01 0 01 01 61 c) AED excursion 1-3311 1 216 Envelope loss/gain 2846 1306 800 1486 12 a) Infiltration 644 204 184 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 1 3489 2430 984 1774 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3489 2430 984 1774 15 Duct loads 1 24% 450% 830 1093 24% 45% 234 798 Total room load 4319 3523 1218 2572 Air required (cfm) 216 167 1611 122 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft' Right-Suile Universal 2017 17.0.23 RSU24011 2017-Nov-10 1 Page 7 nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N g DEL -AIR Right-M Worksheet HUTm rmN11MUMNg ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I pantry kitchen 2 Exposed wall 0 It 19.4 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 6.0 x 3.5 It 1.0 x 308.0 It 5 Room area 21.0 ft2 308.0 ft2 Ty Construction U-value Or HTM Area (fl2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osvv-•- 0.091 n : 0:00 6.60 0 0 0 '^ 0 2A 2ov 0.340 n 0:00 _0.00 f ; 0 0 s-. , , 0 0 O 0 '-0 W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 W12C'OswN 0 091 ex ,,; 0.00 0 00 0 0 ;, 0' 0 0 0 0 0 11 1 t 2A-2ov 0 340 6 r , 0.00 0:00 0 , 0 0 0 p _ 0 13A-7.5ocs 0.095 e 2.69 1.67 0 0 0 0 135 135 364 226 2A 2ov _ 0.340 e 9.62 30.36 0 0 0 0 0 0_ 0 0 W ;' 120Osw 0 091 s '0:00 0 00 0 0 0 0 0 z 0 p` 0 f-- C 2A 2ov 0.340 s 0.00 0.00 0 0 € 0 0`, 0 0 ,, 0 0, L-( 2B 2tv ' . 0:340 s 0:00 0.00 ". 0 0 ...... 0 .0 0 0 : 0 0 13A- 7.5ocs 0.095 s 2.69 1.67 0 0 0 0 0 0 0 0 2A- 2omd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s_ 9.62 12.15 0 0 0 0 0 0 0 0 12C; Osw 0 091 w 0 00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 w 016:00 0.00 0 0 0 x 0 0 0 :' 0 0. 2A 2ov ."; a 0 340 s,,w _, 0.00 0.00 . 0 0 0' 13A- 7.5ocs 0.095 w 2.69 1.67 0- 0 0 0 0 O O, 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A 2ov 0.340 w-. 9.62 30.36 0 0 0 0 0 0 0 0 Wf 13A 7 5oc5 0 095 nw1„2.69 1.67 0 0 0 0 T 46 24 63' 39 0390_ nw 11.:94 11..99 i.. -,.0 2. 23_.. 250' 2Z2i P 12C-Osw 0.091 2.58 1.44 0 0 0 0 240 218 562 315 61 c) AED excursion 1 293 Envelope loss/gain 0 1 2035 839 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 0 0 0 0 Appliances/ other 5 1200 Subtotal ( lines 6 to 13) 0 4 2392 2153 Less external load 1 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 2392 2153 15 Duct loads 24% 45%1 0 2 24% 451% 5691 9' Total room load 0 6 2961 3121 Air required (cfm) 0 0 148 148 Calculations aDoroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsuft" Ri M-Suile© Universal 2017 17.0.23 RSU24011 2017-Nov-10 13:55:12 ACCA g Page 8 nastasiaBGLN\ Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces. N DEL -AIR Right-M Worksheet AM MMMOMING ahu 2 DEL -AIR HEATING &AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307Th o rn b rookeAn astas Date: 6/4/2014 By: FJF 1 Room name ahu 2 mn 2 2 Exposed wall 169.0 It 39.5 It 3 Room height 9.0 It 9.0 It heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 ft2 224.8 ft2 Ty Construction U-value Or HTM Area (W) Load Area (f t2) Load number Btuh/ft2-OF) Btu ft2) or perimeter (f t) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 T--G 1----2---C --- 0 s 2A-2ov_ 6.631 0.340 n f n,, 2'58 234 270 240 0 6.1...8.. 289 962 317 0 06 5' 0 N 0 W 13A-7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 1 1 12C-Osw 2A-2ov,, 0.091 0.3 40 ej 6 2 5E 9 !62 77777YR W-jjk,-4T916 al""wsi"", 0 1186 269 1079 911, 86 220 0 A200 T-6 13A-7.5ocs 2A-2ov 0.095 0.340 e 0.00 0.00 0.00 0.00 0 01 0 0 0 01 0 0 0 0 0 0 0 0 0 12 -OswC 2A'2ov 26-2fv 0.091 N 0340 0. 340 s,,, s s, Z58 2.34 b 7 270 30 t4v; ELL,35 515 385 469 323 431, 140 30 26 0 282 257: 0 13A- 7.5ocs 2A- 2omd 2A- 2ov 0. 0951 0.580 0. 340 s S s 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 010 0 0 13A- 7.5ocs w i ol 0 o I---- _bj 0 0 0E_ 2A- 2ov 0.340 w 0.00 0 0 0 001 0; 0 02 A-2ov 0.340 w 0.00 1 00,0 0 001 0 0 02A- 2ov 0.340 w 0.00 0001 0 0 0 0 12C- 0sw 1 0.0911 - 1 0.00 01 01 01 01 01 01 6 c) AED excursion 0 96 Envelope loss/gain 6080 7911 1292 1307 12 a) Infiltration b) Room ventilation 2998 0 949 0 701 0 222 0 13 Internal gains: Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Subtotal ( lines 6 to 13) 9078 8861 1993 1529 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 47% 76% 0 0 0 9078 4297 0 0 0 8861 6761 47% 761/. 0 0 0 1993 W 0 0 0 1529 1167 Total room load Air required (cfm) 13375 L84015622 840 2936 184 2695 145 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 9t__ - Fk- VVrightsoft* 2017-Nov-10 13:55:12 A(- CK Right - Suite@ Universal 2017 1T0.23 RSU24011 Page 9 aslasiaBGLN\ Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet kArR o r e ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name bth 2 bth 3 2 Exposed wall 9.0 it 11.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 9.0 x 6.0 it 54.0 ft2 11.5 x 6.0 it 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool t-G 13A-7.5ocs 0.095 e 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw.: 0 091 5 2.58 2:34 0 0 0 0 0 0 0 0( IL-i 2A 2ov 0 340 s, 9.62 10.77 0 0 0 0 0 0• 0 0 M' 2fv n 0340.. s,' 9.62 10.77 W 0 0 0 0 0_w. 0.,,,. 0 13A- 7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20md 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12G 0 9 091 w 2"58 2:34 81 75 193 176 104 104 26 243 2A 2ov n 0.340 w 9.62 30.36 6 0 58 182 0 0 0 A 2A= 2ov 0 340 .,"w 9.62 30.36 0 4 0'. 13A- 7.5ocs 0.095 w 0.00 0.00 0 0__ 0 0 0 0- 0, 0 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov 0.3401 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov_ 0.340 w 0.00 0.00 0 0 0 0 0 0___ 0 0 0. 390 0 000 I o-n 1 a )O 76. 63d'0D 1. 4120P90.05000FO696c) AEDexcursion160 32 Envelope loss/gain 291 494 317 308 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal ( lines 6 to 13) 450 545 521 372 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 450 545 521 372 15 Duct loads 47 % 76 % 2131 416 47 % 76 % 247 284 Total room load 663 960 768 656 Air required (cfm) 42 52 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. AGCA wrightsofit' Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Nov-10 1Page 10 nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N EL -AIR Right-M Worksheet WArahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 14.0 x 14.0 it 196.0 ft2 9.5 x 5.0 it 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W:. 11 1 13A-7.5ocs 0.095 e 0.00 0.00 0 0 0 0 0 0 0 0 L 2A 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 2A'26v ' 282fv'" 0 091 r0 340 0340'' s s . s<: 2.58 9:62 9.62 2 34 10 77 10:Z7 0 0 0-- 0 0 0 0 0 0 0.. 0 0 0 0- 0 0 0 0 0.095 s 0.00 0.00 0 0 0 0 0 0 0 01::G13A-7.5ocs 2A-2omd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 GG 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 5ocs 0§ 6r000001aO00IwIO.00 I— OrI OI- 0 2A 22A-2 0 3400( 0.00 0.00 0 0 0 0 0 0 0 F POPo109tJ 0.026 1 03990n 0 94_ ,,,,.41 6 0 0 70 .18 MA 10 —'35 67'' C 166 38ad_ 1.96 196 144 276 48 48:' 61 c) AED excursion 179 1 1 21 Envelope loss/gain 1005 1490 213 202 12 a) Infiltration 497 157 124 39 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) 1502 1648 337 241 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1502 1648 337 241 15 Duct loads 47 % 76 % 1 711 1257 47 % 76 % 160 184 Total room load 2212 2905 497 425 Air required (cfm) 139 156 31 23 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft" Ri ht-Suite@ Universal 2017 17 0 23 RSU24011 2017-Nov-10 1 age 1 9 Page 11 naslasiaBGLN\Lot307ThornbrookeAnastasiaBGLN rup Calc = MJ8 House faces: N DEL --AIR Right-M Worksheet MFMMM • AM COMMTMMMM ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 It 11.5 It 3 Room height 9.0 It heat/cool 9.0 It heat/cool 4 Room dimensions 13.0 x 11.0 It 11.5 x 11.0 It 5 Room area 143.0 ft2 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (It2) Load number BIUh/ft2 °F) Btuh/RZ) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heal I Cool 6 Vr 12C-Osw 0 091 n ' 2.58 2.34 99 84 216 197 0 0 ." 0. 0 2A2ov 0.340 n..; 9.62 10:58 16 144 159 0 0 :° 0 0 W 13A 7 Sots 0.095 in 0.00 0.00 0 0 0 0 0 0 0 0 11 12C l Osw. ZA 2ov .,;.<, 01091, 0.340 e ' e:a e 2;58 9.62 2 3.4z117 30.36 0 117 e- _, 0 301 0 274 0 30 104 74 0 -"; 189 289 172 911 1 13A-7.5ocs 0.095 0.00 0.00 0 0 0 0 0 0 0 0 t-C 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 12C Osw 0.091 5 '; 2:58 2.34 0 0 0 M 0 0 0 0 0 0 2A 2ov 26 2fy ,, 0 340 0.340 s s 9.62 9.62 10.77 a.,10.77 0 0 0 0 0 0 0 0 0 0 0 ' 0 . a, . '0' 0' 0. 0 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0T:I13A-7.5ocs G 2A-2omd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 2A 2ov- 0 340 w 9.62 30 36 0 0 0 0 0 0 0* F 0 0 0 0 0 0 0 0 0 2A-2ov_ 0 340w, 9.62 30 36 0 0 0 0 0' 13A-7.5ocs 0.095 w 0.00 0.00 0 0 0 0 0 0 0 0 0: 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 7 5ocs 11DO :.: 0095 0.390 nw; aw MO.00 Q_00' 0 00 0:0.0. 0 0 a0 0 0 g. , 1 0 9 0 . 0 0- p 0 P, 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion I 219 Envelope loss/gain 769rl- 77 571 1481 12 a) Infiltration 426 204 65 b) Room ventilation 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1194 890 775 1545 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1194 890 775 1545 15 Duct loads 47 % 76 % 565 679 47 % 76 % 367 1179 Total room load 1760 1569 1142 2725 Air required (clm) 111 84 72 147 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 2017-Nov-10 1Page 12 nasIasiaFIG LN\ Lot 307ThombrookeAnasIaslaBGLN.rup Calc = MJ8 House faces: N g DEL -AIR Right-M Worksheet s = am r rimrionws ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot307ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 it 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 311.3 It 5 Room area 297.3 ft2 311.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (W) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter 1t) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 E° 12C Osw 0.091 n 2.58 F2:34' 0 0 0 0 0 0 0^ 0 r2A-2ov . . 0.340 n 9.62 10.58 0 0 0 0 W 13A-7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 2C Osw 0.091 e 2.58 2.34 185 185 475 432 3. ^ 0 0 0 0 11 L_G• 2A 2ov .,, U40 e 9.62 30.36; 0 0 0 0 0 0 0 N< A 13A-7.5ocs 0.095 e 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 e 0.00 0 00 0 0 0 0 0 0 0 0 12C Osw - 2A2ov 0340 0 091 s s; 2.58 9.621077 2 34 131 91 0 233 0 212 0 0 0 26 2fv 0.340-s- 9.62': 10:77 0 40 385 p p vj 13A-7.5ocs 0.095 s 0.00 0.00 0 0 0 0 0 0 0 0 C 2A-2omd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A 7.5ocs 0 095 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0 340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0 340 w 0.00I 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.34( w_ 0.00 0.00 0 0 0 0 0 0 0_ 0 12C-Osw 0.0911 - 1 0.001 0.001 0 01 01 01 01 01 61 c) AED excursion 1-90 42 Envelope loss/gain 1312 1404 310 470 12 a) Infiltration 621 197 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 1933 1601 372 490 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1933 1601 372 490 15 Duct loads 471% 76% 9151 1222 479/ 76% 1761 374 Total room load 2947 2823 548 864 Air required (cfm) 179 152 34 46 Calculations woroved by ACCA to meet all reouirements of Manual J 8th Ed w r ig h tsoft, 2017-Nov-10 13:55:12 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 13 nastasiaBGLMTot 307Thorn brookeAnaslasiaBGLN.rup Calc - MJ8 House faces: N DEL AIR Duct System Summary HEATING • AIR t11NDrtroNING ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Heating External static pressure 0.30 in H2O Pressure losses 0.06 in H2O Available static pressure 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft Actual air flow 840 cfm Total effective length (TEL) Job: Lot307ThornbrookeAna... Date: 6/4/2014 By: FJF Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft 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 dining rm c 2572 61 122 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4319 216 167 0.183 8.0 Ox 0 VIFx 36.2 95.0 sti kitchen c 2961 148 148 0.212 8.0 Ox 0 VIFx 18.0 95.0 SO mstr bth h 1061 53 16 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 4215 210 153 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 St1 pwdr h 1107 55 30 0.199 5.0 Ox 0 VIFx 25.5 95.0 st1 study c 2595 63 123 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 util c 1712 34 81 0.199 5.0 Ox 0 VIFx 25.5 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 326 292 0.148 416 12.0 0 x 0 VinlFlx sti SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htsoftE 2017-Nov-1013:55:14 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 C% nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N L ReturnBranch Deta ITable Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx Wr1 htsUft' 2017-Nov-1013as:14 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 I CCN... nastasiaBGLN\Lot307Thorn brookeAnastasiaBGLN.rup Cale = MJ8 House faces: N For: Taylor Morrison External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Cc,[nwrrna[c Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm 119 ft Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 i n/ 100ft 840 cfm a SupplyBranch Detaill'able 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 bth 2 c 960 42 52 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 768 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2725 72 147 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1424 89 76 0.274 6.0 Ox 0 VI Fx 17.5 70.0 open to below -A h 1424 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2936 184 145 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1760 111 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 497 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2905 139 156 0.281 6.0 Ox 0 VIFx 15.5 70.0 stairs c 864 34 46 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 254 0.202 574 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb2 Ox0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft 2017-Nov-1013:55:14 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 i iCA...nastasiaBGLN\Lot307ThornbrookeAnastasiaBGLN.rup Calc = MJ8 House faces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot307ThornbrookeAnastasiaBGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist 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, e-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). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage" then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 11/10/2017 1:56:51 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot307ThornbrookeAnastasiaBGLN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C n: Single or Multi Point Test Data HOUSE PRESSURE In Leakage Characteristics CFM(50): FLOW: ELA: E q LA: ACH: ACH(50): S LA: 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: J_d14 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: 09..111E ST4 C0 W'E 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Kesidenval Whole building Performance and Prescriptive Methods ADDRESS: Permit Number: FL , MANDATORY REQUIREMENTS See individual code sections for full details. 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. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air 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 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) 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. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 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. R403.2.2 Sealing (MandatoryNI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) 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 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 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. 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. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal, and 2. Be installed at an orientation within 45 degrees of true south. 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. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice- 0 R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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. 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 40oF. 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. 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 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. 11/10/2017 1:57 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 I I u a du CALI. TOP 3" bath duct to wall cap' '+ to wall cap O° 42X42 A/C SLAB 2.o TON W/SKW 2240V IPH W/fan w/fan BY BLDR MIN 18x10 pi— Nutone 696RNB t n R © ra platforn by n ann bldr2' FROM WALL scale va'=ro• O Owe ,uP Qj F—-,-----1 e GO aY+0 --- i 0.fd naE.xtl1 xur[wo aw[ V 4v g&I ,On Pares d PO58x6 °xRCH l t2 Vdtw urv M ucrA a A Y - as l O STRU( 4. O OWNER'S SU2xl. 2 1155 p q 12: 6 ex rag rvqq ,a n iLrricmei 4a• qa lox wod 12' $' tll q1 FitPam YllA 12tt5 Bx4 1 YER mr.avuLnw cRx r0 16.16 rag2 r.r — .... .. ..:. ..... n ima • r—__—__/^ _ w rv. r ma / rr a / L`Jy 0 / 10' °' II lEw VtV rtttaA 4 I.Yd rtfi4rE I Nn-xr.[rl[U u, I rOn 16x16 r u¢1 Y rflF anw py, roe / a' I F r. 1 O ,ra u,e 6. n n 16s 1206 Iwc H' nieer I11 I o C4R-11iGEATYP. ARCHWAY 4.8 L'1J — lO LANAIGATHERINGROOM \ DIN G II / KIT EN I mlr.-0Lwa v-aver Y"a. O W Ya ro a'ah' I 9v-'.' z-src"v wwuc - Y -0 c. 11 1 / I Ir'-.• 1 as 1 I 1 1Js. wnuwu g 81 18To 14xe 1- 1 mna w a mn• u4'u I ran J on Oi Transfer ducts/grilles sized In w.atev ur conpllance with Fl orlda Residential HuRtling Code - M1602.4 Balanced 7'kltchen vent Return All, exceptions 1-3. Builder ust pr ovlde un estricted 1 Inch to wall cap i a"rieuam' undercut on doors to habltoble roons. STAIR NPES • r • RAIR N0 5: r • Rating Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has on r=6 Insulation value 4 0 a c h fl oo,, n s C) O S In I\ \ D LU w \ \ \ O C0 RjcU a cv \ Dp D z W cl Y 0 ED QOP' Io E M Z CU J \ 1 \ I— Q J D z o Nm w •• •• > z z o w 3: J a F co F- a w o Z) a Of O] EL J (n 0 C I 10' IBIS Fa 101AFG 301E FL k'i0 F4 I 1r IB1p FG. 107aFa WIC FA <eae Fa. 1 36' I830 W 1030 W MM W 40V 3AB' S °<A0 W 1040 W 3010 W /040 W 60, s+ IB505H 10505H 3MW IMW 7' IBbe W 1060 W 3060 W 4060 W Gc. `RRF1' Rnl' VA rat AL MOM WIDOW SIZES AND W. ALATa r'AY VARY EER MAWFAL11Pd=R 40 SFYIFICA11 ' R R10 iLD. PLANS rat 5t1LEC V0% 65ED f511aE WG-W, LA`VW.c ,at FIXED Q. S FGJ pSp F4 3" bath duct to roof cap s sized In 2.0 TON W/SKW 2240V PH W f a Y np anc w IthcFlorgritiescnpti. d. Reside tint 1 ex" pplea Nutone 696RN M1602.4 B°lancedBuIIAir, Return Air, 1-3. BuilderIdVefornbyObo exceptions ust provide unrestricted 1 Inch scaleundercut on doors to habitable 504In B I zwunec aoae rcw nrealoe 14xB I45wcd 4 RA 1 BEDROOM 2 O u fin^q BEDROOM 4 s-c nnr as B _ r 1 z16 r°9 o' n,vr a.n lwcdIS155 12x18 ra A..: ij7 x 10456' 1Ox10 rag `------ -- 12x 12 r 10' 10.6 ]wc a• e+ew 6- 6' lOx6 Iwcd lOxb Iwcd nut n k 75 75 I &` r - L OI -J 9 - 4• tlo4ylC xrc 12x1 ¢ auiwE a4 Hulltler will n ed to provide n/c duct chose 6' b 145 2 rn9 B5 1Q''$' a{,.' wc d rnvG wcd —. oLL'-o'I rnw. can fv1_taUli - Mac. 4. O Must have a minimum clearance of 4 inches around the air handler per the State Energy code All duct has an r=6 Insulation value. O Ov' Lz i O ov SRO O u r Bpoar r®rauDnalx9Y4eMsr'urm ervop. y cllUS auwmn.wr.£we°uonanumacuu„eaaxrA uaaoMun Inter rolsta.nE a uaawe&fin nnr a EronE m wauneeta' r ex. STRUCTURAL NOTES Isro nlrxw:.mrros nino Q Q Q Q Q uc luw raxaaeob®wRw zNTkYVancWN,1A®NA O w W a Co CDOf m 1,D g) lD ro 6 LrN:rn16V'F v4l.pFVArb4,, w,aos rmow rii i' z 0 w Y Q a o a o Cv Q o LL Q-zo= Q J D LA_ Rating zo r 0 m w > z m z o i J Q F- m Q J O 5 Q C24- CI7 0- J Ul 0 TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 307 W/ OPTIONS SHW ILO TUB BTH 3 OPT 2ND LAV BTH 3 WATER SOFTENER 2ND FLOOR 3 L4V . BATH 2 r e a> zG a A A BATH 3c) Z c.G 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE. ANASTASIA LOT 307 W/ OPTIONS SHW ILO TUB BTH 3 OPT 2ND LAV BTH 3 WATER SOFTENER 1ST FLOOR I to MASTER BATH jqx AAV KITCHEN Tl kuA5rF, STACK FROM ZNV r(ooli URMINAnNVi) 7M l5r FLOOR 4A POWDER WATER SOFTENER BATH STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FLS R A I877-906-1113 0")AN ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS TON QTY KW LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 2 4032 10000 6500 0 Includes Heat Pump and Heat Strips on together @100 % . 2.5 5040 10000 6500 0 3 5280 10000 6500 0 Square feet living areal 2585 3 volt/am s 7755 3.5 6168 8000 5200 0 Small Appliance Circuits 3 4500 4 6888 8000 5200 0 Laundry Circuit 1 1500 5 8160 10000 6500 0 Dishwasher 1 1500 Water Heater 1 4500 10 KW SETUP 0 Range 1 8000 4.306333 1 AC EP1 35.5 12 2.958333 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 TOTAL OTHER LOAD FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 34355 TON QTY KW 1.5 2990 5000 3250 0 2 1 4032 5000 3250 7282 2.5 1 5040 5000 3250 8290 3 5280 5000 3250 0 3.5 6168 5000 3250 0 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 15572 POQL EWIRES; tZTY ,;W AMPS; 1£DO 240 0', Note: This Load Calc is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner. J d6 10 77 c L m Q o DESCRIPTION AS FURNISHED: Lot 307, THORNBROOKE PHASE 4, os recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc 7 O O LOT 308 O o 0 n aQ l- 372 c I[Il,C; DATE a Ok to construct single family home with setbacks and impervious area shown on plan. 5,q . (o n 5.00' 1 I (s—L, 16.00' P10 — — 0 Q , PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW LOT GRADING TYPE A k PROPOSED F.F. PER PLANS = 24.0' ++ PROPOSED GRADE PER CONSTRUCTION PLAN ++ RECORD COPY LOT 288 N 00010' 44" W 40. 00, 0 19.80, 19.80, 3.0'x3, 0' 1 AC PADS i , COV'D. N of PATIO 0i 14.3 LOT 307 M LVh PROPOSED RESIDENCE MODEL: ANASTASIA—B 2 CAR GARAGE LEFT M t to 5.0, ENTRY 0 of WALK;, 27.3' 16' DRIVE 25.20 25.20' 1 —10' DRAIN.& UTIL. ESMT. 5' CONC. WALK S 00010' 44" E 40.00' RED R 0 SE LANE 50' RIW) TRACT I UTIL. & ACCESS RIW BUILDING SETBACKS. - FRONT = 25' REAR = 15' SIDE = 5.0' SIDE CORNER = 10' 5.00, 5.14' 5.00' c O O O O 0 0 CO 5.00, U) 5,00' LOT 306 PLOT PLAN ONLY* NOT A SURVEY) PROPOSED INFORMATION SHOWN AREA = 5,240 SQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY = 517 SQ.FT. AND/OR INSTRUCTIONS PER SIDEWALK = 270 SO. FT. LUI = 4,800 SO. FT. LIVING = 1,467 SO. FT. GARAGE = 455 SQ.FT. ENTRY = 71 SQ.FT. LANAI = 139 SQ.FT. BREEZEWAY= N/A SOFT. DRIVEWAY = 403 SQ.FT. A/C PAD = 18 SQ.FT. WALKWAY = 70 SQ.FT. IMPERVIOUS= 54.6 2,623 SQ.FT. SOD = 2 177 SQ.FT. OFF LOT AREA CALCULATIONS: RIW = 440 50.FT. APRON = 114 50.F7. SIDEWALK = 200 SO. FT. SOD = 126 SOFT. TOTAL AREAS: CLIENT(NOT FIELD VERIFIED) I SOD = 2,303 SO, FT. CRUASEIVff EER-S'COTT ASSOC, INC. - LAND SURVEYORS. LEGEND - LEGEND - P PLAT PAL POIN1 ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 FIP. FIELDIRON PIPE IRON ROD TYP. PA.C, P.L.L. TYPICALPOINTOF REVERSE CURVATURE POINT OF COMPOUND CURVATURE NOTES: I. THE UNDERSIGNED DOES HEREBY CERRFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.H. CM CONCRETE MONUMENT RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.R. I.R. w/NLB 4596 MR.RADNA, NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES,ARE NOT VALID. RELY RECOVERED RECOVERED W.P. WITNESS PRINT J' THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS P.O.B. POINT OF BEGINNING CALC1 CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. RD.C. POINT OF COMMENCEMENT P.RN, PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N 6D CENTERLINE NAIL t DISK F.F. BSI, FINISHED FLOOR ELEVATION BUILDING SETBACK LINE 5- THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. RIGHT-OF-WAY B.N. BENCHMARK B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESMT. ESM EASEMENT H.B. BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN, DRAINAGE 8. ELEVATIONS, IF SHOWN,. ARE 84SE0.. DN NATIONAL GEODETIC DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL. CLFC, VD.FC, UTILITYCHAINLINK FENCE WOOD FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. C/BP.C. CONCRETE BLOCK POINT OF CURVATURE SCALE `.- 1• 20'— DRAWN BY.• •' P.T. DESC. POINT OF TANGENCY DESCRIPTION CERTIFIED BY.• onrE ,.._ ORDER No. R RADIUS L ARC LENGTH PLOT PLAN 12-08-17 5587-17 DC DELTACHORD C.B. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN ----- ! GIUCITHEESTABLISHED100YEARFLOODPLANEASPER 'FIRM" MEYER, R.L.S. 1 4714 ZONE 7CMAP I 12117C 0055 F. JAMES SO R.LS 1 4801 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: TB0307 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0307 Model: Anastasia Lot/Block: 307 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 58 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T12624985 1 C 1 A 11/30/17 118 IT12625002 F04 11/30/17 12 1 T12624986 I C 1 B 1 11/30/17 119 I T12625003 I F05 1 11 /30/17 1 13 1 T12624987 C3A 1 11 /30/17 120 I T12625004 I F06 1 11 /30/17 1 14 1 T12624988 C313 1 11/30/17 121 I T12625005 I F07 1 11/30/17 1 15 1 T12624989 1 C5A 11/30/17 122 I T12625006 I F08 1 11/30/17 1 16 1 T12624990 1 C513 11/30/17 123 I T12625007 I F09 1 11/30/17 1 17 T12624991 I CJ1 1 11/30/17 124 I T12625008 I F10 1 11/30/17 18 1 T12624992 1 CJ3 1 11/30/17 125 I T12625009 I F11 1 11/30/17 1 19 1 T12624993 1 CJ5 1 11/30/17 126 I T12625010 I F12 1 11 /30/17 1 110 1 T1 2624994 1 E7A 1 11/30/17127 IT12625011 I F13 111/30/171 l l I T12624995 1 E713 1 11/30/17 128 I T12625012 I F14 1 11/30/17 112 1 T1 2624996 1 EJ1 1 11/30/17 129 IT12625013I F15 11/30/17 113 T12624997 J EJ7 1 11/30/17 130 I T12625014 I F16 11/30/17 1 114 I T12624998 1 F01 1 11/30/17 31 1 T12625015 1 FG1 11/30/17 115 I T12624999 I F02 11/30/17 132 1 T12625016 1 1-17A 11/30/17 116 I T12625000 I F02A 11/30/17 133 1 T126250171 1-17B 11/30/17 117 I T12625001 I F03 1 11/30/17 134 1 T12625018 1 HJ1 11/30/17 The truss drawing( s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer' s Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019.. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 411-3729 ER P. F7 ii No 83 ' ST TE OF i 41S o N A 00 Wafter P. Ann PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 30, 2017 Finn, Walter 1 of 2 RE: TB0307 - Site Information: Customer Info: Taylor Morrison Project Name: TB0307 Model: Anastasia Lot/Block: 307 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Seal# T russ Name Date 135 1 T12625019 ( HJ7 1 11/30/17 1 136 I T12625020 I T01 1 11/30/17 1 137 I T12625021 I T02 1 11 /30/17 J 138 I T12625022 I T03 1 11/30/17] 139 I T12625023 I T04 1 11 /30/17 1 140 I T12625024 I T04A 1 11/30/17] 141 I T12625025 I T07 1 11/30/17 1 142 I T12625026 I T08 1 11 /30/17 1 143 I T12625027 I T09 1 11/30/17 144 I T12625028 1 T10 1 11/30/17 1 145 I T12625029 I T11 1 11/30/17 146 I T12625030 I T12 1 11 /30/17J 147 I T12625031 I T13 11/30/17] 148 I T12625032 I T14 11/30/17 149 I T12625033 I T15 1 11/30/17 1 150 I T12625034 I T16 11 /30/17 1 151 I T12625035 I T17 1 11/30/17 1 52 IT12625036IT18 11/30/17 153 IT12625037IT18A 11/30/17] 154 1 T12625038 1 V01 1 11 /30/17 1 155 1 T12625039 1 V02 1 11 /30/17 J 156 I T12625040 1 V03 1 11 /30/17 1 157 1 T12625041 1 VO4 1 11 /30/17 1 158 I T12625042 1 V05 1 11/30/17 2 of 2 Job Truss Truss Type Qty Ply T12624985 TB0307 CIA Jack -Open I 1 Job Referenceo tional Builders FirsiSource, Tampa, Plant Cry, Florida 33566 ADEQUATE SUPPORT REQUIRED. 2x4 = 1-0-0 1-0-0 1-0-0 b4U S Aug i 6 EUi / MI I eK InouSineS, Inc. I nu Nov 3U U:4/3L evi / rage I ID:0837CakNCJU5ySDiQmCDdnydl l m-101 P2pHCrlOgF26kJS8?9A21?i41UUG03XKDnFyDywP Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code F13C20141TPI2007 Matrix) Weight: 3 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1 22(LC 12) Max Upliftl=-5(LC 12), 2=-23(LC 12) Max Grav1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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 nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Ml1ek8 connectors. This design is based only upon parameters shown, and is for an Individual Wilding component, not a truss system. Before Lise- the Wilding designer must verify the amicability of design parameters and properly I nconrrate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec lion and bracing of trusses and miss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Muss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624986TJobTBO307C1BJack -Open 2 erence (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.64U s Aug 16 LU1 / mu eK moustnes, Inc. Thu Nov su u:arsz 20i r rage r ID:0837CakNCJU5ySDiQmCDdnydl 1m-101 P2pHCrI0gF26kJS8?9A2Hti4JUUG03XKDnFyDywP 1-0-0 1-0-0 Scale = 1:6.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(ILL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-1 1 /Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2= 102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; VLllt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=102. 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is rased only upon parameters shown, and Is for an Individual building component, not a if LMS system. Before use, the building designer must verify the aqNicalAity of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional ternporay and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Tampa. FL 33610SafetyInformationavallablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12624987 T60307 C3A Jack -Open 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 ADEQUATE 2x4 = SUPPORT REQUIRED. 3-0-0 3-" 3-0-0 7.640 s Aug is 2017 MI I eK industries, Inc. Thu Nov 30 16.47.332017 Payo I ID:0837CakNCJU5ySDiQmCDdnydl 1 m-VDboG91gc28htChxtAfEiNaQ16PDDxW9163mJhyDywO Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Verl(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 2 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1 29/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl =-1 7(LC 12), 2=-65(LC 12) Max Gravl=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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 nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. 1qi Design valid for use only with MITek© connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - Lf a truss system. Before use, the txAlding designer must verify the applicability of design parameters and properly incogwrate this design into the overall i building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T12624988 TB0307 C3B Jack -Open 2 i Job Reference o ptional Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 2x4 = 64U s Aug 16 2U1 / MI I eK nousines, inc. nu IVOv JV Ix4ns3 LV I / rage I D:0837CakN CJ U 5ySDiQmCDdnyd 11 m-V DboG9lgc28htChxtAf EiNaRu6PV DxW 91 B3mJ hyDywO LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0:14 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 PLATES GRIP MT20 244/190 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=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=114. 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek connectors. this design is based only up, parameters shown, and Is for an individual building component, not a in uss system. Before use,, the Ixdlding designer must verily the applicability of design ixiraneters aril popety incorporate this design into the overall building design. Bracing indicated is to prevent txrckling of Individual puss web and/or chord members only. Additional leinporary and permanent bra-:ing Mffek' is always required for stability and to prevent collapse with possible personal injury and property dan'iage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availatole from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624989 TBO307 CSA Jack -Open i 1 Job Reference (optional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 ZVI r Mi i eK maustnes, inc. i nu Nov su i 5:4r:34 20 r rage I I D:0837CakNCJU5ySDiQmCDdnydl 1 m-zP9ATUJSNMGYVMG7QtATEb7VQViJyOmJXrpKr8yDywN ADE SUl RE( 2x4 = 5-0-0 5-" 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(TL) -0.08 1-3 >691 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a rl/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/Mechanical, 2=1 71 /Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl=-31(LC 12), 2=-109(LC 12) Max Gravl=219(LC 1), 2=171(LC 1), 3=98(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=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except Qt=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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek(D connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the bulldirxd designer must verify the applicability of design parameters and Ixoperly incoi1xxate this design Into the overall building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temlwrary and permanent bracing 1MiT$k` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type r Ply T 12624990 T60307 C513 110ty, Jack -Open 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 /.b4V S Aug 10 LV1 r mneK mausuies, Inc. I Flu 1vuv--- yn ID:0837CakNCJU5ySDiQmCDdnydl 1 m-zP9ATUJSNMGYVMG7QtATEb7Y_ViryOmJXrpKr8yDywN 1-0-0 + 5-0-0 -- 1-0-0 5-0-0 Scale = 1:12.9 2x4 — LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 17 lb 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz2=89(LC 8) Max Uplift3— 85(LC 12), 2= 124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=124. 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 design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. e sotDesignvalidforuseonlywithMllek:6 connectors. This design Is based only upon parameters shown, and is for an Individual building component, not 6apusssystem. Before use, the building designer must verify the applicability of design para'neiers and {operly inax{x>rate Nils design Into the overallAdditionaltemporaryandpermanentbracing q iTbuildingdesign. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. fYi ek' is always required for slabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Mexondria, VA 22314. Job Truss Truss Type Qty Ply T12624991 T60307 CJ1 Jack -Open 11 1EJbeference optional) Builders FlrstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:35 2017 Page 1 I D:0837CakNCJ U 5ySDiQmC Ddnyd 11 m-RbjYhgK48gOP6 W rJ_biinog n3v5? hr?SIVYtN ayDywM 1-0-0 1-0-0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8, 4=10/Mechanical Max Horz2=38(LC 12) Max Uplift3— 5(LC 13), 2= 48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.1 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MITek(-) connectors. This design is based only upon parameters shown, and Is for an individual lwllding component, not a lr ss system. Before Ursa, the buliding designer must verify the applicabilityof design lxtramelers and property incogxxate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallaNe from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624992 T60307 CJ3 Jack -Open 11 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:35 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-RbjYhgK48gOP6W rJ_biinogmCv4zhr?SIVYtNayDywM 1-0-0 13-0-0 2x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a Na BCDL 10.0 I Code FBC2014ffPI2007 I (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplift3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 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." e WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 10A13/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before use, the building designer must verify the applicat-lllty of design 1:xararnoters and pxoperly 6ncorpx. , this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and lormaneril bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erec lion and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BC41 Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624993 TB0307 cis Jack -Open N 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1.640 s Aug 16 tut r mu I ek industries, Inc. Thu Nov au r o:anoo zu 17 rage I D:0837CakN CJ U 5yS DiQmC Ddnyd 11 m-RbjYhgK48gOP6W rJ_biinogggv 1 jhr?SIVYtN ayDywM 1-0-0 5-0-0 r 1-0-0 5-0-0 2x4 = 5-0-0 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 2441190 TCDL 1&0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(LC 12), 2= 62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft; Cat- 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Intedor(1) 2-0-0 to 4-11-4 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except 0t=1b) 3=104. 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. a Design valid for use only with MllekJ connectors. this design is based only upon parameters shown, and Is (of an individual building component, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate Ihls design Into the overall ,A T building -design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ?Mire k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type ' Qty T12624994 TB0307 E7A Jack -Open 6 7kb Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 ADE( SUPI REQi 3x6 = 7-0-0 7-0-0 7-0-0 7.640 s Aug /6 2017 MiTek Industries, Inc. Thu Nov 30 15:47:36 2017 Page 1 I D:0837CakN CJ IJ5ySDiQmC Ddnyd 11 m-vnHwuAKivzW GkfOVYI DxKOCm rJ 12QI Fb_g l RwOyDywL m 0m c) Scale = 1:22.2 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.34 1-3 >246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Harz 1=148(LC 12) Max Uplifll=-44(LC 12), 2= 129(LC 12) Max Gravl=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf 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) 1 except (jt=lb) 2= 129. 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1 fu0372016 BEFORE USE. Design valid for use only with MllekO connectors. This design Is based only upon parameters shown. and is for an Individual Wilding component. not a tn.rss system. Before use, the bUlldhig ciesigner must verify the apiplicablIlly of design ixurameteis and properly incogxxato this design into file overall a, 0 building design. Bracing Indicated Is to prevent buckling of Individual truss web and/oi chord members only. Additional temporary and permanent bracing 'IYi.!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, seeANS1/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624995 TB0307 e7B Jack -Open 4 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 Mr I ek industries, Inc. I nu NOV 3u 16:4r:36 2u1I rage i I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-vnHwuAKivz W GkfQVYI DxKOCoUJJCQ I Fb_9i RwOyDywL 1-0-0 - 7-0-0 1-0-0 7-0-0 Scale: 3/4"=1' 3x4 = 7-0-0 7-0-0 Plate Offsets (X Y)-- j2 0-1-10 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2-4 >825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.27 2-4 >295 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 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=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-106(LC 12), 2= 140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=106, 2=140. 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 MITEK REFERANCE PAGE MH-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekn connectors. This design Is based only upon Paramelers shown, and Is for an individual Wilding component, not a tRW sYstem. Before use, the Wilding designer must verify the applicabilily of design parameters and popery incorxrate this deskgn into the overall building design. IN indicated is to prevent buckling of individual truss web and/or chord members only. Additional tempwrary and permanent bracing a T IYi1 ek' is always required for stability, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricalion, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624996 TB0307 EJ1 JACK -OPEN 20 1 Job Reference (optional) Builders FirstSource, Tampa. Plant City, Florida 33566 7.640 s Aug 16 2017 MI I ek Industries, Inc. I hu Nov 30 Ib:4/:3/ 21.)7 / rage 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-N_g15W LKgH e7Mp?i60kAsDl7ZjnkglVlDpl _STyDywK 1-0-0 0-8-0 1-0-0 0-8-0 Scale = 1:6.3 2x4 = 0-8-0 0-8-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.00 2 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 4 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=159/0-3-8, 4=-30/Mechanical Max Harz 2=42(LC 9) Max Uplift2=-92(LC 9), 4=-30(LC 1) Max Grav2=159(LC 1), 4=28(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 0-8-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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." e WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO 7473 rev. 10/0372015 BEFORE USE. _. Design valid for use only with MITekn connectors. This design is based only upan parameters shown, and is for an individual building component, not a titm system . Before, use, The building designer ())LIST verify the applicability of design parameters and properly incoilxurate this design into the overall building design. Bracing indicated Is to prevent truckling of individual inns web and/or chord rnem bers only. Additional temporary and permanent bracing :M iTek* is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624997 TBO307 EJ7 Jack -Open 11 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:37 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-N_gl5WLKgHe7Mp?i6okAsDlzojfogIVIDp1_STyDywK 1-0-0 7-0-0 1-0-0 7-0-0 Scale = 1:22.2 3x6 = 6-4-2 6-4-2 7-0-0 0-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/del'l Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.10 2-5 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 24 lb FT = 20°I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0-11-5. lb) - Max Horz2=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 2, 5 except Qt=lb) 3=124, 4=121. 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 design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. qw Design valid for use only with MITekm) connectors. This design is based only upon parameters shown, and is for an individual building compoonenL not - I a truss system. Before use, the building designer must verify the applicability of design Iaameters and properly incol porale Ibis design into file overall building design. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing-:MiTek` is always required for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing Of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty PIY T12624998 T60307 F01 Floor 1 1 Job Reference o tional burners rirs-ource. i ampa, —.., —Y. nvuva —... 0-1-8 H 1F4-0 26 0-1 PL' I D:0837CakNCJ U5yS DiOmC Ddnyd l l m-sAOhJsMyRbm_zzaufj FPP RH4U73Kul euRSnX-vyDywJ 13 Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 11 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 II 1 2 3 4 5 6 7 8 9 10 1112 13 1.5x3 = 3x6 FP= 5x6 II 3x6 FP= 6x8 9-5.0 8..9-4 Plate Offsets (X Y) f 13:0 3 0 Edge] (25:0-1-8 0-0-8] LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.98 BC 0.29 WB 0.71 Matrix) DEFL. Vert(ILL) Vert(TL) Horz(TL) in 0.02 0.05 0.01 loc) 16 16 13 I/dell 999 999 n/a Ud 360 240 n/a PLATES GRIP MT20 244/190 Weight:133Ib FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) 'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 11-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except (jt=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25--407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9= 875/0, 9-1 0=-1 717/0, 10-11= 1040/0, 11-12= 104810, 12-13=-104010 BOT CHORD 24-25=0/ 278, 22-23= 468/0, 21-22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=0/1711, 15-16=0/1703 WEBS 12-15=-355/0, 13-15=0/1494, 2-25=-385/0, 2-24=-634/0, 3-24=-537/0, 3-23=-758/0, 5-23=-291/237, 5- 21= 931/0, 6-21=-304/0, 10-15=-966/0, 9-18=-1255/0, 8-18=0/1332, 8-20=-1803/0 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14- 25= 10, 1- 13=-320 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek(Fj) connectors. This design is based only upon parameters shown, and is for an individual [Adding component, not a truss system. Before Me, tho buildli ig designer must verify the aphlia:lbtttty of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to fxevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection andbracingoftrussesandtrusssystems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 712s2asss TB0307 F02 FLOOR 1 1 Job Reference (optional) DU11—a rii -Y, ivii a ww 0-1-8 H 1-40 1.5x3 I 1.5x3 = 1.5x3 = 1 2 3 4 23 22 a .___.. ....._.. ...___— - ..._- I D:0837CakNCJ U5yS DiQmC. Ddnyd 11 m-KMy3W CNbCuugb794DQmexegGg W FxdaT2g6W 5W LyDywl 194 1.5x3 II 5 6 3Qa Scale = 1:33.3 3x6 I I 3x6 11 24 7 25 8 9 10 11 0oeJ0N 1.Sx3 11 3x6 = 1.5x3 11 11-8-0 11-8-0 14-10-0 3-2-0 Plate Offsets (X Y)-- j6.0-1-5 Edge) j18 0-1-5 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 756 360 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.28 18-19 483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) 18-5-4 1 a-8-12 PLATES GRIP MT20 2441190 Weight: 104 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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. REACTIONS. All bearings 0-7-4 except (jt=length) 11=0-3-0, 16=0-4-0, 14=0-4-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grav All reactions 250 lb or less at joints) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/0, 3-4= 1568/0, 4-5=-1426/0, 5-6=-1426/0, 6-24=-913/0, 7-24=-913/0, 7-25= 585/0, 8-25= 585/0 BOT CHORD 20-21 =0/627,19-20=0/1414, 18-19=0/1642, 17-18=0/1426, 16-17=0/1426, 15-16=0/833, 14-15=0/362, 13-14=0/362 WEBS 2-21=-934/0, 2-20=0/611, 3-20=-593/0, 4-18=-329/0, 8-13=-686/0, 8-15=0/358, 7-15=-380/0, 7-16=-212/252, 6-16= 879/0, 6-17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless,otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Old (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 0.500in. 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- Verlry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekJ connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before, use, the building designer Must verify the appllcal-ility of design parameters and properly tncotporate this design into the overall building design. Bracing Indicated is to prevent txrckling of individual inns web and/or chord members only. Additional temporary and permanent bracing :M iTek* is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of busses and truss systems, see-ANSUTPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type Qty T12625000 T80307 F02A Floor 1 7J.b Reference (optional) amwers rITST—T-, i ampa, nam wy, riunaa o.oo 0-1-8 H 1 1—i T 22 121 ID:0837CakNCJU5ySDiQm6Ddnyd11rwoiWRk 6zCOhDHkHn8HtUsN.R1wbGM1fBvmGe3nyDywH 1=4 1.5x3 3 4 5 6 30. 91 Scale = 1:33.3 3x6 I I 3x6 I 23 7 24 8 9 10 11 2U 19 18 17 16 1, 1, 13 12 1.5x3 11 3x6 = 1.5x3 11 11-11-12 Z-r-4 Plate Offsets (X Y)-- f6.0-1-8 Edge) f 1 TO-1-8 Edge) LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.18 17-18 770 360 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) 0.28 17-18 492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL &0 Code FBC20141TP12007 Matrix) 18-5-4 PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 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. REACTIONS. All bearings 0-4-0 except (jt=length) 11=0-3-0, 20=0-7-4. lb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1038/0, 3-4= 1590/0, 4-5=-1463/0, 5-6=-1463/0, 6-23=-956/0, 7-23=-956/0 BOT CHORD 19-20=0/633, 18-19=0/1431, 17-18=0/1671, 16-17=0/1463, 15-16=0/1463, 14-15=0/641, 13-14=0/287 WEBS 11-13=0/285, 2-20— 942/0, 2-19=0/619, 3-19=-601/0, 4-17=-315/0, 8-14=-272/0, 7-14=-741/0, 7-15=0/528, 6-15= 875/0, 6-16=0/259 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. - 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/201 S BEFORE USE. Design valid for use only with MiTel<6 connectors. this design is based only upon parameters shown. and is for an Individual building component not a inrss system. Before use, file building designer must verify the a1111ficablilly of design parameters and property incorporate this design into the overall ddd building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Addlfional temporary and permanent bracing-MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding file fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625001 T60307 F03 Floor B 1 Job Reference (optional) rsunoers nrsraource, ramp., riam -y, nonoa as000 0-1-8 H' 1 1.5x3 II 1.5x3 = 1.5x3 = 46 = 1 2 3 22 21 I D:0837CakN CJ U 5yS DiQmCDdnyd 11 m-oZ W RkYN DzCOhD HkHn8HtUsN W 5wdXMy4BvmGe3nyDywH 1-9-4 30nB Scale = 1:33.3 1.5x3 11 3x6 4x6 4 5 6 7 8 9 10 11 4x6 = 1.5x3 II 4x6 = 1.5x3 II 18-5-4 0-3-8 Plate Offsets (X Y)-- j6:0-1-8 Edgel [11:0-3-0 Edge], f17:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 104 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. REACTIONS. (lb/size) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1485/0, 3-4=-2436/0, 4-5_ 2933/0, 5-6=-2933/0, 6-7— 2732/0, 7-8= 2039/0, 8-9=-840/0, 9-10=-832/0, 10-11=-840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16-17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11-13=0/1234, 2-20=-1280/0, 2-19=0/956, 3-19= 915/0, 3-18=0/539, 4-18=-511/0, 4-17=-85/519, 8-13=-1048/0, 8-14=0l757, 7-14=-722/0, 7-15=0/430, 6-15=-513/24 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03)2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incoiporale this design into the over building design. Bracing indicated Is to prevent buckling of individual fruss web and/or chord members only. Additional lemporaiy and permanent bracing MiTek' Is always required for siablllty and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing oftrusses and buss systems, sec-ANSI/7I1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type PlyT12625002 TBO307 F04 Tty 1 Job Reference (optional) Builders FirstSoume, Tampa, Plant City, Florida 33566 0-1-8 H 1 1-4•0 1.50 I 1.5x3 = 1.5x3 = 4x6 = 23 22 1-9-4 1.5x3 11 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:42 2017 Page 1 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-kxeB9D PT UpG PSatfuZKLZHSmmkFj qof U M4117gyDywF 30- Scale = 1:33.3 4x6 3x6 11 5x6 11 8 24 9 10 11 0oWN 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 11 1.5x3 SP= 143-4 4-2-0 3' 13 Plate Offsets (X Y)-- 6:0-1-8 Edgej (11:0-3-0 Edge) f 17 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0,34 15-16 >645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 108 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat)'Except` end verticals. 12-18: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7-8=-2860/0, 8-24=-2857/0, 9-24=-2883/0, 9-1 0=-1 197/0, 10-11 =-1 197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11-13=0/1758, 2-21=-1406/0, 2-20=0/1082, 3-20=-1033/0, 3-19=0/651, 4-19= 654/0, 4-17=0/712, 5-17=-303/0, 9-13— 1736/0, 9-14=0/705, 7-14=-664/0, 6-15=-259/247, 6-16= 265/58 NOTES- (11) 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) The Fabrication Tolerance at joint 18 = 11 % 5) "Semi -rigid pitchbreaks with nixed 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) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 8) CAUTION, Do not erect truss backwards. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 549 lb down at 14-9-4 on top chord. The designiselection 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 + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert: 24=-469(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Milek® connectors. this design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional iemrorary and permanent bracing Mi iTe k' is always required for stability and 10 prevent collapse with possible personal injury and property damage. Pot general guidance regarding the Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss system6904 Parke East s, seeANSI/TPI1 Quality Criteria, DS8.89 and 8CSI Building Component Tampa, Parke 33s Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. . Job Truss Truss Type Oty T12625003 TB0307 F05 Floor 1 Tfy1 Job Reference (optional) tsunaers rimoource, i ampa, ream r.ny, rronoa ss000 0-1-8 H ' 1r— 4-0 19 18 3x4 = 2 y .,., -.,,, ,..y_. ID:0837CakNCJU5ySDiQmCDdnydiim-CBCaMZO5F70G4kSsSGra(36 z eAZLsdbkUlg6yDywE 3x4 = 3x4 = 1.5x3 1.5x3 11 4x6 = 3 4 5 6 7 If , o Scale = 1:26.3 3x6 11 4x6 11 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1.5X3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.19 14-15 >887 360 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.29 14-15 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD 8-10: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1105/0, 3-4=-1718/0, 4-5=-1673/0, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8-9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=-361/132, 7-12=-724/0, 7-13=0/846, 6-13= 444/0 PLATES GRIP MT20 244/190 Weight: 84lb FT=20%F, 11%E I Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) 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." WARNING - Verity design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before rue, the twildli ig designer must verify the applicability of design parameters and ixoperly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing for and to collapse with possible personal injury and properly damage. For general guidance regarding the MiTek' is always required stability prevent fabrication, storage, delivery, erection and bracing of cruses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12626004 TBO307 F06 Floor 1 1 Job Reference (optional) 6 11-5 rIT—U aillua, 1—a 1 Illy,11.1 a - 0-1-8 H I 1-4-0 17 16 1.Sx3 II 1.5x3 = 1.5x3 = 1 2 ID:0837CakNCJU5ySDiQmCDdnydl l m-C8CaMZQ5F7OG4kSsSGra6U?xL8g_ZNddbkUlg6yDywE 1.5x3 11 3 4 5 6 01 rr8 SLle = 1:25.7 1.5x3 11 1.5x3 = 7 8 I0 i0 14 13 12 11 10 3x6 = 14-10-12 14-10-12 Plate Otfsets (XY)-- (6.0-1-8 Edgel f12:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 82 lb FT = 20%F, 11°i E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15=802/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4— 1770/0, 4-5=-1740/0, 5-6= 1740/0, 6-7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1567, 12-13=0/1891, 11-12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15— 1011/0, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12=-343/153, 7-9=-989/0, 7-10=0/722, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The Suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ® Design valid for use only with MITek@) connectors. This design s based only upon paramelers shown, and Is for an Individual Wilding component notatrusssystertr. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall i,y TYTiii building design. Bracing Indicated is to prevent Ixrckling or Individual truss web and/or chord members only. Additional temporary and permanent bracing IYY i k• is always required for stabilityand to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty T12625005 TBO307 F07 Floor Girder 1enceJob optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc Thu Nov 30 15:47:44 2017 Page 1 1 D:0837CakNCJ U5yS DiQmCDdnyd 11 m-g KmyZvRj OR W 7hu 120_MpeiXHvX4yltbngOEsCZyDywD 1-4-0 3x4 = 0 1 3x4 11 2 3 3x4 = 4 3x4 I I Scale = 1:10.0 3x6 = 3x6 = Plate Offsets (X Y)-- 1•Edge 0-1-8112:0-1-8 Edgej [3:0-1-8,Edge] LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 TCDL 10.0 Lumber DOL 1.00 BC 0.40 BCLL 0.0 Rep Stress Incr NO WB 0.17 BCDL 5.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Well Ud Vert( LL) -0.01 7-8 >999 360 Vert( TL) -0.02 7-8 >999 240 Horz( TL) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. ( lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-539/0 BOT CHORD 7-8=0/539, 6-7=0/539, 5-6=0/539 WEBS 2-8=-708/0, 3-5=-708/0 PLATES GRIP MT20 244/190 Weight: 27lb FT = 20%F, 11%E Structural wood sheathing directly applied or 3-7-15 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 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 (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2= 688 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,10-7473 rev. 1010312015 BEFORE USE. is based upon shown, and is for an Individual building component, not s Design valid for use only with MiTek® connectors. This design only parameters a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall AdditionaltemporaryandpermanentbracingMiTek" buildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the s9o4 Parke East Blvd. fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12625006 T60307 F08 GABLE 1 1 Job Reference o tional ouuueis rusiouw anryu, raw -y, nvuva v,vv I D:0837CakNCJ U5ySDiQmC Ddnyd t i m-gKmyZvRjOR W 7hu 120_MpeiiK0XA51v kngOEsCZyDywD 0N8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 i 3028 0ILI] 2927 26 25 24 23 22 21 20 19 18 17 16 15 14 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 15-6-8 1-4-0 1-4-0 1-0-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-108 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014lTPI2007 (Matrix) Weight: 76 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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(flat) REACTIONS. All bearings 15-6-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 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) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an Individual txif di component, not a truss system. Before. use, the building designer must verify the a1x:41caloility of design parameters and properly incofporafe, flits design into the overall i building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625007 TBO307 F09 Floor 5 1 Job Reference (optional) DU 1-5 rIIJIJUIII , I ql Ipl, Tall, -y, -..- 0-1-8 H 11 1— I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-SW JKnFRLnke_J2cEaht2Bv4KGxH H 1 H 1 w22zPk?yDywC 1-9-8 1 1 1-0-0 011,-8 Scale = 1:26.9 1.5x3 1.5x3 11 1.50 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 I 1.5x3 = 1 2 3 4 21 5 6 7 8 9 20 19 15-6-8 1 Plate Offsets (X Y)-- 113:0-1-8 Edge) f14 0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) -0.16 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.25 12-13 >740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 86 lb FT = 20%F, 11 E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(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: 12-13. REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/0, 3-4=-1979/0, 4-21=-1979/0, 5-21=-1979/0, 5-6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOT CHORD 15-16=0/713, 14-15=0/1636, 13-14=0/1979, 12-13=0/2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3-15= 702/0, 3-14=0/648, 4-14=-342/0, 8-10=-1056/0, 8-11=0/734, 7-11=-703/0, 7-12=0/335, 6-12=-261/0, 6-13=-281/244 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 3-10d (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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown. and is for an Individual Wilding component. not a truss system. Before use., the building designer must verify the applical-ility of design paramelers alai Ixolxrly incorporate this design into the overall !!! building design. Bracing indicaled Is to prevent buckling of individual truss web and/or chord members only. Additional temlyorary and permanent bracing M:iTek Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 ParkrkEast 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply T12625008 TBO307 F10 Floor 4 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 1I— 4-0 1.5x3 II 1.50 = 1.5x3 = 7.640 s Aug 16 2017 MiTek Industries. Inc. Thu Nov 30 15:47:47 2017 Page 1 D:0837CakN CJ U5yS DOmC Ddnyd l l m-5vR4CxTcJMviYMmdh6v W GK9gzl_XV B i D W MS W puyDywA 1912 080 1.5x3 11 1.5x3 11 0u18 Scale = 1:26.3 1.5x3 1.5x3 = 3x6 = 15-2-12 Plate Offsets (X Y)-- j13 0-1-8 Edqej j14 0-1-8 Edqej LOADING (psf) TCLL 40.0 SPACING- 2-0-0 Plate Grip DOL 1.00 CSI. TC 0.80 DEFL. in (loc) I/defl Ud Vert(LL) -0.15 12-13 >999 360 PLATES GRIP MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) -0.22 12-13 >822 240 BCLL 0.0 BCDL 5.0 Rep Stress Incr YES Code FBC2014/TPI2007 WB 0.34 Matrix) Horz(TL) 0.04 10 n/a n/a Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 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, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3_ 1154/0, 3-4=-1920/0, 4-5=-1920/0, 5-6=-1920/0, 6-7=-1827/0, 7-8=-1186/0 BOT CHORD 15-16=0l700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-11=0/723 WEBS 2-16=-1044/0, 2-15=0/693, 3-15=-681/0, 3-14=0/616, 4-14=-328/0, 8-10=-1050/0, 8-11=0/708, 7-11=-674/0, 7-12=0/305, 6-12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M0-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek@) connectors. This design Is Lased only upon parameters shown, and Is for an Individual building component, notafrusssystem. Before use, the lxilldtrxg designer mast verify the applicabIIIly of design I:raramelers and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing-:MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T72625009 TBO307 Fit Floor Girder 1 1 Job Reference (optional) ounoers nrsraource, iarnpa, earn -Y. nvnoa oa oo 0-1-8 H' 1-4-0 — 1.5x3 II 1.50 = 1.5x3 = 3x6 = 3x6 = 1 2 3 18 17 ID:0837CakNCJU5ySDiOmCDdnydl1m-Sv 6xTcJMviYMmdh6vWGK9dRlzWV9XDWMSWpuyDywA 1=12 — 080 1.5x3 11 1.5x3 11 3x4 = 4 5 6 0 1{8 Scale = 1:26.3 1.5x3 11 3x4 = 4x6 = 1.5x3 = 7 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 19 0 T 15-2-12 15-2-12 Plate Offsets (X Y) 13:0 1-8 Edge) (14:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 85lb FT =20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc puffins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1039/0-3-8, 16=906/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1299/0, 3-4=-2274/0, 4-5=-2274/0, 5-6=-2274/0, 6-7=-2358/0, 7-8= 1590/0 BOT CHORD 15-16=0/777, 14-1 5=0/1 827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16=-1158/0, 2-15=0/797, 3-15= 807/0, 3-14=0/805, 4-14=-419/0, 8-1 0=-1 358/0, 8-11=0/1001, 7-11=-974/0, 6-13=-539/0, 5-13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (Ib) Vert: 7=-311(B) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFOREUSE. ® Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the (wilding designer must verify the alx--Ilaability of design parameters and property Incorporate this design into the overall i•Yiii building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing %Mi.Tek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss system6904 Parke East Blvd. s, seeANSI/ TPI t Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314.33610 Job Truss Truss Type Qty Ply T12625010 TB0307 F12 Floor 1 1 Job Reference (optional) tsunaers rirsr6ource, i ampa, ream uny, r rioa a o 0-1-8 H ' 1-4-0 I D:0837CakNCJ U5ySDiQmC Ddnyd l l m-Z5?SP H U E4f 1 ZAV LpFpQlpYisxgOyEeyN IOC3LKyDyw9 1-9-0 0-8-0 1Q-4-0, 1-3-01r Scale = 1:19.9 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.5x3 11 46 = 3x6 I 3x6 11 1 2 3 4 5 6 7 8 9 77 1 I 14 13 12 11 10 o.,. — — — 3rd = 3x8 = 1.5x3 11Rc 3x4 = N 0ro 11-1-0 11-5-0 11-1-0 0-44 Plate Offsets (X Y)-- 12 0-1-8 Edge) j13:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a rVa BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 67 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15=-744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil.7473 rev. 10/03/2015 BEFORE USE. this design is based only upon shown. and is for an Individual Wilding component, notDesignvalidforuseonlywithMiTek@Jconnectors. parameters a Inrss system. Before use, the building designer must verity the applicabilily of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual I1LIS5 web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for slability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. fabrication, storage, delivery, erection and Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625011 TBO307 F73 Floor Girder 7 1 Job Reference (optional tlUllOere F1r51JOufCe, l amp., Ylanl 1. ny, rlullUa 33J00 I.v+var.vy iv cv,, ,.,,, o i,,..,,,o, ,ii. .. ......., _.,., ... y.,. I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-Z5?S P H U E4f 1 ZAVLpFpQlpYi_Dg U rE hAN IOC3LKyDyw9 1-4.0 3x41-0-9.3 1 3x4 11 2 3 3x4 = 4 3x4 11 Scale = 1:10.0 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) 0.00 7-8 999 360 TCDL 10.0 Lumber DOL 1,00 BC 0.21 Vert(TL) 0.01 7-8 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0-3-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7-8=0/416, 6-7=0/416, 5-6=0/416 WEBS 2-8=-546/0, 3-5=-546/0 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 3-5-3 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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 (lb) Vert: 2=-496 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1OM3/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use. the Iuilding designer must verify The applicablity of design parameters and properly incogerate this design into the overall building design. Bracing Indicated is to prevent buckling of individual inns web and/or chord mernbers only. Additional temporary and permanent bracing MiTek" Is always required for stal:lliiy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecifon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12625012 TB0307 F14 Floor 5 1 Job Reference o tional ann a Ann 1 a 2017 MiTek rnriuctricc roc Thu Nnv 30 IS 47 49 2017 Paae 1 rsuimers rirsraource, Tampa, Warn . ny, nunua o0000 i - d- yd 11 l - dU - I D:0837CakNCJU5ySDiOmCDdnydll m-1 IZrddUsrz9Qofw?pXy_LIF38YgAz7iW zgxdtmyDywB 0-1-8 1-4-0 1-11-12 0-8-0 01 8 H Ir ] i SCaie = 1:19.6 1.5x3 1.5x3 II t.5x3 = 1.5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 7 5 4 Plate Offsets (X Y)-- f5.0-1-8 Edge] [11 :0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.11 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) 0.1511-12 866 240 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 8=603/0-3-8, 13=610/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/013-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13=-763/0, 2-12=01439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9= 536/0 16 3x6 = PLATES GRIP MT20 244/190 Weight: 65 lb FT = 20°I F, 11%E Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTekJ connectors. Tltis design is based only upon parameters shown, and is for an Individual building component, not aIfUsssystem. Before use. t11e building designer must verify the applicatAity of design ixxa neters and Ixoperiy incogxxate this design into tile overall buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracng 'MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI(TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12625013 TBO307 F15 Floor 10 1 Job Reference (optional) buuaers rirsraource, Tampa, ream -y, nu sa000 6 0-1-8 H 1— 4-0 1.5x3 I 1.5x3 = 1.5x3 = 3x4 = 1 2 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-1 IZrddUsrzgQofw?pXy_LIFI XYk5z5AW zgxdtmyDyw8 1-9-4 I0- 8-0 II3x4 = 1.5x3 ! 1.5x3 11 4x6 = 3 4 5 6 R- 3-S— Scale = 1:19.9 3x6 11 3x6 11 7 8 9 i i I 62: I 14 13 12 4X6 — 11 10 3x6 — 1.5x3 1 3x4 = 11- 1-4 LOADING ( psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/dell Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 0.12 13-14 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Harz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. ( lb/size) 9=597/0-3-8, 15=597/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3-4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7-8=-493/0, 8-9=-485/0 BOT CHORD 14-15=0/500, 13-14=0/1008, 12-13=0/1003, 11-12=0/805 WEBS 9-11=0/713, 2-15= 745/0, 2-14=0/422, 3-14=-355/0, 6-11=-477/0, 6-12=0/554, 5-12=-388/0 PLATES GRIP MT20 244/190 Weight: 67 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) 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." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek© connectors. This design Is based only upon parameters shounn, and Is for an individual building component, not a if LISS system. Before use, the b ilding designer must verify file applicability of design pat"ai A is and Ixoperly incogxmate this design into the overall p q buildingdesign. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional tem fxxary and permanent bracing rlYi iT ekeis always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systerns, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T72625014 TB0307 F16 Floor Qty t 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 H 1 7 4— 0 1.5x3 it 1.50 = 1.5x3 = 3x4 = 7.640 s Aug i 6 20i7 MIIek industries Inc. Thu Nov 30 15AT50 2017 rages I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-V U7DgzV UcH HH PpVCM ETD uznFwy47iUZfCKhAPCyDyw7 46 = 1.5x3 11 0-8-0 3-8 S le='1:18.9 5 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 4x6 = 4x6 = 7- 0 LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014ITP12007 CS1. TC 0.57 BC 0.61 WB 0.59 Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.12 Horz(TL) 0.03 loc) I/dell Ud 10 >999 360 10 >547 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 64 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-128(LC 4) Max Grav All reactions 250 lb or less at joints) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/0, 3-4=-2457/0, 4-5=-2457/0, 5-6= 2206/0 BOT CHORD 12-13=0/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13=-1099/0, 2-12=-629/108, 3-12=-2093/0, 3-11=0/1231, 4-11=-723/0, 5-9= 588/0, 5-10=-267/0, 6-8= 2296/0, 6-9=0/960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7= 450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7= 188 ontinued on a e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MiTek connectors. This design is based only u(<' on pararrieters shown, and Is for an Individual building component, not - a puss syslem. Before use, the Ixiilding designee must verify the applicability of design parameters and properly incogorate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web aid/or chord members only. Additional temporary and permanent bracing :p,yiViTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSIITPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Tlzszsola TBO307 F16 Floor 1 1 R.f.r.,,.. optional) Builders FirstSource, Tampa, Plant Grly, Flonda 3356b r.ovvs-9 iocvir m..—i iiusi ias, i.— ui ou i3.4 .3v 2vi 7 P7.,ea ID:08370akNCJU5ySDiQmCDdnydl l m-VU7DgzVUcHHHPpVCMETDuznFwy47iUZfCKhAPCyDyw7 LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7=450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-5=-450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-5=-450, 5-7=-188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13= 10. 1-7= 450 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mitakn connectors. this design is based only upon parameters shown, and is for an individual Lwilding comrronent not a muss syslenr. Before use, The building designer MUST verify the appllcobilily of design par meters and TAoperly incofpoi are this design into the overall p,q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brcx::ing M iiT ek• is alwaysrequired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625015 tional TB0307 FG1 Flat Girder 1 2 Job Reference omioers nrsraource, Tampa, runt "'Y: rivuoo 00000 .., .,.._ -.....___..._ ID:0837CakNCJU5ySDiQmCDdnydll m-zghbhb21W6NaP71z30wy_SQAKLnMQvRuwpR_QjyfyDyw6 2-8-B 5-1-8 7-6-6 9-11-9 12-4-9 14-11-12 17-6-15 _ 20-2-2 20-10-9, 2-S-S 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 2-7-3 2 8x14 MT20HS = 2x4 11 2x4 5x8 = 2x4 I 6xl2 MT20HS WB = 1 4x12 = 2 3 4 5 6 7 Scale = 1:36.2 3x8 = 5x12 = 2x4 3x4 8 9 10 it 22 23 -' 24 -" 25 26 21 1b Z6 2a ou 16 or o1 — .+ ro 4x6 7x10 = 3x6 II 5x12 5x6 = 2x4 II 5x12 = 2x4 II 7x10 = 11x4 II 2x4 11 20-10-9 2$ 8 5-1-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 _ 20-2-2 20r4-115 2$-6 25--0 2-5.0 2.5-0 2-5-0 2-7-3 27-3 27 3 0 2 13 0-5-9 Plate Offsets (X Y) j6.0 5 9 Edge) j10.0-3-8 0-1-8j (14.0-5-0 0-4-4) j19:0-3-12 0-2-0) (20:0-4-8 0-1-8j 21:0-4-8 0-3-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Veri(TL) -0.23 19-20 >626 180 MT20HS 1871143 BCLL 0.0 x Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, 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, Except: 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 6-0-0 oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1269/0-8-1, 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 Max Uplift22=-122(LC 4), 16=-296(LC 4), 13= 70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22= 2916/120, 1-2=-7146/209, 2-3= 7146/209, 3-4= 7903/229, 4-5= 7903/229, 5-6=-202/7132, 6-7=-202/7132, 7-8=-202/7132, 8-9=3096/60, 9-10=-3096/60, 10-11=-321/7, 11-12= 338/2 BOT CHORD 22-23=-17/393, 21-23=-17/393, 21-24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25-26= 296/ 10113, 19-26=-296J10113, 19-27=-48/1407, 18-27=-48/1407, 18-28=-48/ 1407, 17-28=-48/1407, 17-29=-48/1407, 29-30=-48/1407, 16-30=-48/1407, 16-31=-672/ 29, 31-32=-672/29, 15-32=-672/29, 15-33= 672/29, 33-34=-672/29, 14-34=-672/ 29, 14-35=-7/321, 13-35=-7/321, 12-13=-7/321 WEBS 1-21=- 207l7289, 3-21=-3231/95, 3-20=0/2090, 3-19=-2406/73, 5-19=-197/7074, 5-17— 14/ 1006, 5-16=-9297/272, 7-16= 519/96, 8-16= 6959/186, 8-15=-11/1198, 8-14=-96/ 4059, 10-14= 57/2990, 10-13=-863/91 NOTES- (14) 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 0-4-0 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=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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. Continued on WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERANCE PAGE M11.7473 rev. 1 aY03/2D15 BEFORE USE. This design is based only upon parameters shown, and is for an individual building component, not q® Design valid for use only with MITeka connectors. a tnrss system. Before use, The tx111ding designer must verify the ap- ikXIIARY of design rxirameters and properly incorpointe this design into tile. overall building design. Bracing indicated is io prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing a, ®i MiT ek• is alwaysrequired for stabilityand To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625015 T60307 FG1 Flat Girder 1 f2 Job Reference o tional Builders FirsiSource, Tampa, Plant City, Florida 33566 f b4U S Aug l b ZUI / Mn eK rnaUSrnes, inc. I nU Nov Ju rDf4CO r zu i i Page 2 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-zghb2lW6NaP7lz3Owy_SQAKLnMQvRuwpR_QjyfyDyw6 NOTES- (14) 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. Intemal) 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) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1 st 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) 1 st 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 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced); Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11= 70, 12-22=-20 - Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28=-143 29=-253 30=-143 31=-143 32= 253 33=-253 34= 143 35=-823(B= 794) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/o3/20fS BEFORE USE. Design valid for use only with MlTel<0 connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer nlUSt verify file (:iI4Acability of design Ixarameters and property incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M.iTe W is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. seeANSUTPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sul le 312. Alexandria, VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty Ply T126250161 T60307 H7A Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 64U 5 Aug 16 2V1 / MI1 etc Inausrrles, inc. i nu iNov 3v 10 4t:D4 4u i / rage i I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-Rs EzFeX18uX_f7eaUfV hzOtaVmnfARayfeAH U5yDyw5 9-10-1 4-8-7 Scale = 1:22.3 LX4 2x4 = 3x4 = 0- -6 5-1-9 9-10-1 0- -6 5-1-3 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.11 5-6 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0,02 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 39 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=445/0-4-3, 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Upliftl=-96(LC 4), 3=-108(LC 4), 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-925/234, 7-8= 888/247, 2-8=-829/232 BOT CHORD 1-10=-330/832, 10-11=-330/832, 6-11=-330/832, 6-12=-330/832, 5-12=-330/832 WEBS 2-6=0/308, 2-5=-903/358 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 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) 72 lb down and 98 lb up at 1-4-15, 21 lb down and 17lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47lb up at 4-2-15, and 100 lb down and 117lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 15 lb down at 4-2-15, 12 lb down at 4-2-15, and 41 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=42(B) 8=-2(F) 9_ 131(F=-72, B=-59) 11= O(F) 12=-40(F=-20, B=-20) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. I M3/2015 BEFORE USE. Design valid for use only with MiTeWD connectors. Thls design is based only upon parameters shown, and is for an individual building component, not -- - a taus system. Before use, file building designer must verily the applicability of design px:lraneters and p ioperiy Incogoiate this design into the overall building design. Siccing indicated is to prevent buckling of individual tiuss web and/or chord members only. Additional temporary and permanent bracing ;MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, dellvery, erection and bracing of muses and truss systems, seeANSIITPI I Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625017 H76 Diagonal Hip Girderoptional) Ref.n. TBO307 Builders FirstSource, I ampa, Flant Urty, Flontla'3'dS66 roves M.910 eV 1, — 1nM1 1111 ,. ,.... .+,., ,.,yam I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-Rs EzFeXiBuX_f7eaIJf VhzOtbimnfARXyfeAH U5yDyw5 1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 3x4 = LOADING(psf) SPACING- 2-0-0 CSL DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.03 6-7 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Veri(TL) 0.12 6-7 984 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Harz 2=117(LC 22) Max Uplift4= 89(LC 4), 2=-154(LC 4), 5=-66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9=-996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12= 297/998, 7-13=-297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-6=- 1043/310 9-10-1 Scale = 1:21.1 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 5-8-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 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) 78 lb down and 110 lb up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, B=-18) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only With MiTekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not o truss system. Before rise, the building designer must verify file a1X-liCOIA1111y of design fy.1ianeters and properly Incorporate this design into the overall i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord m gembersonly. Additional temporary crud permanent bracing --I V i iTek' is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T12625078FJobHJtJack -Open 4 1 JobR.f.re.(opfional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s nug io cuu mi.eR industries, Inc. MW NUV JU :tjZ,.I, ago , ID:0837CakNCJU5ySDiQmCDdnyd1 l m-v3oLS_YNvCfrGHDn2NOwWbPpGACly_T6ulvgOXyDyw4 0-10-9 1-5-0 0-10-9 Scale = 1:6.1 3x6 = LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.00 2 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 2=228/0-4-9, 4=-51/Mechanical Max Horz2=50(LC 8) Max Uplift2=-167(LC 8), 4= 51(LC 1) Max Grav2=228(LC 1), 4=52(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 0-10-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Corner(3) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 2 and 51 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03MI S BEFORE USE. is based shown, and is for an Individual building component, notDesignvalidforuseonlywithMilek(,h) connectors. This design only upon parameters this design into II'le overallatrussSySten). Before LISo. the bUildlrlg desigl"ler must verify the applicability of design 1xita meters and properly Incorporate building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temr>0rary and permanent bracing Ni.Tek" is always required for stahlllty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the delivery, erection and bracing of trusses and truss systems, seeANSIJTPi I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. fabricaflon, storage, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314, Tampa. FL 33610 Job Truss Truss Type Ply T126250197JobReferenceTBO307HJ7DiagonalHipGirder Qty 5 optional) Builders FirslSource, Tampa, Plant Grly, Honda 33566 r.ovv s mug i o zu i r mil — muusuros, u,c. mm ov to-- v 1 V. ID:0837CakNCJU5ySDiQmCDdnydl1m-OFMkgKY?gVniuQozb4X92pywoZSFeLfF7yfOY_yDyw3 1.5_p 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22.4 to .1 xn i 3x4 = 3x4 = 5-1_9 4-8-7 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.11 6-7 999 180 BCLL 0.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz2=176(LC 4) Max Uplift4=-110(LC 4), 2= 148(LC 4), 5=-89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/191, 8-9= 767/210, 3-9= 757/196 BOT CHORD 2-11— 278/756, 11-12=-278/756, 7-12=-278/756, 7-13=-278/756, 6-13=-278l756 WEBS 3-7=0/292, 3-6=-821/301 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 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) 74 lb down and 104 lb up at 1-4-15, 74 lb down and 104 lb up at 1-4-15, 44 lb down and 47 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 Ito down at 4-2-15, 12 lb down at 4-2-15, and 39 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 10= 118(F=-59, B=-59) 13= 39(F=-20, B=-20) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. _ Design valid for use only with MiTek!) connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not - a iruSS system. Before use, the builditxg designer must verify the applicability of design lxnrcnneters and ploperly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing `. ffek` is always readied for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trines and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ' City Ply T72625020 T60307 T01 Hall Hip Girder 1 1 . Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.b4u s Aug i b 20 i r mi i ex inousui-, me. i i 30 :4,.o" cv I i age I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-O FMkgKY?g V niuQozb4X92pyyHZPreGXFlyfOY_yDyw3 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 _ 14-8-p 1-0-0 3-10-14 3-1-2 3-6-4 3-9-12 d-4-ri 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.75 BCLL 0.0 * Rep Stress Incr NO WB 0.72 BCDL 10.0 Code FBC2014/TP12007 Matrix) 4% = 3x4 = Scale = 1:26.4 3x8 = 4 10 it 12 o 3x8 = 3-9- 3x6 11 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.07 2-9 >999 240 MT20 244/190 Vert(TL) -0.22 2-9 >760 180 Horz(TL) 0.04 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0-4-0, 2=1115/0-8-0 Max Horz2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10=-2054/531, 5-10= 2054/531, 5-11=-1626/436, 11-12= 1626/436, 6-12=-1626/436, 6-7= 1235/380 BOT CHORD 2-9=-649/2227, 9-13=-436/1626, 8-13= 436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9= 128/523, 5-8= 847/351, 6-8=-505/1879 Weight: 71 lb FT = 20% Structural wood sheathing directly applied or 3-7-1 oc puffins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint 7 and 333 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) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11-0-12, and 135 lb down and 125 lb up at 13-0-12 on top chord, and 374 lb down and 83 lb up at 7-0-0, 87 lb down at 9-0-12, and 87 lb down at 11-0-12, and 87 lb down at 13-0-12 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 (plf) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4=-1 35(B) 9=-374(B)10=-135(B)11=-135(B)12=-135(B) 13=-63(B)14=-63(B)15= 63(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 111ILMS_ Design valid for use only with MITek,.13) connectors. This design Is lased only upon parameters shown, and is for an Individual building component, not - a buss system. Before use, the building designer must verify the alhlicability of design fxnametersand properly Incorporate this design into the overall Wii building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing : ffek' Is always required for statAlity and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandrla. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625021 TB0307 T02 Hall Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:55 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-sRw6tgZdRpvZW aN99n20bOV74zmwNq FOMcOx5QyDyw2 i 4-10-14 9-0-0 14-4-0 _ 1p-8- 1-0-0 4-10-14 4-1-2 5-4-0 4x6 = 10 Scale = 1:26.2 3x4 = 3x6 = 3x8 = 2x4 11 9-0-0 14-4-0 1p-8-p 9-0-0 5-4-0 6-4 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.14 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) -0.38 2-7 >440 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 69 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-14 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-0-4 oc bracing. REACTIONS. (lb/size) 6=619/0-4-0, 2=721/0-8-0 Max Horz2=147(LC 8) Max Uplift6=-174(LC 8), 2= 225(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8= 1258/587, 3-8= 1226/598, 3-4=-800/332, 4-9=-707/352, 9-10=-706/352, 5-10= 706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=-468/356, 5-7=-388l791 NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exierior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. in Design valld for use only with MITek6 connectors. This design Is based only upon parameters shown, and Is for an InclMdual building component, not 0013 a It system. Before rrse, the brxldiing designer must verify file apl-Aicahility of design parameters and properly incor onate this design Into the overall iii building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erec lion and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-87 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Qty PIYT12625022 T 00307 T03 TTrussTypeon 4 1 JobRefer ence(optio nal) 4 . Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15.age I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-KeU U50aFB71 Q7kyLj Vad7E 117N84616YaG8U dsyDywt 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 1_0.0 5-7-4 5-0-12 5.0.12 5-7-4 O1 3x4 = 3x4 = 3x4 = 4x6 = 3x4 = Scale = 1:38.3 7.3-8 14-U-t3 7-3-8 g_9_0 73-8 Plate Offsets (X Y) 2:0 1 0 Edge) (6:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deal Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1584/582, 3-10=-1509/596, 3-11=-1385/582, 4-11=-1296/593, 4-12=-1307/623, 5-12=-1397/605, 5-13=-1497/625, 6-13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7-8=-214/898, 6-7=-456/1342 WEBS 4-7= 193/522, 5-7= 339/267, 4-9= 182/505, 3-9=-331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1I-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTeM, connectors. This design is lased only upon parameters shown, and is for an Individual building component, notatrusssystem. Before. use, the buildimg designer must verify the opplia:t15111ty of design parameters and properly incortorate this de gn into the overall p,rbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :IV6 iCkP is always required for stability and to prevent collapse with posslhle personal injury and property damage. For general guidance regarding the faNicatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss TypeTBO307T04Common7Job Builders FirslSource, Tampa, Plant City, Florida 33566 1-0-0 + _ 5-7-4 1-0-0 5-7-4 10-8-0 5-0-12 4x6 = 64C, s nuy i o 20, 7 Mi i en ;,- i i.0 74u4 o0 ZU, ; ..eo n I D:0837CakNCJ U5yS DiQmCDdnyd l l m-og2s I MbtyQ9H IuXYHC5sg RaU8nU V rkShpwt291yDyw0 5-0-12 5-7-4 . 1-0-0 Scale = 1:38.5 3.4 = 3x4 = 3x4 = 3x4 = axv — 21-4-0 7-3-8 17a Plate Offsets (X Y) 2:0 1 0 Edge](6 0-1-0 Edger LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 2-10 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Veri(TL) 0.20 2-10 999 180 BCLL &0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 ri/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=98(LC 11) Max Uplift2= 228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11=-1578/565, 3-11=-1503/579, 3-12=-1379/565, 4-12= 1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14=-1503/579, 6-14=-1578/565 BOT CHORD 2-10=-402/1323, 9-10=-182/892, 8-9=-182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5-8— 331/263, 4-10=-186/506, 3-10=-331/263 Structural wood sheathing directly applied or 4-4-7 oc puffins. Rigid ceiling directly applied or 9-0-4 oc bracing. NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0372015 BEFORE USE. Design valid for use only with MiTekJ connectors. ]his design Is based only upon parameters shown, and is for an individual building component, notatrusssystem. Befare use, the building designer must verify the alahliCUTAlity of design txiiameters and properly incorporate this design Into the ovelail building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing .MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI i Quality Criteria, DSB-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty PIII Y rl2szsoz4 TBO307 T04A Common Girder 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 i.o4u s Aug 16 zu i i mil ex mourner, mc. I flu Nv U I- - o au, , ; ag& ID: 0837CakNCJU5ySDiQmCDdnydl I m-GOcEW ibVjkH8N26kgwc5Df6eJBrAagar2adbhlyDyw? 1- 0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1- 0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1:39.1 4x6 = 3x4. = 12 3x4 0x4 — 2x4 11 3x8 — 2x4 LOADING ( psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPi2007 CSI. TC 0.41 BC 0.47 WB 0.33 Matrix) DEFL. in Vert( LL) -0.04 Vert( TL) -0.14 Horz( TL) 0.06 loc) I/deft Ud 9 > 999 240 9- 11 >999 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 102 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SIP No.3 REACTIONS. ( lb/size) 2=986/0-8-0, 6=986/0-8-0 Max Horz 2= 98(LC 32) Max Uplift2=-243(LC 8), 6=-243(LC 9) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1596/317, 3-4=-1097/255, 4-5=-1097/255, 5-6= 1596/318 BOT CHORD 2-12=-288/1335, 11-12=-288/1335, 10-11=-288/1335, 9-10=-288/1335, 8-9=-199/1335, 8- 13= 199/1335, 6-13= 199/1335 WEBS 4-9=-97/585, 5-9=-512/217, 3-9=-512/216 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 tali by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by other's) of truss to bearing plate capable of withstanding 243 lb uplift at joint 2 and 243 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 lb down and 72 lb up at 0-8-0, and 42 lb down and 72 lb up at 20-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-7=-70, 2-6=-20 Concentrated Loads (lb) Vert: 12=38(F) 13=38(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for on Individual building component, not abusssystem. Before Lrse, the building designer mustverify the applicability of design parameters and properly incofr orate this design into tine overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional tem{wrary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the Blvd.tat dcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and BCSI Building Component Tam4.pa, 6904 Parkrke EastEast FL33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 2231. Job Truss pe Qty Ply T72625025 TB0307 T07 ]7HaffHip irder i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 i.a4o s Aug 16 20i i Mi ex industries, inc. mu Nov — io.vr.oa cv i r ruye , I D:0837CakNCJU5ySDiQmCDdnydl 1 m-kDAdj2c8U1 P??ChwOd7KlsfoEaDAJfq_HEMBEByDyw_ 1-0-0 3-9-4 7-0-0 10-10-7 1-0-0 3-9-4 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=l' 3x4 = 7 c 2x4 11 3x8 = 10-10-1 7-0-0 6-4-16 3-5-2 0-0-6 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.13 2-7 >618 180 BCLL 0.0 ' Rep Stress incr NO WB 0.14 Horz(TL) 0.00 6 n/a rVa BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 58 lb 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) 6=77/0-4-15,2=362/0-8-0,7=1067/0-11-5 Max Horz 2=165(LC 8) Max Uplift6=-129(LC 4), 2=-70(LC 8), 7=481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176,4-7=-476/275 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 6, 70 Ito uplift at joint 2 and 481 lb uplift at joint 7. 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) 124 lb down and 139 lb up at 7-0-0, and 124 Ito down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117lb up at 7-0-0, and 24 lb down and 141 lb up at 8-7-3 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 (plf) Vert: 1-4=-70, 4-5=-70, 2-6=-20 Concentrated Loads (lb) Vert: 4=-124(B) 7=-325(B) 8=-124(B) 9=96(B) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek8 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a toss system. Before use, the building designer must verity the applicabilityof design px rameters alxl property incoq>onate tins design into the overall to buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' buildingdesign. Bracing Indicated is prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPit Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Job Truss Truss Type Qty PN T12625026 TB0307 T08 Hip Girder 1 1 Job Refere Lopll.,.IL builders Firsibource, I ampa, mart cny, rionoa ss000 I D:0837CakNCJ U 5ySDiQmC Ddnyd l l m-CPj?wNdm FLXscLFlyLeZ14COo_Uz26g8Vu6ildyDyvz 1.-0-0 3-9-4 7-D-0 8-8-0 11-10-12 15-8-0 16-8-0 1-0-0 3-9-4 3-2-12 1-8-0 3-2-12 3-9-4 1-0-0 Scale = 1:29.5 4x6 = 4x6 = 3x4 ! 3.4 — 3.4 Plate Offsets (X Y) 7.0-0 j2'0 2 10 0 1 8j jT0-2-10 0-1-81 1-8-0 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.07 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.20 2-10 >927 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-3-8, 7=1197/0-3-8 Max Horz2=67(LC 7) Max Uplift2=-552(LC 8), 7=-552(1_C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4-5=-1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2-10=-929/1774, 9-10=-817/1583, 7-9=-868/1774 WEBS 3-10=-293/211, 4-10= 206/425, 5-9=-207/425, 6-9=-294/211 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18-, MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, and 243 lb down and 258 lb up at 8-8-0 on top chord, and 250 lb down and 228lb up at 7-0-0, and 250 lb down and 228 lb up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4= 196(F)5=-196(F)10=-229(F) 9= 229(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/0342015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameiers shown, and Is for an Individual building component, not - a tn.rss system. Before rrse, the bdlding designer nxrst verify the apliicability of design parameters cord properly incat:rorate this desk3n into the overall ®®® building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. 33610 Job Truss Truss Type Qty Ply T12625027 TB0307 T09 Common i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 1 7-10-0 1-0-0 7-10-0 3 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:01 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-gbHN8jeOOfgjEVgJW29ogHkOVOo4nZ9HkYrFH4yDyvy 7-10-0 4x6 — 3x6 = 2x4 11 3x6 1-0-0 , Scale = 1:29.3 1T0 7.10-0 15-8-0 7-10-0 7-10-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.29 2-6 642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-6-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=772/0-3-8, 4=772/0-3-8 Max Horz 2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) FORCES. (lb) - Max. Comp:/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-994/360, 7-8=-872/368, 3-8=-844/382, 3-9=-844/382, 9-10=-872/368, 4-10=-994/360 BOT CHORD 2-6=-180/775, 4-6=-180/775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use, only with MlTekcj connectors. This design is based only upon Parameters shown, and is for an individual building component. not -- a tam rsssyste. Before use, the (wilding designer must verify the applicability of design parameters and puopedy incofp rate this deskgn into the overall building design. Bracing indicated is to prevent txtckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mi'Tek" Is always required for stability, and to prevent collapse with IwssiNe personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Pry T12625028 TB0307 T10 Common 3 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug 16 Lul t nv i eK industries, mc. r nu Nov su 15 48 vi 201 r rage i ID:0837CakNCJU5ySDiQmCDdnydl l m-gbHN8jeOOfgjEVgJW29ogHkOdOovnZ9HkYrFH4yDyvy 1-0-0 7-10-0 15-8-0 _ 1-0-0 7-10-0 7-10-0 - Scale = 1:28.7 4x6 = I 0 3x6 = 2x4 II JZO — 7-10-0 7-10-0 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 604 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP NO.2 `Except" TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz 2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1012/367, 6-7= 890/375, 3-7= 862/389, 3-8=-857/407, 8-9=-888/391, 4-9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227/791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/012015 BEFORE USE. Design vaiid for use only with MilekS connectors. This design is based only upon parameters shown, and is for an Individual building component, not AWNainrsssystem. Before rise. the building designer must verify the applicability of design parameters and pioleriy incorporate this design into the overall building design. Bracing indicated Is to Prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing-:MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IIUSS systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625029 T80307 T11 Monopitch Girder 1 1 Job Reference (optional) builders HrS150Urce, i ampa, runt uny, rioriaa soot .1 ^• - ID:0837CakNCJU5ySDiQmCDdnydl l m-9oK56nyoasfPV3mh1 NVHMTo7QWwPQzBbppWyDyvx 3-7-8 3-4-8 Scale = 1:22.4 sxo 11 4x6 = 3-7-8 7-" 3-7-8 3-4-8 Plate Offsets (X Y)-- 15 0-4-8 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 40lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-278(LC 8), 4=-346(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1824/358 BOT CHORD 1-6=-421/1596, 5-6=-421/1596, 5-7=-421/1596, 4-7=-421/1596 WEBS 2-5=-270/1392, 2-4= 1793/472 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 346 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) 673 lb down and 165 lb up at 1-4-12, and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at 5-4-12 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 IF) 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=-70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-673(B) 6=-673(B) 7=-673(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekn connectors. This design Is based only upon parameters shown, and is for an Individual building component. not - a truss system. Before use, the building designer must verify the apiAicahuTily of design pxlramelers and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additionat temporary and permanent bracing-'MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625030 TBO307 T12 Hip Girder 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi i ex industries, Inc. Thu Nov .w 15 48 03 2017 Page 1 1 D:0837CakNCJU5ySDiQmCDdnydl 1 m-d_P7ZPfeYGwRTp_idTCGwigTmCTMFMJaBrKMMyyDyvw Ft 3-9-4 7-0-0 12-4-9 + 17-7-7 23-0-0 26-2-12 30-0-0 31-0-Q 1-0-0 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 Scale = 1:54.9 4x6 = 5x8 = 3x4 = 5x6 a nn 4 5 16 6 17 18 7 3x8 % 15 14 le 1' 3x12MT20HS 5x8 = 6x12 MT20HS= 5x6 = 5x8 = 2x4 11 7-0-0 17-7-7 30-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Ved(TL) -0.68 12-14 >523 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 9 n/a rVa BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except* TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc pudins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Horz2=-67(LC 32) Max Uplift2= 741(LC 5), 9=-1108(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171/1559, 3-4=-3928/1526, 4-5=-3539/1412, 5-16= 5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18=-4141/2146, 7-18=-4142/2146, 7-8=-4594/2336, 8-9=-4821/2350 BOT CHORD 2-15— 1393/3663, 14-15= 2272/5514, 13-14=-2272/5514, 13-19=-2272/5514, 19-20=-2272/5514, 12-20=-2272/5514, 12-21= 2782/5962, 21-22=-2782/5962, 11-22=-2782/5962, 9-11=-2043/4241 WEBS 4-15= 550/1429, 5-15=-2426/1167, 5-14=-101/644,•5-12=-831/695, 6-12= 104/555, 6-11=-2223/901, 7-11=-669/1428, 8-11=-283/227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 1108 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) 124 lb down and 139 Ib up at 16-11-4, 124 lb down and 139lb up at 18-11-4, and 124 lb down and 139lb up at 20-11-4, and 243lb down and 258lb up at 23-0-0 on top chord, and 1282lb down and 366lb up at 15-8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb down and 141 lb up at 18-11-4, and 24 lb down and 141 lb up at 20-11-4, and 250 lb down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard ontinued on page 2 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1W3/2015 8EFORE USE. Design valid for use only with MiTek@ connectors. this design is based only upon parameters shown, and is for an Individual Wilding component, not a truss system. Before Use. the building designer must verify the ap plicabilily of design parameters and properly incoq.wraie this design into the overall ,A building design. Bracing indicated Is to prevent Iwckting of Individual truss web and/or chord members only. Additional temporary and permanent bracing '7YPiTe W is always required for stability and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 lob Truss Truss Type Qty Ply T12625030 T60307 T12 Hip Girder 1 1 Job Reference (optional) eunaers rirstaource, Tampa, Flan cry, Fionaa aaoee 64U 5 Aug 16 2U7 / MI I ek InausIrleS, Inc. I nU NOV 3U Ib'48:U3 2UI / Yage 2 ID:0837CakNCJU5ySDiQmCDdnydl l m-d_P7ZPfeYGwRTp_idTCGwigTmCTMFMJaBrKMMyyDyvw LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-7=-70, 7-10=-70, 2-9= 20 Concentrated Loads (Ib) Vert: 7=-196(F) 11 =-229(F) 16=-1 24(F) 17= 124(F) 18=-1 24(F) 19=-1 282(F) 20=96(F) 21=96(F) 22=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/0"OI S BEFORE USE. Design valid for use only with Milek(D connectors. This design is based only upon parareters shown, and is for an individual building component, not r- a III. system. Before use, the huilding designer must verify the applicability of design paraineteis and poperty incoqpxate this design into file overall Tbuildingdesign. Brac6lg indicated is to Prevent twckling of individual truss web aril/or chord members only. Additio al temporary and permanent Uracing 'MiT- eka Is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625031 TBO307 T13 Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:04 2017 Page 1 1 D:0837CakN CJ U5yS DiQmCDdnyd 11 m-5Az W mlgGJa2H5zZuBAj V SwMezbnw_gTj QV4vuOyDyvv i1-0-0 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 ,31-0-0 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0' Scale = 1:53.5 4x6 = 3x8 = 4x6 = 15 ' 16 Tl 0 3x6 = 13 n ru 3x6 = 3x8 = 3x4 = 3x8 = 2x4 II 9-0-0 15-0-0 9-0-0 2o-0 21-0-0 6-0.0 3u-u+l 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2470/1060, 3-14=-2424/1076, 3-4=-2148/920, 4-15=-1874/891, 5-15=-1874/891, 5-16=-1874/891, 6-16=-1874/891, 6-7=-2148/920, 7-17= 2424/1076, 8-17=-2470/1060 BOT CHORD 2-13= 865/2148, 12-13=-765/2228, 11-12= 765/2228, 10-11=-765/2228, 8-10=-872/2148 WEBS 3-13=-334/295, 4-13=-172/602, 5-13=-540/244, 5-10= 540/244, 6-10= 172/602, 7-10= 334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev. 10/03/2015 BEFORE USE. ® Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil" a trtrss system. Before use. the bxeldhng designer must verity the applicat-ilily of design Irameters and properly incofporale this design into tine overall fq iT ii building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing 'Mi ek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty= Job T12625032 TB0307 T14 Hip 2 ence (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 /.b4V s Aug lb evi / Mi ek inausu as, a c. Tiiu Nu, a 15.48.05 20, i F,Ve I D:0837CakNCJU5ySDiQmCDdnydl 1 m-ZNXu_5hu4tA8j784luEk?7vpW?BfjKitf9pTQryDyvu 1-0-0 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0 1-00 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 1 To' m 411 0 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = 13 12 1V a 3x6 = 2x4 3x4 = 3x6 3x8 = 2x4 II 5-9-4 11-0-0 19-0-0 24-2-12 5-9-4 5-2-12 8-0-0 5-2-12 5-9-4 Plate Offsets (X Y)-- 4:0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.12 10-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.40 10-12 >889 180 BCLL 0.0 * Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-1 01 (LC 10) Max Uplift2=-280(LC 12), 7=-280(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=-1972/850, 4-15= 1824/868, 4-16= 1701/854, 16-17— 1701/854, 5-17=-1701/854, 5-18= 1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10=-794/2139, 7-9=-794/2139 WEBS 3-12= 515/300, 4-12=-74/465, 5-10= 73/465, 6-10=-514/300 NOTES- (8) 1) Unbalanced roof live 'loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEX REFERANCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an Individual building component. not a tnrss system. Before use, the building designer must verify the aI:4Aica1:-4lity of design parameters and plopedy incorporate this design Into the overall YYYlll YYYi building design. &acing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty T12625033 TBO307 T15 Hip 2 iFJ.bR.f.,.nce(optional) P Builders FirstSource, Tampa, Plant City, Florida 33566 I.64u s Aug 1 e zur r Mi i ex inausmes, inc. Thu Nov 30 i5.48.05 20 i i Payn I ID:0837Ca1kNCJU5ySDiQmCDdnyd1 l m-ZNXu_5hu4tABj784luEk?7voP?AjjFYtf9pTQryDyvu r1-0-0 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 ,31-0-0 1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0 5x8 = 4x6 = Scale = 1:53.5 ro 1170 3x6 = 13 12 lu a 3x6 = 2x4 I 3x4 — 3x8 = 2x4 11 3x4 = 6-9-4 13-0-0 1 I-0-0 I z:rz- 14 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X Y)-- 14 0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TQ -0.31 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 157 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-1 5=-1 670f794, 4-5=-1503/793, 5-16=-1671l794, 6-16= 1783/773, 6-17=-2371/955, 7-17= 2466/936 BOT CHORD 2-13=-737/2107, 12-13=-737/2107, 11-12=-416/1502, 10-11= 416/1502, 9-10= 746/2106, 7-9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-10= 149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1), Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 Ito uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek8 connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design Ixtrar peters and popery incorporate this design into the overallbuildingdesign. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing-MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the e East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandria, VA 22314. 33610 Job Truss Truss Type Oty Ply T12625034 T80307 T16 Common 8 I 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.b4o s Aug r b eui / mi eK mousmes, inc. Thu Nov — ia.vc.vo co 17 Fuge i I D:0637CakNCJ U5yS DiQmC Ddnyd 11 m-1 Z5GBRiXrBI?KGjGI blzXLSvoPVmSm6OupZOzHyDyvt 1-0-0 7-9-4 15-0-0 22-2-12 30-0-0 ,31-0-Q 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0 4x6 = 6.00 12 Scale = 1:52.6 3x6 = xo — 3x4 = 4x6 = 3x4 = 10-2-3 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 Vert(ILL) 0.35 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.71 2-12 506 180 BCLL 0.0 " Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=135(LC 11) Max Uplift2= 309(LC 12), 8= 309(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14=1946/832, 5-14=-1941/844, 5-15= 1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12=-614/2016, 12-17=-283/1326, 11-17=-283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10=-634/2016 WEBS 5-10= 271/820, 7-10=-522/380, 5-12=-271/820, 3-12=-522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOIO O15 BEFORE USE. _Ed Design valid for use only with MllekO connectors. This design Is based only upon parameters shown. and is for an Individual building component, not SLAM[ a In= system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing - MiTek' Is always required for stability and to prevent collapse with possitale personal injury and property damage. For general guidance regarding the fabilccttion. storage, delivery, erection and bracing of trusses and buss syslei ns, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625035 TBO307 T17 HIP 1 1 Job Reference (option at Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2u1 / Mi I ex maustnes, Inc. i nu Nov su tb:va:ve ev1 i rage i I D:0837CakNCJ U5ySDiQmC Ddnyd 11 m-zxCOc6j nNoYjaatfQOnRdmXDhD7LwZPJ L7271 AyDyvr 1-1-0-0 3-9-4 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 26-2-12 30-0-0 ,31-0-2 1-0-0 3-9-4 3-2-12 4-0-14 3-11-2 3-11-2 4-0-14 3-2-12 3-9-4 1-0-0' Scale = 1:53.5 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 6.00 12 4 18 b 19 0 20 r 21 8 co6 ci 10 2 11 c? j1 1d o 6 17 22 15 23 15 74 24 13 25 72 5x8 = 5x8 = 3x8 = 2x4 11 4x10 MT20HS = 2x4 3x8 = 3x8 = 7-0-0 11-o-14 15-0-0 18-11-2 23-0-0 30-0-0 7-0-0 4-0-14 3-11-2 3-11-2 4-0-14 7-0-0 Plate Offsets (X Y)-- f2:0-1-11 Edger (10:0-1-1 i Edger LOADING (psf) SPACING- 2-0-0 CST. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 160 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=240610-4-0, 10=2648/0-4-0 Max Horz 2=67(LC 7) Max Uplift2=-1060(LC 8), 10=-926(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18=-3951/1957, 5-19=-5799/2416, 6-19=-5799/2416, 6-20=-5799/2416, 7-20=-5799/2416, 7-21=-4439/1684, 8-21= 4439/1684, 8-9=-4925/1833, 9-10= 5086/1830 BOT CHORD 2-17=-1868/3978, 17-22=-2374/5156, 16-22=-2374/5156, 16-23= 2374/5156, 15-23=-2374/5156, 14-15=-2374/5156, 14-24— 2108/5565, 13-24=-2108/5565, 13-25=-2108/5565, 12-25=-2108/5565, 10-12= 1563/4429 WEBS 3- 17=-294/267, 4-17=-634/1435, 5-17=-1660/690, 5-14— 7/895, 6-14=-548/311, 7-14=- 329/380, 7-13=0/313, 7-12=-1553/735, 8-12=-499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. 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) 243 lb down and 258 lb up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 11-0-12, 147 lb down and 149 lb up at 13-0-12, 147 lb down and 149 lb up at 15-0-0, 147 lb down and 149 lb up at 16-11-4, 147 lb down and 149 lb up at 18-11-4, and 147 lb down and 149 lb up at 20-11- 4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0- 12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11- 4, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." continued on Dace 2 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1070372015 BEFORE USE. IRMS_ Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before Use. the Ixtilding designee must verify the applicaNlity of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing :M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of incases and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 2x4 i 2x4 3 < 9 Job Truss Truss Type Qty Pry T12625035 T80307 T17 HIP 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant (;rly, Florida 33566 s Hug t o— It miuk muUS—";—. inu io.-r I, V I D:0837CakNCJU5ySDiQmCDdnyd11 m-zxCOc6jnNoYjaatfQOnRdmXDhD7LwZPJL7271 AyDyvr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8=-70, 8-11= 70, 2-10=-20 Concentrated Loads (lb) Vert: 4= 196(B) 8=-218(B) 17=-229(B) 5=-124(B) 16=96(B) 14=-72(B) 6=-147(B) 13= 72(B) 7=-147(B) 12=-424(B) 18=-124(B) 19= 147(B) 20=-147(B) 21= 147(B) 22=96(B) 23=-72(B) 24=-72(B) 25= 72(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. fff!!! Design valld for use only wdh Mllek* connectors. this design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use. the building designer must verity the appticabaity of design parameters and hlopeily Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i;e k• Is always required for stabilityand to prevent collapse with possible personal inlury and hlopei ty damage. For general guidance regardh-vg the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and buss systems, sc.eANSI/TPI t Quality Criteria, D58-89 and BCSI Budding Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12625036 T80307 T18 Common Girder 1 1I Job Reference (optional) CUIWOFS Fnstaource, Tampa, viam uny, rwnoa s6bbb r— 1 9 1. — 1 1-1—" o ..". -— . . .a= I D:0837CakNCJ U5ySDiQmCDdnydl 1 m-R8mPpSkP86gaBkR r_kJg9z4VpcUpf 5sSanngZcyDyvq 1-0-0 4-4-4 8-2-0 11-11-12 16-4-0 1-0-0 4-4-4 3-9-12 3-9-12 - ' 4-4-4 Scale = 1:30.9 4x6 11 3x6 = 6x8 = 1 4x6 = 6x8 = 3x6 = 5-7-8 10-8-8 16-4-0 5-7-8 5-1-0 5-7-8 Plate Offsets (X Y)-- f7:0-3-8 0-4-81 f9:0-3-8 0-4-8) LOADING(pst) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.07 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -0.20 7-9 >950 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.55 Horz(TL) 0.05 6 n/a rda BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 87 lb FT = 20% LUMBER- ' BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=1785/0-3-8, 2=1519/0-3-8 Max Horz 2=81(LC 8) Max Uplift6=-352(LC 9), 2=-331(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2704/542, 3-4=-2547/538, 4-5=-2798/580, 5-6=-2945/585 BOT CHORD 2-10=-496/2354, 10-11=-496/2354, 11-12=-496/2354, 9-12=496/2354, 9-13=-279/1680, 13-14=-279/1680, 8-14=-279/1680, 7-8=-279/1680, 7-15=-473/2591, 15-16=-473/2591, 16-17=-473/2591, 6-17= 473/2591 WEBS 4-7= 302/1440, 5-7=-276/172, 4-9=-235/1023, 3-9=-252/178 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 352 lb uplift at joint 6 and 331 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) 24 Ib down and 14 lb up at 1-1-1, 109 lb down and 37 lb up at 3-1-1, 199 lb down and 51 lb up at 5-1-1, 289 lb down and 64 lb up at 7-0-12, 289 lb down and 64 lb up at 9-0-12, 289 Ib down and 64 Ib up at 11-0-12, and 289 Ib down and 64 Ib up at 13-0-12, and 289 Ib down and 64 Ib up at 15-0-0 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 (plf) Vert: 1-4= 70, 4-6=-70, 2-6=-20 Concentrated Loads (lb) Vert: 10= 24(B)11=-109(B)12=-199(B) 13=-289(B) 14=-289(B)15= 289(B)16=-289(B)17=-289(B) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. ELAMDesignvalidforuseonlywithMiTek(J connectors. This design is based only upon parameters shown, and Is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Addiilonal Temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T12625037 T80307 T1&4 GABLE 1 y 1 Job Reference (optional) amiders Hrsisource, i ampa, Flan crry, rionaa xat>eti r. . ray o — , .- - „„w, .'". , — — I D:0837CakNCJU5ySDiOmCDdnydl 1 m-wKKnl oil uQoRpu02XRgviBcjKOt3OdfcoRXE62yDyvp 1-0-0 4-4-4 8-2-0 11-11-12 16-4-0 17-4-0 1-0-0 4-4-4 3-9-12 3-9-12 4-4-4 1-0-0 Scale = 130.4 4x6 = 1T0 3x4 3x8 = = 3x4 8-2-0 16-4-0 8-2.0 8-2-0 Plate Offsets (X Y)-- 10 0-1-15 0-1-01 [18 0-1-15 0-1-01 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.08 6-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.22 6-9 >882 180 BCLL 0.0 Rep Stress Incr NO WB 0.19. Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=766/0-3-8, 6=766/0-3-8 Max Horz 2=-77(LC 6) Max Uplift2=-195(LC 8), 6=-195(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1188/270, 3-4=-883/186, 4-5=-883/186, 5-6=-1188/270 BOT CHORD 2-22=-242/1008, 9-22=-242/1008, 8-9= 172/1008, 8-23=-172/1008, 6-23=-172/1008 WEBS 4-9=-59/507, 5-9=-330/198, 3-9= 330/198 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=5.Opst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); 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 ANSUTPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 2 and 195 lb uplift at joint 6. 9) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 70 lb up at 0-8-0, and 43lb down and 70 Ito up at 15-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-7=-70, 2-6=-20 WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek D connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A TIV9ak' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625037 TBO307 TIM GABLE 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant city, Flontla 33566 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 22=36(F) 23=36(F) y io ev,7 miieni i—i—,mu.v ov -.Y —„ ,oy. I D:0837CakN CJ U5yS DiQmCDdnydl l m-wKKn1 o11 uQoRpu02XRgvi Bcj KOt3OdfcoRX E62yDyvp WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valld for use only with MiTekO connectors. This design is based only upon paramelers shown, and Is for an Individual building component, not - -= a truss system. Before use.. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625038 T60307 Vol Valley 2 1 Job Reference o tional Builders FIrS1SOUTCe, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:48:10 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-wKKnl oil uQoRpu02XRgviBckx0?90ggcoRXE62yDyvp 4-0-0 2x4 i 2x4 II Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3= 55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb 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) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10703/2015 BEFORE USE. Design valid for use only with MlTekc9 connectors. This design is based only upon parameters shown, and is for an individual Wilding component, notaIfisssystem. Before use, the building desigl rot must verily the Upplicability of design parameters and prolo l I incorporate this design into the overallAdditionaltemporaryandbracing MiTek' building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. permanent to collapse with possihte personal injury and property damage. For general guidance regarding theisalwaysrequiredforstabilityandprevent fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPit Quality Criteria, DSB.89 and SCSI Building Component e East Blvd. Tampa, 6904 ParkeEast Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type ' Qty Ply T12625039 TB0307 V02 Valley 2 1 Job Reference (optional) Builders FirslScurce, Tampa, Plant City, Florida 33566 2x4 i 2-0-0 7.640 s Aug 16 2017 MiTek Industries. Inc. Thu Nov 30 15:48:11 2017 Page 1 I D:0837CakNCJ U5yS DiQ mC Dd nyd l l m-O W ug E8mffjwl R2bE59L8E09y?QOA77w115GneU yDyvo LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-it-8,3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb.) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 6 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25it; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) 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) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 21 lb 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) "This manufactured product is designed as an individual building component. The suitability and use 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 MITEK REFERANCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parameters shown, and is for an InclMdual building comrxonent. not a truss system. Before use, the txtilding designer must verify the appllcability of design parameters and properly Incorporate this design into the overall -fY building design. Bracing Indicated Is to prevent buckling of Individual miss web and/or chord members only. Additional temporary and permanent bracing :WOW IS always required for slahillty and to prevent collapse with py_ssible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, SeeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12625040 TBO307 V03 Valley 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 a00 6-2-0 4x6 = 7.640 s Aug 16 2017 Mi I ek Industries, Inc. Thu Nov 30 15:46:11 2017 Page 1 I D:0837CakNCJ U 5ySD iQmC Ddnyd 11 m-O W ug E8mffjwl R2bE59L8EOgsuQKb76il15GneUyDyvo 12-4-0 6-2-0 Scale = 1:21.4 4 3x43X4i2X4I C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=224/12-3-0, 3=224/12-3-0, 4=548/12-3-0 Max Horz 1=47(LC 9) Max Upliftl= 62(LC 12), 3=-70(LC 13), 4— 84(LC 12) Max Grav1=228(LC 23), 3=228(LC 24), 4=548(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-354/230 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 6-2-0, Exterior(2) 6-2-0 to 9-2-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 1, 70 lb uplift at joint 3 and 84 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only wtfh MITekJ connectors. This design Is basod only upon parameters shown, and Is for an Individual Wilding component not -- RUNaimsssystem. Before Use, the building designer must verify the applicability of design parameters and lxoperly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual IRuss web and/or chord members only. Additional temporary and permanent bracing - Mi.Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereclion and bracing of trusses and tr1sS systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Buss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type PlyT12625041Ref..(optional) TB0307 VO4 Valley Ty 1 Job Builders FirstSource, Tampa, Plant Gily, Florida 33566 r.b4U s Aug t b ZU1 t miT ex inousrnes. Inc. Thu Nov 30 io:va: i 2 20 i r rage i I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-sjSXS Um HQ 1292BAQfssN nci5ighHsalvGIOLAxyDyvn 4-2-0 8-4-0 4-2-0 4-2-0 1a 2x4 i 2x4 I 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 1=143/8-3-0, 3=143/8-3-0, 4=350/8-3-0 Max Horz 1=30(LC 9) Max Upliftl=-40(LC 12), 3=-45(LC 13), 4= 54(LC 12) Max Gravl=146(LC 23), 3=146(LC 24), 4=350(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:15.6 2x4 Q PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-2-0, Exterior(2) 4-2-0 to 7-2-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 1, 45 lb uplift at joint 3 and 54 lb uplift at joint 4. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before rise, the trrilding designer must verify the ap l-Alcahility of design parameters and properly Incorporate tills design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing :WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type % city Ply T12625042 T80307 V05 Valley 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Milek Industries, Inc. I hu Nov 30 15:48:12 L01I rage 1 I D:0837CakNCJ U 5yS DiQmCDdnyd l l m-sj SXSUmHQ 1292BAQfssN nci65ghhsaAvGIOLAxyDyvn 2-2-0 _ 4-4-0 2-2-0 2-2-0 3x4 = Scale = 1:8.3 2 a 0 2x4 i 2x4 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 1=138/4-3-0, 3=138/4-3-0 Max Horz 1=13(LC 9) Max Upliftl=-29(LC 12), 3=-29(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 29 lb uplift at joint 3. 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 . Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(D conneclors.. this design is based only upon parameters shown, and Is for an individual F-rtilding component not V a fru s system. Before use. the building designer must Verify the applicability of design parameters aril ploperiy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 'MiTe k• Is always required for slablily and to prevent collapse with possi[Ae personal injury and properly damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-1114' from outside edge of truss. This symbol indicates the required direction of slots in connector plates Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS O c O U a_ O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 1991. at time of fabrication. 9, Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, 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 an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria, f, I -4-o RECORD COPY a 729 GEARING HEIGHT 56HEDULE NOTES: 1.) REFER TO HIB 91 (RECOMMENDATIONS FOR HANDLING IN5TALLATION AND TEMPORARY BRACING.) REFER TO ENGINEERED DRAWIN65 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST BE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5. 3.) ALL VALLEYS ARE TO BE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' ac. MAXIMUM 5PACIN6. UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE GON51DERED TO DE LOAD BEARING. UNLE55 OTHERWI5E NOTED. 6.) 5Y42 TRU55E5 MUST DE I1,15TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO BE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 5IMP50N THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (HDR) TO BE FURNI5HED BY BUILDER, 51-10P DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 50196E FOR FADRICATION OF TRU55E5 AND V0I95 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AND APPROVAL OF THI5 LAYOUT WJ5T DE RECEIVED BEFORE ANY TRU55E5 WILL 15E BUILT. VERIFY ALL CONDITIONS TO INSURE A6AIN5T CHAME5 THAT WILL RESULT IN EXTRA CHARGE5 TO YOU. 41-"J DahrtrY Ow : 1 Appr-A by: oa , 1 Builders FirStSource Orlando PHONE: 407-551-2100 FAX: 407-651-7111 Plant Gity PHONE: 813-75<1-5951 FAX: L313-752-1532 BUILDER: Taylor Morrison Homes Anastasia B AL ADDOE55: EEY151ON: TB Lot 307 %ALE DDAYN Y: JOD 1: 11-30-17 Rick Product Approval Specification Form Permit # # 1, 7- 3729 Project Location Address: 501 Red Rose Ln., Lot 307 ap As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights 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 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS i s 20 1 21' 31' 1 53- WINDOW CALL MS M 26' 12 SH K 32 5114 22 EH 32 574 S 35r 13544 W 33 SH 23 5H 33 5 3 p z 51' 63' 3 14 SH V1 34 S4 2459 34 SIR 15514 0 35 &4' 25544 35 5H III 3 IG 54 V136 5H 26 54 3654 6C. VERFT rA504RT OPENIW,5 FOR ALL WNDOWS. LU WNDC U SIZES M INUALLAT104 MAY VART PER 0 2 ER1A4.FACTUF' R AD SPECFICATIGN5. r REFER TO FLOOR PL415 FOR 5TTLE OF W?k'KV! USED (5%LE IRF! -6 4, C45E cNT- CS n, OR FN% D a455-FG) i k i Y t ALL UE0E QSLcanr"TR PER FBGR STM MTA r&41 t i R k i i i OPEN TO FA' gT ROMATYPOARCHWAY SU4E: v' : r• B' p., GG Y• RFT xryyy + PJ'+P P:1Lels s k r LU3E7 1 CA IP 5 ,11 oAr' ratio Ac' eD 'iE rEC1lP47' TS3 iEO ICgTRAC70R I iAZi / O1CR I KR LK1- J jO.QLOG1- J OWNER'S SUITE 16'-0 114'- 4 9'-4- FLAT CLG. I Tc n I E'4• Y I I Q I I I LANAI 13DTI. 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Of-R e'Carol; PILOL CMW OVER r PWI1441WRM COCAElE LN' TEL BFu 5 04K GRXM SOLO, Q- r PSE'e&CERED COOEIE LNTEL KLEED IRU 5 M O _ F LNIL55'A'1. BE IBLD. BELOW IF KO. MOX FILED 40 MWOR E0 UN S 51R @ PWMErunt slzsv Tu Sr'Psm tm4 GCh*CTCRS LF BASE Q5 - FRNOE(3174 SAM IV N S. F$C% NTT4 CCNNWT016 A B45E PRCVOE 7Rr he to 7 SYP mV" 05B I RE. TIED PLFC ATTO DO V,,1 JAOL• 5DD5 Ai EA0490UNN Srf5O.' LSTAS 5TRAR TWE JACK-STLCk N " N UT BE TED TO DE U07T07 PLATE Y1v nl SrP50: w3 CLM D M 46 NDIED AW4, W CO IEA-M N LOAD BE Ni LAL5 SWU BE. 2."Y b6 R Sir U W C6B FLICK PLAT, A• VM. i0WbE16IX 5'ICS Ai E4M BO IN N SIPSCN LSFAb SOAP. M X-5= 6,, N TLW 7115T BE TED TO TIC O1 PLATE U71 a 51PPA. w3 CLPS FROADE T.-rcP. r 5. 0CG AT ""PAN OF LME5 LOYfR NAN 6'4r RR T.DAI$ AFTR GROOM STRUCTURAL NOTES AL LY-5 70 BE 7b.)M PR M AL I = LOAD MAVIS 1FADEAS 10 BE nl DO VW AL EITEROR LOLLS r0 BE CM0iF!D SEAR fE55TK1 NOT A SPECIAL ROM U1410 AREA PdvER DRtif ILE476'4K a 0 n. i 1` Slts 08 EL . 3,E 0a En amd lCYxJu- 3R 27002 J55 CAR r4f 1- f or 307 r9 S3 N 11- 07-17 KWSO z DAVIS BEWS DESIGN GHDVP sinnkL eAcr aAxuA, T > an 61a . ms. Tmo F '- 36W Wb5 O I -mow EiT. lom4 root- iil VDrte. Engneer'rg• LLC AA to Ae1sa• St Sr1e II] 5J Pent D 1, r01]2Y3 fLR X6®- CM9; 11 Pa,A D. 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Kidlell, P.E. 2582 n ie[ vPPtR near PLAR RarEs O( iARS SvfET UPPER FLOOR PLAN NOTES 2 B 1 scut, ve GARAGE LEFT Florida Building Code Online P Page 1 of 3flt1-COCR Professional Regulation 07 aQ5 Home I Log In User Registration : Hot Topics Submit Surcharge 1 stats & Facts 1 Publications Fac staff Bcls Site Nap Links ( Search Product Approval ssi`al tlSfR: Public User anon i pjppnca[icit.MIA, FL, # FL15225-113 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Thera-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 296-1740 rickw@rwbldgconsuitants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 4- Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YM 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 haps://www.floridabuilding-org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (618 Door Products), INST 15225.5-80 (60 Door Products) and INST 15225-68M (68 Door Products Direct to Masonry) for installation instructions. Note - Gazing Shalt comply With ASTM-E1300_ 04. (This product approval requires the use of IT' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate ELIS225 R3 CCe .si s:.5 NAMI carts, [ Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports FL15225 R3 AE EVAL 15225.5-68.Ddf. FL15225R3 A £VAL 15225 5.80.oGf i=> 225 IT3 AE EVAt 1522_bBM:Ddf Created by IndependentThird Party: Yes 1225 c .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 ITherma-Tru' with Transoms Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.6-68 (6'8 Door Products) and 15225. 6-80 (810 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Eadi` Certification Agency Certificate Pt ti5>?5 133 C CJ0.G 152[ NpMt tells edf: quality Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions .. n 1; M-4 n INST VeriiO By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Yes Contact Us :: s _ e,.r Tin .maw saes Pt itnC 85Q $8T-f9i24 t' iat el.Ftorida_ :: "acv Statement :: Ar sib%7v S at fit :: Refund Statement The State of Florida is an AA/EEO employer. ^(}y*tn1+ 2QQ,-JSi:= 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 electronicmailtothisentity. Instead, contact the office by phone or by traditional mail., If you have any questions, please contact $50.487.1395. *Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If toThey have one. The ess, please pred ovidet eDepartment beUsedforwithial an emuailceaddress wn ch the tionlicensee. be made availableatto he public To are determiublic ne IF you area dalicensee onothunder supply a personal address, p P Chapter 455, FS., please click here . Product Approval Accepts: 1= 0 Credit + rri AF https:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE 0-F PItOIIUCT CE 'YIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-IZ 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberCIassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites ti.. Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Ontswing w/and w/o Sidel tes 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 certificationInbelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within NAMi's Certified Product tistin :at:ev 1V 'm'r ktlli ti NAMI's.Cei%liticaflon 1p ram is accredited b The American National Standards Institute AiVSi:. Inswing Glazed Design Missile Test Report Number Configuration or or Maximum Pressure Impact & Outswin O a ue Size Pos/Ne Rated Comments 0 +67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F X I/S Opaque 3„ , x 6 8 , . Single ETC-01-741-10703.0/L-2097lTTF-254F X O/S Opaque 3'0" x 6'8" +67/-67 No Sin le Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astra al .... . XX i/S Double XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astra al Double Opaque 6'0" x 6'8" 47/-47 No ETC-Oi-741-10703 O/L-2097/TTF-253F Coastal Al.uminurn AstragalXXI/S Double XX O/S Opaque 650" x 6'8" 47/-47 No ETC-OI-741-1070 OlL_2097ri TF-254F Coastal A. luminutn Astra al .... Double OXO/OX/XO single wLSidelites .. OXO/OX/XO Sin le w/Sidelites ... I/S O/S Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Glazed Sidelites Opaque Door 5'4" x 698" +40/-40 No ETC-01-741-10593.0/L-2097fiTF-254F Glazed Sidelites . - . Opaque Door 8'4" x 698$1 +40/-40 No ETC-Sta741 d0593.0/ gin As ra&41. 253F Glazed Sidelites Standard: Aluminum Astra al. ETC-01-741-i 0593.0/L-2097/TTF-254F Opaque Door 8'4" x 6'8" +40/-40 NO Standard Aluminum Astra al Glazed Sidelites ETC-Ol-74l-10593.0/L-2097/TTF-253 F Opaque Door 8'4" x 6'8" +47/-47 No Coastal. Aluminum Astragal Glazed Sidelites ETO-01-741-10593.0%L-2097/TTF-254FOpaqueDoor8'4" x 6'8" +47/-47 No Coastal Aluminum Astragal Glazed Sidelites - Ha es VA 23072ManagementInstitute, Inc./4794 George Washington Mcmilria ti. Y... Y Tel: (804) 684-5124/Fax: (894) 684-5122 OXXO Double w/Sidelites.. I/S O/S I/S OXXO Double w/Sidelites OXXO Double.w/Sidelites... OXXO Double.w/Sidelites O/S AccreditationNational NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATI®N A. Company: Therma-Tru Corporation Certification No.: NI005331-R5 Certification Date: 10/15/2003 RoadtzfeldRoad108Mutz Expiration Date: 12/31/2021 Butler, 46721 Revision Date: 02/24/2015 J Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid it the NAMI Certification Label has been applied to the product as described within this document. The certificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecificationaficati 'n. ont: NAMI's Certlficabon. Pro m s accredited !i 1"he Anterir n National Standards Institute AN51 NAMI's Certified.Prod uct Listin nt N Glazed Designg Missile Test Report Numberp Configuration Inswing or or Maximum Size Pressure Pos/Ne Impact Rated C Oat- I/S O a ue Opaque,0„ x 6,g, 67/-67 No ETC-0 1-741 10702 07L 2096/ T TF252F X Single O/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF251 F X Single XX I/S Opaque 6'0" x 618" 40l -40 No ETC-01-741-10702.0/L-2096/T'1'F252F Standard Aluminum Astra al. Double ...... 6'0" x b'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F XX O/S Opaque Standard Aluminum Astragal. Double Opaque 6'0" x 6'8" 55/-55 0 ETC-01-741-11008.0/L-2151/TTF252F XX I/S Coastal Aluminum Astra al Double XX O/S Opaque 6'0" x 6'8" 55/-55 No ETC-01-741-11008.0lL-2151/TTF25IF Coastal Aluminum Astragal Double I/S Opaque Door 5'4" x 6'8" 40/40 No ETG0I-741-11008A/L-2151/TTF252F OXO/OX/XO Single w/Sidelites ..... Glazed Sidelites 5 4 6 8 40/-40 No ETC-01-741-11008.0lL-2151/iTF251 F OXOlOX/XO O/S Opaque Door x Sin le w/Sidelites Glazed Sidelites 8'4" x 6' 8" 40%-40 No ETC-OI-`141-t 1008.0/L-Zt51/T1 F252F OXXO I/S Opaque Door Standard Aluminum Astra al Double w/Sidelites.: Glazed, Sidelites 874" 6'8" 40/- 40 No ETC-01-741-11068.0/L-21511TTF251F OXXO O/S Opaque Door x Standard Aluminum Astragal Double w/Sidelites Glazed Sidelites 8'4" 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/T`I'F252F OXXO I/S Opaque Door x Coastal Aluminum Astra al Double w/Sldel:ites Glazed. Sidelites 8'4" 6'8" 551-55 No ETC-Ol-741-11008.0/L-2151/ I"TF251 F OXXO O/S Opaque Door x Astragal,... Coastal Aluminum A al .. Double w/Sidelites.. . . Glazed Sidelites . Management Institute, Inc./4794 George Washington Memorl . ylElayesr VA 23072 National Accreditation Tel: (804) 684-5124/Fax: (904) 684-5122 NAMI AUTHORIZED SIGNATURE: MASON Ryj TOPENING TYP. HEAD ]l MASONRY OPENING JAMBS 2X 2X BUCK — /. tn o 4. 4- Ch 1 11VIULLIONI MULIJON z x Z* REFMASONRY_ II SHOWN FOR 11 SHOWN FOR M, REFERENCE ZTYP'. REFERENCE OPENING toILHEADIIHEAb" 502 JAMBS & JAMBS A! to 0: IL 2X BUCK' MULLION. OHOWNFRC 'i S REFERENCE zzL SINGLE W/SIDFLITF SINGIZ Wl.,51p.zu-Tm LBUCK 1 CO13U, ANCHOSINUANCHORING 0 O 4- 4 4w t.4 MASONRY OPENING 1. Muck min. S.G. k a55- 2X BUCK gttg$Er.R It, C;r of the comers may be cdAnted to maintaln the min. CW owarl6inm 166affons. noted as MAXON CENTE'r (rust be acqu#eq to moy bjVtgot"d to *&!*0 th & 14N" 0"w t c".d 8d- 3. Concrete anchor table; W . 114- 7 7,,, Co,, 114" TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE li jLvw.--. BUCK ANCEIQRING 11 MULLION N. MULLION 4SHOWNFORAVP, . 11 REFERENCE I SHOWN FOR REFERENCE ii2-) HEADtJAMBS X BUCK X 41 IL A SSHE MASONRY / SIDELITES C. 7 SEE NOTE 311 SHEET 3 II SEE DETAIL ".3" ASTRAGALA MULLION-1 SHOWN FOR M SHOWN FOR REFERENCE REFERENCE ONLY top 16 6 6 IVIEW V- I DOUBLE DOOR WISIDELl IN 631 '. 2ch PAIRS JO. a A' PTYP. 3" BUCK A -INSTALLATION SEE 1-):ETA!!4 I.W/.2,X BUCK, BUCK js Ld A INSTALLATION. jW1IX A.IWAILANU 4TYP. HEAD JAMBS 9N AST - sHbvmN FOR: REFERENCE. IAMBS ONLY SEE DETAIL SEE DETAIL 5) A' VIEW DOUBLE DOD SHOM W1 WnDW MRUMTEO WDEUTE 70 DOOR JAMB CONNECM)RS1 Item DESCRIPTION Material A 10 x 2=112_ PFH WOOD SCREW STEEL. Ew. STEEL C 10 X I" FH MOW SCREW- STEEL TT—EEL10x347Frome)* LG- PFH WOOD 10 x 2" LG.:'PFH 'WOODSCREW E 3 B x 2-112-_LG. -FFH WOOD SCREW STEEL 47 x 2-:3 4-PFH ELCO OR'ITW CONCRETE SCREW STEEL 1 4. x 1-3 4 i TW PFH N R SCREW TEE k.37-3 4 1 TW PPH CONCIR SCREW STEEL. 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL rfE-fL— 1 4 x 3-1 4 TIN PFH CONC ..S.CRQW_ 13 MASONRY - 300(FPSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK. CONFORMING TO ASTM C90 CONCRETE 4" X 2-1 4 PFH fTw CONCRETE SCREWSTEEL A 1p2t;) HEADER AMg allGAR PINE, SG >=. - 0.34 WOOD ED fASILNI-H W/ 2X BUCK INSTALLATION W/ 1X BUCK INSTALLATION W12X BUCK j. NSTALLATION., 0 W/ IX BUCKV)' 4Lll4 1' INSTALLATION DETAIL "_ ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. DETAIL " A' C3 ME IR I D", By. JK 17117- 1105"211211. 5.5-65 EXTERIORINTERIOR C5 4 VQ INTERIOR 17 2 We I M"C L CROSS SE0014 S. Ou tw" n , LXTERIOR; r—S'N VERM, ALCA—OSS SWOON INTERIOR EXTERIOR EXTERIOR i. VOT AitkOiitgCOON Ov , Poofiox.o RMIN1=0 llf,011ll pawn ta. way FL— 25225.5-68 4" " ` t'•, j . R t i MULLIONin 4. MASONRY:: f i ` ~ o ro.e MASONRY MA50NRY. +f i l SH:.dWN FOR : t t. I'i 'ram ''" w ., > n p OPENING TYf . HEAD OPENING .P F; ' REf RENC OPENING EAD rf f!!!!tj! T4 , C. oJAMBSqt 1#AD. do ,LAk1B5 &JAMBS I I h u 9 a.' to II tl; II. a Z 9 d o 2X BUCK0 tl Wt ! Ij 3n :.... MULLION •-/' ' !# 2X BUCK.' SINg1 E DOOR BUCK ANCHQW-9 m i.I I,t, SHOWN FOR i) REFERENCE 2X BUCK-.' i Li: ti 10 I J. 1 I. n o z IN_ GI E SINGLE W/SIDEUTLS i`i a mWW/SIDEUTE BUCK ANCHORINGRUCKANCHORING ol.k. MASONRY OPENING NOTES, 2X BUCK 1. 7X buck min. S.G, z 0.55. CONCRtTE ANCHOR NOTES: 1. Concrete anchor IocoHons of the comers may be odiusted to maintain the min. edge distance to mortar faints. 2. Concrete anchor IocaffOns noted as'MAX. ON CENTER" must be adjusted la mofntafn the mfn. edge distance to morfor joints, odditionat conrrefe anchors maybe requfred to ensure the "MAX. ON CENTER" dimension are riot exceeded. 3. Concrete anchor table: ANCNt]R IINdIGk Mtk. G fti il;fY3NAY MtN AA.. lYi dJACiM i AHl"ltOk 4 4:8. a it r n r I li a If p I I MULLIO NFORSHOWNN A MULLION TYP,. HEAD I HEAD REFERENCE SHOWN FOR it REFERENCE IiJAMBSjlASTRAGAL SHOWN FOR IAMBS REFERENCE It I1 tl t. I li i:f ASTRAGAL 2X- t I: SHOWN FOR I t. q BUCK it jl REFERENCE it. 0 is tl oo,< 5 alx. DDUBLL DOOR MASONRY DOUBLE BUCK W/SIOEUTES ANCHORING FL B f•K• ANCHORING OPENING alVold JK LFS 225.5-80 n 7. 43L 3 [TR W1 C DETAIL SEE NOTE 3 SHEET 3 MU' SHOWN FOR REFERENCE AST SHOWN FOR REFERENCE i. ONLY i. JI6 5 fit AEW to z ti A 6. 4 6' A A' SEE tit; 2 B. - 1.011-17%510N VIX BUCK SEE DETAIL 1" TLI)e TlON ININSTALLATION Ix tliii TYR HEAD do JAMBS P. HEADJAMBS RA AL SHOWNFORoR REFERENCE I K 3-4 [a SEE DETAIL. F o 16 VIEW "E"—:E DOUBLE SHOWN W1 OPTIONAL CORRUGATED FAStENM. M ' =I;-,NkllSIDWTETODOORN. j— Item 7DESCRIPTION Material STE - EL A PFH Woo SCREW x 1— WOOD S A PFH W D K x LU, D.* SCR STEEL STEtL 4 LITW CONCRETE 5CRL. 4. OR EL 7 11-Iff PFH CONCI i 1 1 SCREW 46 IT W- PFH CONIC SCREW STEEL SCR CONCRETE SCREW STEEL. 4-..ITW PFy CONCRETE S. _R ff MASONRY3000 PSI MIN. T-UN""m CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO ASTM C9 1=:1 6 11 1 X , 2-1 1 -vni ni 74 VCONCRETE SCREW STEEL 40 QD ZER-j kmS P11, =G— 0. 1 PINE. S0 3O 3 4 ELITE 3 434PRESSURETR. 1) SIQ 3 4THK SS' 3 4STEELXRE XI , GA. CORRUGATED ;F_ASTENER 1/2" X I" X 25 0 DETAIL " A A DET, IL - A —"37 ATTACH ASTRAGAI. THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. A OLZAIL " I Z21ZI;g JK LFS NO NO, - 15225,5- 80 INTE a: INTERIOR 6 2 S.. .:. sonflpwtlon: 9 VR CAL CRO$S SECTION 6 ' ,tnswkt®,ccmfipurn on a n 7 o n m d EXTERIOR. r jit S Z INTERIOR .. 9 °z „z.yS. EXTERIOR. INTERIOR N n i 9 q i. rram m a CL µfl.: T.3: 2,1 12: -5, .. 13 76: 8 a O C 3 0 ILI 2..: CA GR 6 4liwihp',eonlipu olfon: c> . EXTERIOR INTERIOR b VERTICAL CTtOSS. Ou . Eonr ouit EXTERIOR INTERIOR z h Z a• 2 NF O j a2 Vw b YERfI ACCRDSS 1 `N ate 2 1 t2:za cufl N T S.., IStutcw]r i conifpunori rmG. er: JK m ctjK, er: LFS 3 oaa°Mc xo;: a a FL-15225.5-80 9 zƒ « J AC c 3!«« eRoR. j2 INTERIOR EX gR a ';(@l. Af f K VIEW "C ="C" SINGLE DOOR W/S(DEUTES i N a) 11 N 3" O SEE wJEn DETAIL"S Q \ SEE DETAIL C V EW "D"-"D" coNG AN D N> f bpprts of the comers may be acqusted to maintain the mfn. eilpetl+ldanttr J. /Tiortdi)otnts. Z ConEreie aiscitoFJacations noted as "MAX. ON CENTER" must be ad(usted tomointointhemfn. edge d stance to mortar)oinh, o ldlfional concrete anchors may be requied to ensure the MAX. ON CENIEK' dimension are not exceeded. 3. Concrete anchor fable: At(GHOR ATTGftG>R:Q 4A:O 1:N TQADJJtGENL ow r TA CQN nco t(s uirtACON iTMf a ./16" 1-1/4" , ... ASSHOWN AS SHOWN . T O :- SIDELf NOTES. Wood screws. There ore (4) of each 1. The sTdellte Is direct set into the jamb with (12) /f8 z 2pfhvertico. the headf9r Of 4" from te oufsldefrom of the frame. fierethe top down at 13.5" t 6ilere are (21at are (2) at the sill, 4" from the the Outside comers. i D 6 9ji' b""HEAD N TYP. ® HEAD b "/ tt4 HEAD MULUON SHOWN FOR REFERENCE _ 01 16" JAMB 0 JAMBS 6" JAMB t f fit r 6 9/16" HEAD. D w..E. i 00 D_ ZI o o f MI. SINGLE DOOR WISIDEME VIEW "B -"B" EE 2'&IT SINGLE DOOR o SEE OET/ UL " 1". o I F po z 0 n O VIEW "A' =" A" a FL — R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Cenifica,e of Authorization No. 9813 Scope: Product Tru Corporation, based onportissuedyRuleChaldingConsultants, pter No. 81G20-3, 1A of he Stateof Floridaystem ID # Product Approval,oDept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. mltations: ring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding1. This product anchoring rtification Agency Certificate for sizes, specifications and design pressure ratings. the "High Velocity has is shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, 2. Product anchors shall as listed and spaced a Zone". See the Cert brick and other wail coverings. ng installations instructions of ANSI AFBPA NDS 2012. AO other fastener types to be installed following fastener 3. Wood screws shall be installed followi manufacturer' s installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stdf" material that complies with the requirements. of the FBC. rusewithdrawingFL-15225.5-68 shag be determined by others for specific jobs in accordance 6. Positive and negative design pressure requirements fo with the governing 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. Supportlrig Documents: 1; . L bcort:No: ETC- 01=741-10702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawing No. No. FL-15225.5 68 3. galculations Anchoring Teat Standard ASTM E33"2 ! TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E18BS-021 E1996-02 Ereoared by RW Building Consultants. Inc. (CA #9813) Prepared by RW Building Consultants, Inc...(CA #9813) Sheet 1 of 1 7 i1»a 6attotatory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed b_v Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. Sfanad-& Sealed tier Lyndon F_ Schmidt, P.E. Mks MMS9atetl t74. Lyndon F: Schmidt, P.E. 01 Lyndon F. Schmidt, P.E. FL PE No. 43409 216r2015 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 ENCNEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 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 ENGWEER 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 ANCHCR CALCULATIONS. 1 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-TS. 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. B. 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 EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH.. TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE 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 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. 0, MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063-T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION DETAILS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/1.5/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. t SIGNED:1012712015 MI WINDOWS AND DOORS LLC o\1111IIj///j 1900 LAKESIDE PARKWAY 5'. `0f/j, FLOWER MOUND, TX 75028 GENS' 9s iJvF• 0 51 xC+*= SERIES 430/440 XIX SGD 143" x 9 REINFORCED NNOTES p • TAT OF i"`F RSOP• ORAwN: OWC NO. REV F.A. 08 D ssZONAL1'E: s005030FDATENTS02/23/09 9 6" MAX - 6" MAX i L 17" MAX O.C. 96" MAX FRAME HEIGHT 1- 5" MAY. REVISIONS REV I DESCR1PnON 143" MAX FRAME WIDTH - A I ADDED CHARTS 6 REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS 6" MAX CHART #7 0 REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEENOTE 9SHEET I" SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. OPSF NONE SEE CHARTS #1 AND 22 FOR OTHER UNITS RATINGS Design pressure chart (pso Frame Sirgle Panel and Total Frame Wdth (in) Height 30. 0 36.0 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos Neg Pos I Neg Pos Neg Pos Neg 84. 0 40.0 60.0 40.0 57.9 40.0 0 88. 0 40.0 60.0 40.0 54.6 40.0 092.040.0 59.6 40.0 51,7 400 M48.940.0 396. 040.0 56.6 0.0 490 40.0 0 CHART # 2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Sirgle Panel and Total Frame Width (In) 30. 0 36.0 42.0 47.7 96. 90. 00 108.00 126.00 143.00 Pos Neg Poa Neg Pos Neg Pos Neg 0. 0 60.0 57.9 57.9 52.0 52.0 48,0 48.0 60. 0 54.6 48.9 48.9 45.0 45.0 6916 56. 649.0 51. 7 46.1 46.1 42.3 42.3 65. 6 49.0 43.7 43.7 40.0 40.0 CHARTAL? DATE I APPROVED 03/O6/ 12 I R,L. 70/15/ 13 R.L. 12/06/ 13 R.L. 08/05/ 15 R.L. Number of anchor locations required Frame Single Panel and Total Frame VMdth (in) Height 30. 0 136.0 42.0 47.7 in) 90. 0 108.0 126.0 1 143.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 SIGNED: !0/ 27/2015 MI WINDOWSLLC LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/ 440 XIX SGD 143" x REINFORCED 0 51 *= ti ELEVATIONS o , TAT OFF. D! tnwV: Owc No. REv ALE i' nF COR10P'• '' 03 '00523 SCALE NTS O 7E 02/23/09 9 1/2" MIN. EDGE OISTANCE L 1 3/8" MIN. HOOD FRAMING EMBEg 'ENT OR 2X BUCK BY OTHERS 1 3/8" M;N. 9 /4" MAX. 1 1 /q,. EMBEDMENT SHIM SPACE MAX. I_ J1I SHIM J 7410 WOOD Ib--AA SPACE 1/2" MIN. SCREW I EDGE DISTANCE EXTERIOR I I i 1 11 I I I I I I INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 10 WOOD SCREW 3E SET IN' APPROVED WOOD 'RAMING - / OR 2X BUCK BY OTHERS MIN, DENT REVSIONS REV ESCRIP7101,1 DATE APPROVED A ADDED CHARTS 03/G6/12 R.L. B REVISED PER NEW TESTING 1i 10/15/13 R.L. C ADDED P-ANGE INSTALLATIONS 112/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 1 R.L. EXTERIOR a JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL GROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC SIGNED: 1012712015 1900 LAKESIDE PARKWAY 5 R• L0, tiFLOWERMOUND, TX 75028 GENSF J SERIES 430/440 XIX SGD p 6251 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, Nor SHOWN FORCl.APITY. 143E I 9 A REINFORCED FRAME INSTALLATION DETAILS aTATOF 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAwn: Dwc ND. REv i'c • A'C p' • ' X/ & • ' O R D • G\N\ DESIGNED IN ACCORDANCE WITH ASTM E2112 OS SOOE5030F D ij 7S/0NIAl,C\ SCALE NTS DATE 02/23/09 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELFDRILLING SCREW METAL STRUCTURE BY OTHERS EX7ERIOR 3/ 4" MIN. L EDGE DISTANCE 1/ 4" MAX. SHIM SPACE S1 IMSPACE - 1 rI 3/4" MIN. EDGE DISTANCE 10 SMS OR INTERIOR 1SELF DRILLING 1 SCREW I' I 1 INTERIOR "10 SMS OR SELF DRILLING SCREWS L TO BE SET IN 3ED OF APPROVED LANT METAL STRUCTURE BY OTHERS 3/ 4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION' NOTES: 1. INTERIOR AND EXTERIOR FINISHES. SY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIDNS REV DESCRIPTION II DATE APPRoVED A ADDED CHARTS 03/O6/12 R.L, B - REVISED PER NEW TESTING 10/15/13 R.L. C - ADDED FLANGE INSTALLATIONS 12/06/13, R.L. D REVISED INSTALLATION DETAILS 08/05/13 I R.L. 7 EXTERIOR ll:a JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION L- -- SIGNED: l0/27/2015 MI WINDOWS AND DOORS LLC o%k0II1//// 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 fig R. LO ij SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ic• D 51 r E w =7D , TAT OF DRAwn: Dr;c No. REV `F• F<OR40?'• F.A. 08-00503 SCALE DATE--02/23/09 p i'S • G NAt1E\\\` NTSs"E 4 OF 9 III CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE 6Y OTHERS 2 1/2" MIN. EDGE DISTANCE I a 1 1/4" MIN. 4° EMBEDMENT 1/4" MIN. a` ° EMBEDMENT I 2 1/2" MIN. EDGE DISTANCE i 1/4" MAX. SHIM SPACE 3/16" TAPCONI 3/16" TAPCON i CONCREfEB/MASONRY OTHERS \ EXTERIOR IMTERIOR I I I I f # 91 I SELL 70 BE SET IN ALANT D OF APPROVED EALI o ` I — 1 1/4" MIN. EMBEDMENT d. VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION, 2 1/2" MIN• EDGE DISTANCE T 1— 1/4° MAX. SHIM SPACE REVISONS REV D'SCRI7P.0N GATE APPROVED A ADDED CHARTS 03/06/127 R.L. B REVISED PER NEw TESTING 10/15/13 R.L. C ADDED FLANGE'INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLAT10N DETAILS`08/05/15 R.L. JAMB INSTALLATION DETAIL OPTIONAL I BUCK CONCRETE/MASONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 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 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG N0, F.A. 1 08-00503 SCALE NTS JDATE 02/23/09 ISHEETS OF 9 SIGNED: 1012712015 0 ST((,,Aee7E OF :k4' oc' ,<ORIOP • 2 RMS10NS 1MIN. REV EDGEE DISTANCE DESCRIPTION_ DATE APPROVED DISTANCEj A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/I S/13 R.L. OOD FRAMING % 3/ 8,M MIN. C , ADDED FLANGE INSTALLATIONS i 12/06/13 R.L, EMBEDMENT B OR2BUCKTHERSD REVISED INSTA_ LATION DETAILS 08/OS/15 R.L. BY OY. __L 3/8" MIN. 1/4° MAX. 1/4° EMBEDMENT SHIM SPACE MAX. SHIM WTERlOR SPACE - t 1 /2' NIIN. _ 10 WOOD I EDGE (DISTANCE SCREW EXTERIOR INTERIOR I J jj10SCREW -- cWOOD i 1 10 WOODj I; SCREW SILL TO BE SET IN A BED OF APPROVED i-- SEALANT wooDFRAMINGEXTERIOR OR 2X BUCKI' I I 6Y OTHERS I sc: WOOD FRAMING JAMB INSTALLATION DETAIL I- OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS i 3/8" MIN. EMBEDMENT 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION,,--_.., WOOD FRAMING OR'. 2X BUCK fNSTACLATTON SIGNED: 10/27/ 2015 MI W1900 OWS AND PARKWAY E LLC LAKE FLOWER MOUND, TX 75028 NOTES: SERIES 430/ 44) XIX " " SG D _*• 0 51 if-_ 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 143x 96REINFORCED - NOT SHOWN FOR CLARTTY, FLANGE INSTALLATION DETAILS - 1:1 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE O •• TAT O F 44" CCORDANCE WfTDRAW Dwc No. REv 'OF•'OR10P;• ':\ DESIGNED IN AH ASTM E2712F,q, 08-00503 SCALE NTS I DATE 02/ 23/09 SNEET6 OF 9 ///A/1//11 IE VAA M ETAL STRUCTURE BY OTHERS 10 SMS OR ScLF DRILUNG SCREW METAL STRUCTURE BY OTHERS EXTERIOR 3/4" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE 1/4" MAX. SHIM SPACE OR 3/4" I MIN.LLINC EDGE DISTANCE INTERIOR 10 SMS OR SELF GRILLING SCREWS L TO BE SET IN BED OF ROVED SEALANT METAL STRUCTURE BY OTHERS EXTERIOR 3/4" 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 REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEVI TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATION$ 12/06/13 R.L. D REVISED INSTALLATION DETAILS I OB/05/15 R.L I o1 IIII JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWC N0. F.A. 08-00503 SCALE NTS DATE 02/23/09 ISHEET7 OF 9 SIGNED: 1012712015 L OY/// i GEYSFgs 0 l * _ OTATE ccc''<OR10?'• ' NA REVISIONS 2 1/2" MIN. REV DESGR PTION GATEco'CRETE/ I `r EDGE DISTANCE waRov_o MASONRY I A ADDED CHARTS 03/O6/i2 R.L. 6Y OTHERS 3 REVISED PER NEVI TESTING 10/15/13 R.L. m FLANGE INSTALLATIONS 12 0611/C" MIN. C ADDED F13 R.L. 1 / / EMBEDMENT 1/4" MIN. 1/4" MAX. D REVISED INSTALLATION DETAILS 08/05/15 R,L, EMBEDMENT SHIM SPACE II T— 4 , OPTIONAL 2 1/2" MIN. I 1XTBUCKEDGE DISTANCE IO BEINTERIORPROPERLY P SaECURED MAX, 7 SHIM SPACE SEE NOTE3 —_,I u _. ] SHEET 1 -- 3/16" TAPCON I --- I 3/ 16" TAPCON e CONCRETE/ MASONRY EXTERIOR INTERIOR BY OTHERS I 3/ 16" TAPCON SIL' 70 9E SET IN EXTERIOR A B_ D OF APPROVED II ,... SEALANT I . OPTIONAL 1X BUCK JAMB INSTALLATION DETAIL TO BEPROPERLYCONCRETE/MASONRY INSTALLATION j - - jSEESECUREDNOTE 3 SHEET1 MP•SONRY/ ICONCRETEBYOTHERS 1 1 /4" MIN. 1. N INTERIOR AND EXTERIOR FINISHES, BYOTHERS, EMBEDMENT NOT SHOWNFOR CLARITY. c 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. 1 CONCRETE(MASONRYINSTALLATION EDGEDISTANCEL— \ MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWG NO. F.A. 08- 00503 E; NTS DATE 02/23/09 -1-8 OF 9' SIGNED: 1012712015 YGENS 9P 0, 51 t A T((,ATIrcE OF 1 S/8" MIN. EDGE DIST. INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STR'.P a 1 1/4" MIN. EMBEDMENT 1X BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED IIII 1 3/16" EXTERIOR --- PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE — BY OTHERS TRIM —\ INTERIOR HOOK STRIP — REVIS! WS REV OESCRIP1101J DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D ! REVISED INSTAL! ATION DETAILS OB/05/15 I R.L. 3/4" MIN. EDGE DISTANCE 10 SELF DRILLING SCREW l 1/2" MIN. — PANEL EDGE DISTANCE EXTERIOR :NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/9" MIN. EMBEDMENT NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, HOOK STRIP NOTSHOWN FOR CLARITY. t 10 WOOD SCREW 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANRDANCEWITH ASTMER? 72 EXTERIOR PANEL INTERLOCK 2 NOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: F. A. OWC NO. 08- 00503 SCALE NTS I DATE 02/23/09 SNE-T9 OF 9 SIGNED: 1012712015 1T o,.S 51 •• T(( AA7lccEOF •" ONACZ t s 11 „ 41!Y ...r..S• BCIS Home Log In User Registration Hot Topics Submit Surcharge Seats & Facts Publications t iF8C Staff BctS Site Map Links Search d b r 101 Product Approval USER: Public User PrUn ne r, saErma > vim - ; ,, »iir. S r > &h'ra an t_at > Application Detail FL FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method i Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received i Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA; Inc. Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received 1 Certificate of Independence E1. GRQ R' C01 Cert o4-_Ins Scales 2015 s.odf i Referenced Standard and Year (of Standard) i Standard ! Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # Model, Number or Name i Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 1755 Limits of Use j Installation Instructions Approved for use in HVHZ: No FLiSOSI R1 .I 9AOX6 -revs 7ambAttach s.odf Approved for use outside HVHZ: Yes FL$N . R; _1 9,, U:, LociInsiaH s pdf Impact Resistant: No L1.S0t30 R:l I'j 607 s.adf Design Pressure: +22.9/-26.4 Verified By: 30HN E. SCAPE ;FL 51737 Other: +22.9/-26.4 LISTED 15 FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: Yes SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Evaluation Reports FLI.5680 R1 A Feat Reoorti ResPan r1a s adfIiCreatedbyIndependentThirdParty: Yes 13 GAGE STEEL TRACK SPLICE R FLAG BRACKET, FASTEN 70 WOOD JAMB MTN 5/16' X 1-1/2" LAG SCREWS AV 2' GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO p4 TRACK BRACKETS WITH 1/4"-20 X 5/8' TRACK BOLTS, OPENINGWJ014T 04 NOT OVER D OR HEIGHT) 3/4' X 1-1/2" X 13 GAGE WN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USECARRIAGE BOLT k NUT1/4 EXTRA3/ 1/4" X SEDRILLINGNEARSELFORILLwG//SCREW SHEEi2LE1TAL•SCRA' IALV, STEEL HORIZONTAL K 16 GAGE R 13 GAGE D ON THE WEIGHT THE DOOR. D ETAI L D 63" (I6 X 7) 74" (16 X 8) 42' (16 X 7) 50" (16 X 8) 16 CAGE GALV, STEEL 5 STRUTS — TOP BRACKET WITH 14 3• X20GAGEROLLERHOLDER320G4WIDE ((10A WIDE (16 6X SEEDETAILD. (SEE DETAIL A)_ 2' ROLLER WITH f 7/ 16" DIA. STEM. 1 16E X5,EL 7 BALL SHORT STEM ffffB 16 X 8) 10 BALL LONG STE OPTIONAL LOCK STRUT ON UPPER PART OF SECTION AVER HINGE LEAF. ($ EE DETAIL 8). GALV. STEEL 14 GAGE) COMMERCIAL END HINGE A ACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4' LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) BRACKETS EACH SUE 21" ( 16 X 7) 24 ( 16 X 8) 1/ 2" POLYSTYRENE INSULATION STANDARDFOR MODEL 735. SECTIOSTRUT NOVER UPPERPARTOFLEAF. (SEE DETAIL 0). 3 S. 1- 3/ 8' POLYSTYRENE 20 GAGE END STILES - FASTENED WITH TOG -I - LOGS TO PANEL USE END CAP MR END STILES. ( SEE DETAL C) STOP MOULDING NAILED EVERT 9" 21" R 24" HIGH PANEL GALV. AND PREPAINTED STEEL 25 CAGE ALL MODELS EXCEPT INSULATION OPTIONAL FOR MOD. 724. 730, 750, 755. 426. STRUT ON BOTTOM BRACKET 5-0 TYPE HAIL LUN, 24 GAGE MODEL 7504, 755 I 1J GAGE GALV. STEEL I _ 1 BOTTOM BRACKET 2 111 ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2' FASTENERS. BOTTOM i BE ABOVE SECTION B- B SECTION A —A ORRBELOEW CW ROLLER. 20GAGE GALV. STEEL CENTER STILE TOG-L- LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL TOGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S. F. TABLE DOOR SIZE.. OESION .PRESSURE TEST PRESSLRE WIDTH HDGIR POSITIVE NEGATNF POSIMME NEGATIVE 16' 0" 7-0" 18.7 20.$ 28.1 31.2 16'-0" 8'-0" 18.7 20.8 28.1 31.2 NOTE: ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4- 20 X 5/8' HEX BOLTS A, NUTS OR 1 /4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS, DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 972 - DETERMINATION OF SUITABILITY FOR SPECIFIC SUES IS THE RESPONSIBILITY OF OTHERS. P:d d dsimwi rLonIndbodo0OPTIONALSSB GLASS LIGHTS 16'(DOUBLE CAR) 4" % —16* AIR VENTS 4 REO' D. 120 S0. 1 H MIN. TOTAL OPEN AREA), OPTIONAL. CE1 CEN USEONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE h RAIL. CONSTRUCTION STRUTS 7' OR 8' I B OPTIONALLONG PANEL STILES (5 COLUMNS) EASES HINGE$ j3 COLUNNS) TYPIGI. FOR EACH 1 25" -1 I— 20 GAGE END STILES T 20 GALE END CAP - 3. e I— 2. 75" —I °. [ DETAIL A DETAIL C 3' 20CA WIDE STRUT (16 X 1) 3' 18GA WIDE STRUT (16 X 8) LN I NOTE: DOOR MUST BE INSTALLED=DETAIL g ITH ERERqNELECTRIC OPERATOR1 ORALOCKMUSTENGAGE BOTH TRACKS ON DORS WITH EXTENSION SPRINGS), NOTE: GLAZING DOES NOT SATISFY IMPACT 1 1 DEBRIS REQUIREMENTSRdFBC (` J' OR 722W I ILk ' KVGK- AH N' Illlllf// SOR19- 8915 501) 562-1872 v 6 Mf•. / MODELS: 724, 426, 730, 735. 750. 755 No. 61 i i • al PART NAME: i ; * I * WINOLOAD RESIDENTIAL PAN DOOR 12/15/11 RLB TOLERANCE Wl B 8 ORIV `@@d\\\\ - A 2866 3/ 10/08 Rl8 DEC t101 NEXT LEVEL CATe DWG. NO. iJJ•IONA ;`\` 2848 11/1/07 RLB ANG, t 1- ti t o7 99-B-079 J/IIIIIIIII SCALEPLOTSCALEDRN. BY REV. E.C.N. DATE: APPROV, NONE A. SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK SOL OPENINGHEIGHT NOT OVER D OR HEIGHT) n rrn II r- 11 4 BRACKETS EACH SIDE 3/4" X 1-1/2" ( 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4" X 3/4' SHEET METAL EXTRA SCREWS 1/4' X 3/4" yp@D 2" GALV. STEEL HORIZONTAL HEX HEAD SELF DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF 63 (18 X 7) 74" (18 X 8) SEE DETAIL "E' 42 (18 X 7) 50" (18 X 8) 2X 7) 24" 18 X 8 20 GAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. _ I 1.25" 3" I— 2.75" -I DETAIL A 3" 18GA WIDE STRUT 1/2" POLYSTYRENE INSULATION 6 S 13 GAGE GALV. STEEL TOP BRACKET S 1EWITH10GAGEROLLERHOLDER. NOTE THAT ROLLER !OLDER SEE I CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B 7/I6" DIAL LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK ITRUT ON UPPER PART OF GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4;'X 16" AIRVENTS 12 OF1N4LMIN. TOTAL OPh AREA).. OPTIONAL. — OPTIONAL SSB GLASS UGHTS 18'( DOUBLE CAR) USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, END STILE h RAIL AS SHOWN. TYPICAL EACH END HINGE. CONSTRUCTION STRUTS 7' OR 8' B OPTIONAL LONGPANELEMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP 0. nrrA II r, NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON ?UST WITH EXTENSION SPRINGS). DETAIL B 118' x 7 1 Rib - SCREW CAN BE ABOVE L.H. 2 OR BELOW ROLLER. SECTION B-B SECTION A -A NOTE: GLAZING DOES NOT SATISFY IMPACT 1 T 20 GAGE GALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE ABO TOG OR POP RIVETED TO PANEL. FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/I6" X 1-1/2' 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL F L 1 5 0 8 0 SEE LEGSOCETRAWSIL "E WASHERS. PREPARATION OF JAMBS BY OTHERS. FASTENED WITH (4) 1/4" X 3/4" HEX HEAD SHEET METAL SCREWS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'- 0" 7'-0" 18.7 20.8 28.1 31 .2 18'- 0" 8'-0' 18.7 20.8 28.1 31.2 STANDARD FOR STRUT ON LOWER PART OF MODEL 735. SECTION ABOVE HINGE LEAF. GALVANIZED STEEL STRUT ATTACHED 2' WITH 1 /4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1- 3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS BOTTOM NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS k NUTS OR 1/ 4' X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 21 FAIRGA DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL- L DUJVO—r-ccu LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. PE-51737 72 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. sional Engineer's seal d only for verification ad construction details. P. O. 5 9B 19AwvonDOOR722815R 501) 562-1872 724, 426, 730, 735. 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 g 12/ 15/11 RLB TOLERANCE FRAC. t 1/64" DEC. t .015 A" G f 1' 2856 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. N0. 199-B-079 2848it/1/07 RLB E. C.N. I DATE: I APPRK SCALE NONE SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4" X 3/4" HEX HEAD SELF 3/4" X 1-11-1/2"X 13 GAGE MIN. DRILLING SCREW 1/4" X 1/2" LONG CARRIAGE BOLT & NUT GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD USE (2)) 1 4" X 3/4° SHEEP METAL SCREWS. JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4„-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 160A. (9 X 8). 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSE WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM, TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS J TRACKS ON DOORS WITH EXTENSION SPRINGS). 3" 20GA SEE DETAIL A) I GALV. STEEL END HINGE COMMERCIAL OPENING HEIGHTk(9 63" (9 X 8) ATTACHED WITH 5 FASTENERS. NOT OVER 14 CAGE. (SEE DETAIL C). DOOR HEIGHT) a GALVANIZED STEEL STRUT. ATTACHED WITH 1 % 3/4" SELONGHEXHEADSELF 2 BRACKETS EACH SIDE) DRILLING SCREWS. COMMERCIAL (9 X 7) 2 PER VERTICAL STILE) X 7) POLYSTYRENE THIS STRUT ON HINGE LEAF. (SEE DETAIL C) 37" (9 X 8) INSULATION3BRACKETSEACHSIDE) INSULATION STANDARD OTHER STRUTS IN MIDDLE OF TOP & BOTTOM SECTIONS. COMMERCIAL (9 % 8) FOR MODEL 735 5" 20 CAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X e. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPAINTED STEEL 6—D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE755MODEL 2 I750. 1J T LAG SCREW — 5/16" X 1-1/2" SECTION B-6 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A —AFORSPACING, FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2- 28.8 33.3 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON TH15 DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/OASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Englnew's seal provided only for verificationndloadconstructwndetails. 1-3/8" POLYSTYRENE INSULATION OPTIONAL FOR MOD. 724, 730 750, 755, 426. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR BELOW ROLLER. 0 aprmmrm mIFm--1 I=111, 9. CAW) CENTER STILES AD HINGE 4(" X 16" AIR(( VENTS 1 COLUMNJ HRMIN. TOOL EN AREA). OPTIONAL. 1 .25" I 1 USE ONE EXTRA SELF DRILLING SCREW THROUGH 2.75" TOP LEAF OF HINGE, END STILE RAIL. 4O DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT v O Qs O• a d / 20 GAGE O ENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT 5AT15FY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN F8C FL 15080 9 X 8 P.O. BOX 8915 YIND WR DOOR 72219 8915 AR 501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINOLOAD RESIDENTIAL PAN DOOR W1 g12/15/11 RLB TOLERANCE FRAC- 1/64' DEC. t .015 ANG. t 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. N0. 99-8-079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO 4 TRACK BRACKETS WITH 1 /4' -20 X 5/8" TRACK BOLTS. OPENINGHEIGHT #4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE 3 3/4- X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG CALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT & NUT 1/4" X 3/4' HEX HEAD SELF ll DRILLING SCREW SHEEi21AEL SCREEM aiALV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE ED ON THE WEIGHT THE DOOR. DETAIL D 63" (16 X 7) 74" (16 X 8) 42" (16 X 7) 50" (16 X 8) 21" (16 X 7) 24- (16 X 8) 20 GAGE END STILES - FASTENED WITH TOG-L- LOCS TO PANEL. USE END CAP DYER NO STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-D TYPE NAIL MIN. SECTION B- B I OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS, PREPARATION OF JAMBS BY OTHERS. P.S. F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18.7 20.8 28,1 31.2 1 6'- 0" 8'-0" 18.7 20.8 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 320GA WIDE 16 X 20GA GAGE ROLLERHOLDER3- WIDE tfi X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW rF TOP BRACKET. 2" ROLLER WITH i 7/16" DIA. STEM. TIRE: ST7 EL B tfi X 7 BALL SHORT STEM j 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK STRUTONUPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1 /2" POLYSTYRENE INSULATION STRUT ON UPPER PART OF STANDARD FOR SECTION OVER HING DETAIL 8). MODEL735. LEAF. (SEE I 1-3/ 8" POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL FOR MOD. 724, 730. PANEL GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 I 13 TOM CALV. STEEL J1 BOTTOM BRACKET ATTACHED WITH 2 lAG SCREW 5/ 16" X 1-1/2" SCREW SCAN BE.ABOVE SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL' FASTENED WITH (4) 1/4" X 3/4- HEX HEAD SHEET METAL SCREWS. NOTE: ALL NON - DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton, TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 56308-F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51737 972 492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal Wiovided only for verification of ndlaa I constructiondetail.. OPTIONAL SSB GLASS LIGHTS CONSTRUCTION STRUTS 1 7' OR 8' B 16'(DOUBLE CAR) 4(")) X 16" AIR VENTS OPTIONAL HRT20 WN LONG PANELMIN. TOTAL PE AREA). OPTIONAL. CENTER STILES (5 COLUMNS CENTER HINGES (3 COLUMNS) EMBOSSES USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE & RAIL. TYPICAL_EACH 1.25 20 GAGE END STILES 20 GAGE END CAP ui 01 p• a I 2.75" — I DETAIL A DETAIL C 3" 20GA WIDE STRUT 16 X 7 3" 18GA WIDE STRUT 16 X 8 L.H. NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR 1 6 X 7 OR A LOCK ENGAGE DETAILBMUSTDOORSWITHEXTENSIONTRACKSONSPRINGS). NOTE: GLAZINGDOESNOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1 6' X 8' FL 15080 P.O. BOX 8915 LITTLE ROCK, AR Wif l® SOR DOOR 722198915501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR B 2/15/11 RLB TOLERANCE W1 B A 2866 RLB FRAC.f 1/64' 015 NEXT LEVEL DATE:DEC.t DWG. NO. 13/10/OB 2841/1/07 RLB ANG 11 1 07 99—B-079 REV. E.C.NDATE: APPROV. SCALE NONE PLOT SCALE DRN. 8Y BH SHT 2 OF 3 Florida Building Code Online FL 17676.9 Page 1 of 4 r- Dh'1:i1p itd BQS Home ( Log In i user Registration Hot Topics i Submit Surchame j Stats & Facts ; Publications FBC Staff BQS Site Map Links Search Busines ProfessirCjIProduct Approval USER: Public User Regulation zProduct Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 o Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/ WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 2.. https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name Description . 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 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 40x66.13df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3546 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016, Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 Rl II Install - 3540 SH Fin 52x84.odfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.0 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.0 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B ll.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 1 52x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS_52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.1)df 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84 Ddf 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- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.odfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 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.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 InInstructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 6adc Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit rarFdE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 validator f Oper#b" Adyini tor) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CPRTIFICATION The produuct deer d below is hereby approved for listing%in:the newt issue of the AAMA 6ditied Frndue= Dkerdory. Tiv approval Is (lased on>sudwsful completion of tests, and the mporting to the Administrator ofthe results of tsti a000mpanied by related drawings, by an AAMA Accredited Laboratory- 1. The listing below will be added to the next published AAMA Certified Products Diredory- SPECIFICA71ON RECORD OF PRODUCT TESTEDAAMAJWDMAICSA1011I.S.2/A4 0-08 LC-PC40"-914x2134 (36X84)-H Negative Design Pnmwre= -50 psf COMPANY AND CODE GPt3 Na. SERIES MODEL. & PRODUCT DESCRIPTION SIZE TESTED 3540 Si (FINLESS) FRAME SASH Mt Windows .& Doors, LLC 7157 PVCX00Q(1G)(INS GA-): 914 eftrit x 2134 ns m t387 rnrp x 892 tmn Cods' MTL R )(TIL7)(ASTM) 3'E1" x 7'0) i2'1(r.x 2'11") 2.. This Certification ?gilt expire.Juiy 27, 2020 (extended tornJuty V 2.01'.5 per AAMA 10344a) and requires validation until then by continued listing in the current AAMA Certified Products Directory. 3.. Product Tested and Reported by Architecturat Testing, Inc.. Report No.:. B1916.01109.47 Date of Report: August 15, 2011 Date: April 16,1015 Cc: AAMA JGS ACP-04 (Rev. Ill 1) Validated for Certification act ted Laboratories, Inc. Authorized for Certification Q f" AmeriV Architectural Manufacturers Association 36" MAX. FRAME WIDTH — III.............................................................. ......._ ...;......................................................... 4" MAX. t f ANCFIOIP: TO M3E / IEQUALLYSPACED, SEE ANCHOR CI'IART y iSHEET11ORUNYT SIZE AND ANCHOR I QUAE,EriY .1- 84" MAX. FRAM I FIEIGIiT X i 4„ eAX........................................................................................ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR View DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors rMvvqutred et each emb Height En) Panei w!dfh in 24, 0 BOLO 36,0 24. 0 2 1 2 2 30. 0 2 1 2 2 36. 0 3 3 3 420 . 3 3 _ 3 48. 0 3._.._.3. 3 54. 0 3 3 4 66. 0 4 4 4 66. 0 4 4 4 72. 0 4 4 5 78, 0 4 4 1 S. 84. 0 4 5 1 5 TABLE. OF CONTENTS SHEET NO.I DESCREPTI0 1 FEf_JA1'IONM ANCHORING !LAYOUT-5 AND NOTES T7 INSTALLATION D"JAILS DESCRiPT; ON I DATE I AnPROvED Nu1E: S: 1) TL.IF PF?l)OUCT SHOWN HEIRON l i DF.:::iS!E3NEIi AND MA!7l. FACT.IRE D 1:? COMPLYWili.I REOUEREME- N[S OF' THE FLORIDA( BUILDING CODE. 2) '% YOO) FRAMNG AND MASONRY OPENING 10 HE.: DESIGNED AND ANCHORED TO PROPERLY TF.A.NSFER ALL LOADS TO STF'.UCTURE. FRAMING AND MASONRY OPENING IS !HE. RESPONSIBILITY OF THE ARCHI'I'E(.:'f OR ENGINEER OF. RECORD. x,' BUCK OVER :MdASi7NRY/CONCRETE ISOF%TIONAL. WHERE. IX PECK IS NOT U5EI;+ DISSIMILAR MATERIALS MU S'E BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR NAF-_M3RANE IS THE R..SPONSIBILITY OF THf:: AFICMNE. CT ON E.-_NGINE:E:E'% OF RECORD. 4) ALLOWABLE STRESS. INCREASE 01- 1/3 WAS NOT USED IN T'HE DE.`:iIGIJ OF THE: PR0DUcr SHOWN HEREIN. WIND L_O&D DURATION FACTOR Cd-1.6 WAS USED FOP WOOD ANCHOR CALCULATIONS, t.5 FRAI E MATERIAL. EXTRUDED RIGID PVC. F SASH. UNITS MUST RF REINFORCED WITH C, 'I.-4. 1 'J >TFEI REINFORCEMENT. MEETING RAILS MIDST 9E REINFORCED WITH RF 104S 0 -0 `TEFL. RF.NFORCEM-:NT. j !,JNiT' S MU`T BF'. GLAZED PER AST'lM E:13Ci0--C;=r. APPROVE;E? IMPACT PROTECTIVE S'YS'TEMI: F t' _UWREi FOR THis PROiilr , IN WIND BORNE DEBRIS RF GIGNS. 9) SHIM, AS REQUIRED AT EACH INSTAT.LA:"ION ANCHOR WITH LOAD REAR NG SHIM. SHIM WHERE SPACE OF 1 /1 C" OR G!2EATEIt OCCURS. MAX11MUM: .AL LOW,Ai3LE S!i m STACK 10 BE 1/4". 1?) FOR ANCHORING: INFO NAASOItiRY/CCNdC:RETE: USE ;iJ16" TAPCONS 'AifTH SU'rF:C!E:N'I LENGTH 10 ACTNEVE A 1 1/4" N'.INiMUM LMBEDM,AE'NE INTO SUBST'RA'I'E`W11H 2 O r S SHOWN IN ELEVATIONS AND R• MINIMUMEDGElj!5TANi'". L.:i;F;TE ANCHORS A_. INST./AC..!.: AT10N DETAILS. 11} FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 'OvGOD SCREW W!'FH UR:ICiEi" r''T LEENGT'H 1i0 ACH.EVEi: A 1 3/ 16" M!N MUM EEMI3FDts1ELN'T !N' I., SUBSTRATE. LOCATE ANCHORS AS SHOWN IN E:LIEV.a IONS AND IN STALLATII)N 12.1 A.L. FASTENERS TO BE CI:ORROSIO%lRL..543TANT,. I-O NSTALLATION ANCHORS SHALL. BE. INSTALLED, IN ACCORUANCE 'WITH A ICHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALT. NOT USED IN SUBSTRAI S WITH SIRENGTHS LESS THAN THE. MINIVOM, STRENGTH SPE't" iFIED HELU'N.': A. WOOD - MINIMEiM SPFC'IP C RAJITY OF H. CONCRETE -... MINIMUM COMPRESSIVE. S'EFRE'NGI'H OF 3,192 PSI. MASONRY STRENGTH : CONFORMANCE TO ASTM G--SIC GRADE N T'iPF i (OR GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS A> Jllllrrryel yQ'1lAi, 650 WESTMARKETSTREETG, RANTZ, PA 17030'=0374 N`v"$ r,' y\ r+ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 STEEL REINFORCED — NON —IMPACT 36" X 84 ELEVATION, ANCHORING LAYOUT AND NOTES fla i70 , Ai OP , ORALYN; D' HG NO. - Rf / /fi • F v, L. _ i s 08-01372l SCALE NTS eats 10 17 11 '"EET 1 OF 3 T -- a RE10%lUIS 01:.SCRIPNON 1) 1-1 t c I AFr- Wil, F. it 2X PY OTHERS, 2X PlJCK BE PRODE.W:.v 1: L AN C"E, 11 cl; T i m 'y '4" MA-9. ,A!l 1 Him 11 I WEAD 10 S;: 1 HED INTE.R.I.O.R. r. . . .. ............ FRAWN GE PROPER- :Er UR—DEXTERIORiINTERIOR EXTERIOR P- Sr-7 iN PED OP SILL Il. BE SE T HORIZONTAL CROSS SECTION i Lj BED OF APPROVE0 2X BUCKIWOOD FRAMING INSTALLATION CONS"FRUCHON ADHESIVE 11 / 4" MAX. 0 Bf: S, LT APfPRf,') VI:.D SEALANT ............................ BY OTHFIZ5. 4(.F, INTER10- A N D EXTERIOR FINISS.-.5, MI WINDOWS AND DOORS P,, L 0 CAL CROSS SECTION 650 WEST MARKET STREET• VERTICAL . ..................... ....... ........ . .............. . ........ . GRANTZ, PA 17030-0370 BE SECURED 2X BUCKIWOOD FRAMING INSTALLATION SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW o STEEL REINFORCED - NON —IMPACT 36" XA 804 INSTALLATION DETAILS 41,TAT 0 R klD V. L. 08-01372 NTS 10/17/11 2 OF 3 6NAL BY OTHERS' 7,'PT-;NAz;.. BUCK By I*HERS, X BU'Ck fl*j [iE E CUR ED. "-"[:..E 3 SfIE--r I j t i LAW, E 1/4" MAX . B E SlE.,;N BED (If: M APPRCAIED 55F.A.I.ANT In EX') T 0 FE 1 A131 Ukh Jl.. S 1 .1 ki flN A BED APPROVET 1. 3/16" IAPCN C 0 N S U CT 0 N SEALAN7 0 I., BY ' elIHERS, tfi INTERIOR if 1 1 EXTERIOR INTERIOR V ! i if if 2 5 ;8" Ml. U11. 5 .. ......... IGN IX OUCK EXTERIOR iX 10 BE ............ ..... ......... PFUIPERLY ISECUREI.".. ISF.H. w07C 3 SHEPT I SE! iN OEE, 'C',V APPROVED SEALANT m SILL 10 r3l:.'. SE' BEI) APPRIOVED, HORIZONTAL CROSS SECTION ID, . . .................. G0,'J'STRJCTi,)I,I ADHESIVE MASONRYICONCRETE INSTALLATION r LAN jE EZE 1 1 1 11 — APPRgVED SEM. ANT 1 Q' P I N A X 4 k. CK E! Y' (•,) )I H; E RS JN4ER"_,, 1X HICK Iv B L i PROPERLY SEC' REI',. SEE NOTE 3 SHEET 1 VERTICAL CROSS SECTION MASONRYlCdNCRETEWSTALLATION EAU I 4ppR;m.!) NO P: INfEPIOR AND EXTERIOR BY OTHER`., N(.,T" 4 F-)R ".LARIT(. i, MIWINDOWS AND DOORS 0XIP,II..11LtillIell 650 WEST MARKET STREET GRANTZ, PA 17030-0370 0 SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED — NON —IMPACT 36" X 84 OMINSTALLATION E 0FDETAILSki— V. L. 08-01372 i9'oNn INTS 10/ 17/11 ].""'3 OF 3 L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945 4695 rliomus-lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street firantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compliance: The above mentioned.producthas been evaluated for compliance with the requirements of the Florida Department of CommundyAffairs for Statewide Acceptance per Rule 9N-3.1 he prr duct Fisted tiere9n campiies vntti requirements of ttie Florida Building Code. Suppar#ng Teohnlca! Docuniwlmon 1. Approval document drawing number0"1372, titled;Series 3; 40 Finless PVC Single Hung Window Non - impact, signed and.sealed.by Luis Roberto Lomas P-F- 2, 'Vest report No.. 81910.01AO9-47, si9ned and sealed by Michael D. Stremmei, P.E. Architectural Testing, Irtc:: York,: PA AAMA1WDMAlCSA 101/13.21A440-D S Resign pressure: +40.10/-WA30f Water penetration resistance 6.06pst 3. Rnchor'catculations; report number 511989-1, prepared, signed aA.0 sealed by Luis Roberto Lorries P.E. Limitations and Conditions of use: MaAmum design pressure: +40,0P50.0 psf Maadmum unit sim 36" x 84" Units most be glazed per ASTNI. E 1300-04. Frame and sash material: Extruded Rigid PVC: Sash 111 and rails and fixed m etin0 rail reinforcement: Roll formed steel. s product is not rated. to be used in the HVHZ, this product is notimpract resistant and requires impact protection in vAnd bone debris regions. nswiation: Units must be installedin accordance with approval document, 08-413?2- CertMadoh otIndependence: Please note that I don't have nor will acquire a financial interest in arty 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). iof1 5 R •, C Q Jr 0 5 o AT OF hIL litliill Luis R. Lomas, P.E. FL No.- 62514 11107/2011 A Florida Building Code Online Page 1 of 4 FL17676.16 Business : Professional,Regulation j`pna(7(i *•}#', BCIS Home i Log In ; User Registration Hot Topic j Submit Surcharge Stats & Fads Publications FBC Staff j BCIs site Map ; Links Search 3usineS_ - Product Approval Co[CS1 S I USER: Public User Regulation Product Approval Menu > Produd or ADolicatian search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 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 Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name i Description I 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FI-17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf 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 a_lazed 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.Ddf ASTM f1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created -by -Independent Third Party: - - 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/O1/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SIi rin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 Af 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.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 E 17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 4402 Finless Frame Certification Agency Certificate F17676 R2 C CAC APC 3540 FLS 44x72.Ddf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 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 Approved for use outside HVHZ: Yes FL1 7676 R2 C CAC APC 3540 FLS 48x96.2df Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +30/-30 08/28/2017 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 51198861371.Ddf Created by Independent Third Party: Yes 17676.12 13540 SH 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 52x62 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf 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 Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure. +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf 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 FL.S 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 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.Ddf 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- R2 C7326.01 3540.AWS.IG.fIN.48X72:R35.(072016) Approved for use -outside HVHZ: Yes Rev.DdImpact -Resistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must.be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 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.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Visibility 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 mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter ASS, F.S., please click here . Product Approval Accepts: CreditSAFEhttps:// floridabuilding.orglprlpr_app dtLaspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 ValdaWr I Opemlio s Admintstiator) MI Windows a Doors, Inc- P.O. BOX 370 Gratz, PA 17030.0370 Attu: Rick Sawdey AMA CE1 T11rt ATION PROGRAM i4m{3mm—noN FOR PRODUCT CER11FICAT`ICIN priUct taexi6sii bsTow is tasret y »pproVer3 for frsbrig to the nct issue of the AAMA sriifi 17rncXrcl i]Uecicry The approvat Is based on sum' mnp'(etlon tests, and the reporting to the Adci33nistrator of res+jits of iesFs, acaoixipan ei by related drawings, by an AAMALAcc a&ftddLaboratwy 1- The listing bebw wil tie added to the n634 published. AAMA. Certffied Products-Diiectury- SPECANCATiON. AAMAJW0' &S..21A440.0 LGpG3 " 731iiC886T 0 4j Negative Desigp -Pressure E Mt Wietdows & Doors, Inc. Code: NITL RECORD OF PRODUCT TESTED itio. SERIES MODEL & PRODUCT MAXIMUM SIZE TINED OF- WOPTION 3W TRIPLE SH (FIN) 1a$ 17 {PVt;xQ1X.lX.tii q} tMS GLXRE@NF)(Mr)(ASTM) FRAME 2731: t;i M X IW:MM OVxt 27 SASH 860f" Mx919MM 2' 16" x3'Dnj 2.' 11* 0ertltiaaationwlA expire April 12, 2017. and requires vatldation until then by continued listing in ttre current 4AMA Ceiiified Products 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01409-47 Date of :Report: May 7, 200 Validated for Certification fed Laboratories, Inc. Date: May S, 2013 Authorized for Certification Cc: AAMA JGS r ACP- 04 (Rev.1.111 ) American Architectural Manufacturers Association tn ELEVATION 108' 12" 010 2" typ A*W CLEARANCE ALL FOUR SIDES) WHICH. HEAD DETAIL FIASF BY OTH Anchor See Sectioi Detalts) C Min'. Edge it SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter. of. Nailing fth before fastening: SHiM AS REQUIRED 6 .X 1-5/8" SCREW (SHOWft WITH 1/2" SHEATHING) MUST ACHIEVE 1-1/4' PENETRATION INTO .STUD... SiLL DETAIL Notes: 1. Installation depicted: based off of structural test report I C7327.01-109-47. 2. Wood screws shall ratify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck instollot'wns are assumed 2x S-Pw-F (Ga0.42) or denser.. Suck 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 scow lengths shall . be sufficient to guarantee 1-1/40 penetration into wood buck. 5. Maximum shim thickness .of 1/'4" permitted at each fastente location. Shims shall be load bearing, non - compressible type. 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 corners and no more than. 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN: PRESSURE CHART FASTENER TYPE AND :SPACING SHOWN WILL ALLOW DF9GN PRESSURES UP TO +35/-5D UN11S UP TO 108" x 74" SEE TEST REPORTS FOR INDIVIDUAL UNIT :SIZE .AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 5 THING Min 'Edge Dtatance. Y.M. a..e R. 8 20—( INSTA(, T1ON.INSTRVCTIONS 8c Fi7ENFt SCHEDULE — FIN— JAMB DETAIL M 3540 .Single Hung NONE 1': Windows & Dabr$ Continuous Head and Sill ' Gratz, PA 3540 SH CSH FiN FLANGE) Nk 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 REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO. 1 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I R" I DESCRIPTION I DATE I APPROVED I 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW. 3500T, 350OSDLITES, 3500SP, 3540PX, 3540T, 3540SDLITES. 3540SP, 3250PZ, 3250T, 3250SDUTES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW, S-3540T, S-3540SDLITES. S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 1280PW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP, LL4 SIGNED: 0211712016 MI WINDOWS AND DOORS\\IIR.ILoii/,/ 650 WEST MARKET STREET GRATZ, PA 17030-0370 NNN\; y% 6ENSc J+ 0r 6 SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES i= y E0 STAT OF tu DRAWN: DWO N0. REV N.G. 08-02859 7s/0NA111111110SCALEDATE62/04/16 SHETI 2 1 FI HI 96" MAX. FRAME WIDTH MAX — 10 . MAX OC. 2" MAX 2" MAX J 10" MAX O" O.C. AX. GHT IGHSEI FOf OF OFSERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. ( 2) 1" X 1/6" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART # 1 Number of anchor locations required Frame 1 Frame width (in) Height 36.00 42.00 48.00 64.00 60.00 66.00 72.00 78.00 2" MAX CHART # 1 NUMBER ANCHORS 96. 00 REVISIONS REV DESCRIPnON DATE I APPROVED MI WINDOWS !AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION DRAWN; DWG NO. N . G. 08-02859 GALE NTS DATE 02/04/16 SHEET2 OF 3 SIGNED: 0211712016 R I ICl//9 v,•\ C+ENS• 1• o61 ••*_ O; STATE OF ORIDP` - \ IONA 11\\ APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE INTERIOR EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION r WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1 /4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE I 1/4°.MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS - DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE 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 E21121 y WOOD FRAMING BY OTHERS y l SIGNED:0211712016 DOORSMssoIwDOWARESTRilL0ENDTSTREET GRATZ, PA 17030-0370 J\ SERIES 3500 FIXED WINDOW 0j 5/11 96" X 60" NON -IMPACT FIN INSTALLATION DETAILS p+flkil Fs+•` 0 STAT EE OF ; tj DRAWN: DWG N0. REV ip'^•• OlOR1QP• : I FS1 • . • . G' \\ N.G. 08 50 E859 SCALE NTg DATE 02/04/16 3 OF 3 Florida Building Code Online r 18504.2 Page 1 of 3 BCIS Home Log In I User Registration Hot Topics ? Submit Surcharge ? Slats & Facts ; Publications FBC Staff BCIS Site Map i Links Search ; bOda r Product Approval USER: Public User ti Product Approval Menu > Product or Aoolication Search > Application Lis[ > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Mullions 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 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 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 FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https://floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQWtDq s9%2f°/a2ftCOhpJQgi... 9/6/2016 TU7 3/8" COMBINED WIDTH W1 - W3 6 FRAME HE;GHT WINDOW WINDOW MULLION 5Pa 107 3/8- COMBINED WIDTH 107 :5/8" COMBINED wIDTI-I w 1 --{ w2 T_--_ 83" FRAME IINDOW HEIGHT WINDOW Mt)I_LIOrJ ` W2....... _...... .... 1. 83" FRAME WINDOWINDOK HEIGHT MULLIONS'N) I[Eli Lw1 wz I w 3/8" GOMONED WIDTH Design pmssum rating (ps1 chorad wood.Baming Mullion Span (1n) N77 ributary+Nidth 25.50 38.00 42:00 p 48.00. 52.13 25.00 130.0 130A 130.0 130.0 180.0 3r.38 13 .0 127.2 127.0 127.0 127.0. 49.63 94,3 77:9 738 72.1 72.0 62.00 70:6 56 0 IP 5 48:6 47.0 85.83 BOX EKE51.T 47.3 44.4.,_430 72.o0 58,7 45.5- 41.4.:36.5 37,0. Iwo 46: 33.1.'' 29.1 26.3 24.9 107 3J8" COMBINED WIDTH wi W2 -F 83° I FRAME 400W 1,NDOW HEIGHTI ----.._._. ...._...._........_...._ Mui_L.ION SPAN) 107 3/8" COMBINED WIDTH W11 W2 _............... , E . g WINDOWIW rRAMEtEIOHTlhIiYQQ4 f WIiIQQN MULLION SP,A , Wt I F-- W2 107 3/8" COM INE0 WIDTH REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH W 1 ......_I _..................... W2 ..... _............. - 183.. , WINDOW FRAME HEIGHT WINO WINDOW MULLION F--- W 1 -^ f-- W2 - I 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UN17S MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 3A?AS SHOWN HEREIN. Desfga PMSW --fHnO 050 Unitg.enchoredinfo masonry/concrmte Mullion . 60an (in)_ T. butaryt wid 18.13, 460 1,16M 4200 inj. 4800 ,52.13 25.00 130,0 180:0 130:0 130.0 130.0 130.0 37:38 130.0 130.0 130.0 1.36.0 130. 0 130.0 49.63 130,0 130.0 130.0 130.0 130:0 130.0 62.00 130,0 115.4 B7.8 793 P.9 71 5 65.83.......130.0 90.6 72.9 6a.5 60.5. 58.2;' 72.00 99.3 72.4 5,4.0. 48.1 44,0 42,0 8A00 62.1 1 45M 33:1 29.1 26.3 LARGEAND SMALL MISSILE IMPACT, LEVEL D, WIND 2ONE8 DIMENSIONS: IN CHABTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN. DWG NO, V. L. 08-01 445 SCALE NTS DATE 01 / 1 1 / 1 2 ISHE02 OF 3 SIGNED: 08107,12015 07 w.y EMSF,cr o a t,tir;0474'wc RA 's (ORIOG gry 0NA j L. Roberto Lomas P.E. 233 W Main St Danvillc, VA 24541 434-688-0609 r1lorrias@Irlornaspe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentloned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas RE 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Winnow 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 -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to.mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 1111:111/ 9\r,, E N s ,`p 1: fir• 0 51 TAT 4F ORI • ` 4NA1,0G tIt Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 f Florida Building Code Online i So CCi, + Page 1 of 2 RegulationBusiness & Professional stts+M1w D IMd BCIS Home j Log in I user Registration I Hot Topic ! Submit Surcharge Stats & Facts i PublicationsI f&c Staff I 8Q5 Slte Map I Links I Search Bus ryes 2. J V I SJ:I... , 1 Product Approval V .USER: Public User RegU160'n PneAu2t-Mnrovat Mono >- ... ..> 6QP:t9^ Lis! s APAllptloi 6et6A_ FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@ rwbidgconsultan ts. 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 6A 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. Validation Checklist - Hardcopy Received Certificate of Independence fum c :RS C01 .certinpupf'irideuertdence.odf Referenced Standard and Year (of Standard) Standard. Year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 oACW AMERICAN CONSTRUCTION METALS 5140 West CUfton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2" x 2" baffen strips. S. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF COMEN13 .... , SHEET# DESCRIPTION 1 T ical elevations & general notes 2 Panel details 3 soffit details & desn pressures 4 Soffit detalls & design. pressures 5 Soffit details, design pressures & 0111.Ot materials TRIPLE 4 041 T- 4-G 2GOi1STH!CK) T-= (. 01351HICK) QUAD a Q4 04, 012 (.0115' TMCK) G 4014 t0W. CK) awc. BY,4JKcHK. Br.R- 00 SHEET ( SPAN ''A ' SPAH.' ..' _ It 4 * si ROOF OVERHANG} ROOF OVERHANG ROOF OVERHANG I } vs ROOF .. ROOF ROOF L: a o m mFRAMINGFRAMINGFRAMING' _ itt a M ALUMINUM x z d ttl . ili ALUMINUM ASCtA. ' 9 S oF fA51 Uk 'TRIM CNU OR -. u TRIM _ / m d a 50FF1T [MU dR V ezCMUORSOFFIT' WOOD W60B v° ySOFf1T WOOD $ DETAII'C' FRAMED - SEEUEFAIL"A" FRAMED ` aSSEF.DIL"B" A" /' FRAMED SEEDETAIL"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 Shown w! Lr1tWfmming cantilever) (Shown w/ husslTraming cantlever) (Shown w/ truw1rarnim.4 cantlever)inr n am SINGLE SPAN LENGTH DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 T4" 38.5 16" 30.0 30.0 NOTE: WOOD FRAMING AND CONNECTIONS TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " F-Chanel m ti TRIM NAIL ATTACHED THROUGH FASCIA NOTE: Z^ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED 012" O.C. (INTO WOOD( ¢ C'w TRIM BOTTOM Of FASCIA FIAT I IN J-CHANNEL SLOT OR T-NAIL 017' O.C.! o AGAINST PANEL (INTO WOOD OR MASONRY( rTED7ami24" O.CATI O FRAMING -- % STAPLES INSTALLED 0 END OF PANEL AND W MAX. O.C. SEE DETAIL "J'SSHEET 51 I N 1 /S' MAX. IL DETAIL " A ". Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED 012' O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING MAK. 5 1" MAK. STAPLES INSTALLED @ 17 O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ I T O.C. DETAIL" D" J- Channel Fascia 10 c o HZ 1" MAX. n p.. DETAIL" C J- Channel ouc5 1- 9 U 1 saiE N,T.S. 5 W+ c. or: JK m SUBSTRATE NOTES: cHic.: W'. LFS ; 1. WOOD SUBSTRATE: G = 0.42 OR BETTER DPA"o P 2. MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) FL--1201 9. 7 0 OR HOLLOW BLOCK (ASTM C401. Sheet 3 or 5 0 I I REM DESCRIPRON MATERIAL 1 FASCIA .0215" THK. AL. 3105- H 14 ALUMINUM 2 J CHANNEL .0155 THK. AL. 3105 - H24... . ALUMINUM 3 r CHANNEL.01 55"THK. AL. 3104 - H 19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135' THICK) AL, 3105 ALUMINUM PANLa (.0115 OR .0:135" THICK) Al. 3105 ALUMINUM 4"TRIM NAIL S.S. X 1/4"SS STAPLE w/ 7/8" MIN. EMBEDMENT) STEELpxl-3/4'TRIM ATTEN STRIP (G=.42ORBETTER)WOOD GROUP 1 EX1. 15/32" PLYWOOD OR BETTERWOOD T--NAIL w(5/8"MIN. EMBEDMENT STEEL 12d X 3-1/4!' H.D. GALV, STEEL COMMON NAIL @ 24" O.0 w/ 1-3/4" MIN. EMB i DETAIL " H " IX2VBWCAL FRAMING (G>=0.42( ATTACH w/ 2-8d COMMON NAILS @ TOP TO ROOF FRAMING STAPLES INSTALLED 0j END OF PANEL AND ` 8' MAX. O.C. SEE DETAIL'J'7 MAX. uCIATL,"J.." ROOF CVERHANG ROOF FRAMING. N p m om6 UN . SEE DETAIL" B' 31 i E m m o aSHEET11Nn6zo s _: 1 12dX31/4 CMU OR H.D. GALV. STEEL COMMON NAIL @24"O.C. W000 SEE DETAIL"A" FRAMEDr+ w/ 1-3/4" MIN. EMB. (SHEIT 3) " " CONTINUOUS SEE ETAIH BATTEN@C IL ,i. SPAN STAPLES INSTALLED @ SIDE VIEW DOUBLE SPAN w/BATTEN , END OF PANEL AND (Shown w/ miss/flaming canEBever) 8' MAX. O.C. SEE DETAIL "J ") 5PAE! " A " ROOF OVERHANG SEE DETAIL"G" SHEET 4) DETAIL" I ROOF FRAF11hj( lyt _ SEE NOTE 2 TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A• DESIGN PRESSURE (PSF1 POSRNE NEGATIVE tb^ 70.0 J0.0 IV, 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 24' 50.0 50.0 1 1 EEDETAB. I- j . T FRAMED SEE DETAILA" ¢¢¢. SHEET 31 SIDE VIEW - DOUBLE SPAN w/BA...TTEN Shown w/ Wss/fYaming overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1, WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE -SCREW 2 MASONRY SUBSTRATE:3,OOD PSI CONCRETE (ACI301) IMN. 1- 1 JV EMBEDMENTI @ M' ON CENTER OR HOLLOW BLOCK (ASTM C90). i Z a u BY, JK 1. nr: LFS '- R IVRf6 NO.: P FL - 12019: 1 0 a Ncr5 0r, 5. n Florida Building Code Online I Page 1 of 2 Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcolli ns@atlasroofi ng.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Zachary R. Priest PE-74021 UL LLC 12/31/2020 Locke Bowden S6 Validation Checklist - Hardcopy Received i 6 , R4 COi ATLI3002 4 2014 F 3C Pzodod Evaluation Shinoles.Ddf' Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7156 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding. org/prlpr_app_dtl. aspx?param=wGEV XQw-tDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Summary of Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes Ff:16305 R4 11 ATL13002.4 C'P+edis Ovaluaflari2014FB Shingies.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use i Evaluation Reports _. F;) 'Af ATL13002 4 2a14 F Product £valuation Shinales.Ddf Created by Independent Third Party:Yes Contact us :: 14.19 iRtM:ktonriie StElk SltyA"fe FL3130arine: 850=4,AU4 The State of Florida Is an AA/EFO emphsyer riorr oiay. l r.t w ' '»:..:: P&Wan statert>=nigm:m—_ Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records -request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees liter-sedunder Chapter 455. F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To detenTine if you are a licensee under Chapter 455, FS.1 please dick here . Product Approval Accepts: isW IBM sncitr4t. KrrMttx x https:/ hvww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N... 7/20/2015 C RX 1E.- w E K17520 Certificate of Authorization No. 29824 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE EP EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2;5, 1507.2,7.1, 1523.6..5,1 Properties: Physical properties, Wind Resistance, Wind Driven,Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878), ATL-08M2-01 TAS100 1995 , PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA18-02-01 ASTM D 3462 2009' PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI 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 Mu 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-011 ASTM D 3462 2009 ATL13002. 4 FL 16305-R4 Page-.1 of. 9 This evaluation report is provided for State of Florida produdtapproval under Rule 61G203. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1.CREEK ATLAS ROOFING CORPORATION Asphalt` Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009. PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-62-01 TAS too 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@a 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 -Masters 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with ,a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant'stripe'that complies with ASTM D 3462; ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle@ Pristine,; ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle@ Pristine architectural asphalt shingle with two, dashed, them-mally=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 fiberglassreinforced, 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, ATL1 FL 163057R4. F?Me 2 of This evaluation report is provided for State of F1oft product approval under Rule 6.1G20-3.: The c himr shall notify 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_ C RE.E TECHNICAL SERVICES, LLC INSTALLATION . _ GlassMasterO 30 & Basic Wind Speed (Vui): Tough -Master® 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions_ Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. R'T Nails 1 12'—+--12" ——+--12° — - Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36'-._ NdilB 12 518 I" r 12- --- +---12" Figure 2. GlassMaster@ 30 & Tough-MasterO 20 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20 3. The manufacturer shall rttstifjc GREEtGTechnicalServices, 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. TECHNICAL SERVICES, LLC ProLAMT" Architectural 6' Basic Wind Speed (Wit): Basic Wind Speed (Vwd): 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. 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 Atias 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 Pattem" or "6 Nail Pattern" detailed below. wiln min 318'heatl 0 0 0 0 0 1C3 :e7 n:C3 0 0 0 0 0 I suc Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Yn1+29. p.W"tdMO d-&,.kp nY 1Wlh :.1B•huC l TYP t. I t Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern r: ATL13002:4 FL 163057R4 This evacuation 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 (V„a): StormMaster® Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ) Installation .(Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min, 7/16 in. 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 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T 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. j i E Wn:129d.9werAtlrooflnB MN ' TYP I I 0 1— t O r.. r l — 14- 67A' 6 ! ! , ,. Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Mm.,2 Ba oarr .d-9*.M RW OOOG30000 O O O: C1, G 0 0 0 F F IC1Q0 CD CD CD Ca CD CO C31 JDC W 6 7jV Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002A ... FL 16305-R4 P agC:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shalt notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CHEEK TECHNICAL SERVICES, LLC StorrnMaster@) Slate Basic Wind Speed (Wit): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt'S.hingles Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7/16 in..OSB existing construction. Underlayment: In accordance with FBC requirements. Min.. slope: 2:12 and in accordance .with FBC requirements. Contact the" Atlas Roofing Corporation when installing at slope greater than 21:12. Installation (HVHZ)-. Installed with 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. Installation (Non-HVHZ); Installed with` 85 in., exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern 7ATL13002;4_ _._........_. FL 16305-R4 Page 6 of.9 This evaluation report -is provided for State of Florida product approval under Rule 61G20-3 : The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: Y E i lN: TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„ n): Basic Wind Speed (Vega): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)S 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:. r li µ1-7IY rani s!un's eu6 1p 1F i i d Figure 9. Pro -Cut® Starter Strip i ATL1300.2.4 FL 1.6305-R4 _....,.._... Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3.: The manufacturer shall notify CREEKTechnicalServices, 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> IC RE.EK TECHNICAL SERVICES, LLC Pro-Cut(g) Hip & Ridge Basic Wind Speed (V„ ic): Basic Wind Speed (Vasa) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Imaccordance 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.. in is 12 ga. 1-1/2" ring r -- shank nail 12" j n 1 i fi Figure 10. Pro -Cut® Hip & Ridge ATL113002A f L 16305-R4 Page 8 of 9 This'#VaTuation report is provided for State of Florida product approval under Rule 61G20-1.. 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 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.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode51hEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Z>f i>Ix,l11t. tits 74a2t STATE OF t? 2015.06.2 912:55:48 0400' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002. 4 FL 16305-R4 Page 9 of 9 T. Nsevaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer:shail notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinbUrghbr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BuILDIKG CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION fssuedJune 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: 15072.5, 1507.2:7.1', 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES. , Entity Report No, Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction` Materials Technologies (TST5878) ATL-086-02101 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 18-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02;01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2009 PRI Construction Materials -Technologies {TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) Ail-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002. 4 fL16305-R4 Pagg 1 of 9 This evaluation report is .provided forState of Florida product apprdval urift Rule 61 G20.3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a ATLAS ROOFING CORPORATION. CREEK Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179=02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster,& 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMT4 Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfreld) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4: FL 163.05-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEKTechnicalServices, 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. CREIEK TECHNICAL SERVICES, LLC INSTALLATION GlassMastea 30 & Basic Wind Speed (V„ a): Tough -Master@ 20 Basic Wind Speed (Vasd)' Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min_ slope: Installation (HVHZyi Installation (Non-HVHZ)_ ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 1.50 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 greaterthan 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles -shall - be- attached using "6 Nail Pattern" detailed below. - Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall -be: attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 1. GlassMaster® 30 & Tough-MasterQD 20 4 Nail Pattern (Non-HVHZ only) SJ8' f 12" 12" Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 1,005-R4 Aag®; 3 of 9 This evaluation report is provided for State of Florida product a*6val under Rule 61G20-1 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vuit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new. construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure, in.accordance with RAS 115 and manufacturees published installation instructions. Shingles shall be attached using T 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'. 12 9a.9bvarix"d..h91W WNmin 3B'heed r1z CZ)1 M ICD CTvrC:) C 0 M M 0 M t' l 61M' Figure 3. Prol-AM11 Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern 14' ATL13002.4 r This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shal[ nTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. CREEK is valid. are not CRE G K TECHNICAL SERVICES, LLC Pinnacle® Pristine $ Basic Wind Speed (Vun): StormMaster@ Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Undedbyment: 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. MN. 12 V, gN .L,.d mdbV m0 ft .1,aV h..d 12 UrYP V Figure 5. Pinnacle® Pristine and StormMasterG Shake 4 Nail Pattern (Non-HVHZ only) r O 1ka 1a O 0 CO CQ O O O Oa . Figure 6. Pinnacle@ Pristine and StormMaster@ Shake 6 Nail Pattern ATL73002.4 FL 1.630.5-R4 Ppge-z of 9 This evaluation report is pmdafor State of Florida product approval under Rule 61=6'-- ;: 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. K TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (V ic): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 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 manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern FL16305-R4 Of ATL13002.4 _. This evaluation report is provided for State of Florida product.approval under Rule 61 G20-3: The maniifacfurer shalt notify CREEKTechnicalServices, 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. ATLAS ROOFING CORPORATIONCREEKAsphaltShingles TECHNICAL SERVICES, LLC Pro -Cut& Starter Strip Basic Wind Speed (Vut): Max. 194 mph Basic Wind Speed (Vasa): 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. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. . Installation (HVHZ): Installed in accordance with RAS 115 and manufacturer's published installation instructions; Shingles shall be attached as shown below. Installation (Non-HVHZ)-. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall-be attached as shown below_'. i Ur 12 gs.1-LZ'ulN shad mN O i-irr-r J.__— _,----i Figure 9. Pro -Cut® Starter Strip ATU 3002.4 ..-FL-1f,3115-Rd _ _ _ Pop 7 of 9 This evaluation report is.prptikW Wr. State of Florida product approval under Rule 61G20-3:: The manufacturer shall notify iGREEK Technical Services, LC 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- REK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V,,it): Max. 194 mph Basic Wind Speed (V,,d),. 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 5-518.inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring t r - shank nailt 12" I 6., 1 Figure 10. Pro -Cut® Hip & Ridge ATL43002.4 FL 16305-R4 This evaluation report is provided for State of Florida produet approval under Rule-61G20-& The rnaaiufacturar shall notify C REEK 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. S, iC7, R V, E. 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, frorn 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 shallcomply with this report, the FBC;- and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail,. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3: COMPLIANCESTATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ft No. 74611 % 33 STATE fl ' ttl 4 NA irits' t st. CERTIFICATION OF INDEPENDENCE _.. 2015. 06.2 912: 5 5:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No_ ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P-E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT V Florida Building Code Online Page 1 of 2 Business & Prof essionalReQuIation 14 SciS Home 1 to9 In User Registration { HarTci lcs Submit Surcharge Stars & Facts Publications FaC Staff BG+$ Slte mop finks : Search Prodaci Approval Pos USER: Public User tltt rli?i Sw OA21OW 5001-M> AWWAULUftl.,:APzzfkanan ibektilit FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underiayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida'Professional Engineer 1 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 Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence F r 2 . Z6 5 01 CAI Nleminen.tiii 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_4tl.aspx?param=wGEVXQihtDgv3yWKJZIQ... 7/20/2015 Florida Building Code Online U06elr Page 1 of 1 t OwbraltstZFik)!!( BCIS Home Log In 1 User Registration i Hot Topics Submit Surcharge Stats & Fads I Publications- F8C Staff BCIS Site Map Links Search BusjneS r Product Approval USER: Public User - Regulation proWr2 loatovar auw> Predud a Aun:Soarslt'y.I(tttcal4ont3it. Search Criteria $ efine 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 AL Search i'iesaill s - AD itrarclons per. Tune Manufacturer Validated By Status FL15216-R2' Revision InterWrap, Inc = John W. Knezevich, PE Approved Category: Roofing 954) 772-6224 History Subcategory: Underlayments w:. r+r e..w•... twn rn.w...tcer,'vf 3r noi-actarv. Contact Us::= ;' ifli' .....'cy* Ta1L=iiafSYe%L S22994 if :$5fi,1112Y82i The State of Florida is an WEED employer.r6„oilbil !?-20 g*%llje__nr axlda.:: Privacy Statement :: AM=gliilM Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmalltothisentity. Instead, contact the office by phone or by traditional mall: If you have any questions, please contact GSOAS7.139S. -Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email addret wish b IF they have one. The emags provided may be used for official communication with the licensee. However email addresses are public record. If you d0 not wish tosupplyapersonaladdress, please provide the Department with an emal address which can be made available to the public To determine if you are a licensee underChapter455, F.S., please click here. Prgdurs.Approvad Accepts: treditSAFE h4s://www.floridabuilding-org/pr/pr—ai)p—lst-aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Surilmaiirof Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation instructions FL15216 R2 II 2015 04 FINAL ER INTERWRAP RH]]+} QOF FL15216- Approved for use in HVHZ: No Yes R2.odfApprovedforuseoutsideHVHZ: Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Evaluatioil.. eports. FINALEK RHINORODF E11 1G141t.S.tty RZ AE 2ti15 04 7R MWRAP R2.Ddf Created by Independent Third Party: Yes co a s :: Iee_ri:nnfifi Nieii grx:; f TiBah;,sie R aan.Phahe: 854.4„¢ r3.182+V. The State of Florida is an AWEEO employer, I;eovrtahr OQ%d•f4rrMa 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 n,%sendelectronicmalttothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Potsdam toSection455.275(1I, Florida Statutes, effective October 1, 201Z licensees fhcenskd under Chapter 455, F.S. must provide the Department with an er6a 40oplas iftheyhaveone. The emails provided may be415e01.for 0RdafCOMMipdhtigoo with the licensee. Jdg6pever ema8 NiiCms9es are public record. If you do not wish tosupplyapersonaladdress, please providethe'6eIIeMreitt with $ti l ih. 0 d*e$5 "hidh can be7rg0E',aga0ahle to3Y!'A>• Gc To determine if you are a licensee undertippURi : ES, please dick>rytC;. Product Approval Accepts: Ct "lit'ce-rd' SAr.E https://www.floridabuilding.orglprlp: app dtl.aspx?param=wGEVXQwd)gv3yVVKJZIQ... 7/20/2015 TINI'jYIERD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report i40510.02.12-R2 32923 Mission Way F1.15216-112 Mission, BC V2V-6E4 Date of issuance, 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 64G20=3 and theapplicablerules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been 'reviewed bby`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 compliancewith the 5th Edition (2014) Florida Building Code sections -noted herein.- DEscmipTICIN: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUEDCDMPIIANCE: 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. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERnsEmExr The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. if any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or Its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J. M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The faulmile seal appearing was authorized by Robert Nieminen, P,E, on 04/27/2015: This does not serve as an electronically signed document: Signed, sealed hardcoples have been transmitted to the Product Approval Admtnklmtor and to the named diem CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITYIERD 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 1507.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on MASTD4869 2005 1507. 9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference Date ITS ( TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS ( TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS ( TST1509) Physical Properties 100539395COQ7006 03/14/2014 ITS ( QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4. 3 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM 0226, Type I or Type 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide roils, 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: TABLE 1: ROOF COVER OvnoNs Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Underlayment 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 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.0LiZ-1112 F Certificate of Authorization #9503 Revision 2: 04/27/24/Z7/201515 Page 2 of 3 V I RIND j'YIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 tii (iioRoof U20 . 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8' diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinitie Laver Roof"Slaoe > 4-12 End (vertical) laps shall -be minimum 6-inches and side{horizontal) laps shall -be minimum-4-inches. - Refer -to-Interwrap, Inc. recommendations for alternate lap -configurations and/or the -use of seaiant-under certain -conditions. For exposure < 24 hours, use of every -other fastening locatiomprinted 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 underiayment 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 xrib (Tavr+ri 2'12.tthofTaical e*e.11:: End (vertical) laps shall be minimum 127inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus-1-inch-side (horizontal) laps, resulting in a double -layer application. 7. BuiLDING PERw REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contactthe manufacturer or the named.QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLG Evaluation Report 140510.02.12-R2 Cerdficote ofAuthorizadon 0503 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 I I KINITY J ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate ofAuthorization t/9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Ci 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way , F1.15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LASEUNG: 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. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3 Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.E: on 04/2712015. This does not same as an electronically signed document. Signed, sealed hardcapies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Tdnity) ERD 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 TrinityIERD 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. 0 TRINITY 1 ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.83,1507.93,1507.95 on Heating 1507.23,1507.53,1507.8.3, Unrolling, TearStrength, Pliability, Loss on ASTM D4859 2005 1..507.93 Heating, Liquid -Water Transmission, . Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference. Date. 1T5 (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS CW1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TS71715139) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is- a multilayered polymer woven coated synthetic roof underiayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42=inch wide rolls, and can be produced in various other sizes. S. LIMITATIONs: 5.2 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 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: TABIEI "ROOF COVER OPrION5 Underlayment Asphak Shingles Nail -On Tile i Foam -On rileMetal I Wood Shakes . a shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 install RhinciRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FLIS216-RZ Revision 2: 04/I7/201S Page 2 of 3 TIJNITY j 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. RhinoRoof.U20:: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 SfAdle laver Rdof.SIOL6> 412: 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 an 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 D0ub16 Lave-" 112'<ttorsf.Siooe 5,412; 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 ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 Exterior Research and Design, LLC. FL15216-R2 Certificate of Authorization #9503 Revision 2: 04/Z7/2015 Page 3 of 3 r OW E Specialty Structural EnglneerInq CBUCK, Inc. Certificate of Authorization #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 secue fknm.k S.al ror Ekctradcw6mMal IIIilitriiJ, No 31242 V STATE OF i i s•'•.FLORID'.•'• rZ> r Digitally Signed by: lames l Su&ner, P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14MEBIUCKEngineeringPage2of7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Spe Jalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Ootion for application outside "Limitations_ and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Pi ® Date: 2 / 26 / 15 C ne0 ® Page Report No.. 55of 7 MM2 StORV-ER_14 BU Speclalty Structural Engineerinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, ReportDate: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 1\ Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. i Profile Drawings 5-1/2" 12" 1 /8"I 18-1 /4" I _ 3" Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Vbbod Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2/26/15 PageNo.: 15-104-MM2-StORV-ER_14CBUCKEngineerin7of71 S eN--IaltLj Structural E=ng1nek=r1ncj CBUCK, Inc. Certificate of Authorization #80644PIC:91 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4' o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail Base FlangeOR 10 min. V\bod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. 6 Ft. 8 Ft. 10 Ft. A• Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Florida Building Code Online-TrbnS Page 1 of 3 Product A02MyAi kenu > v y ^' ,,,.iicaflan s'—'rc>! > Apol'catlon Us t > Application Detail FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence r®rasm ions I FBC sarf I BCM Site Map I Links I Search i FL2197-R5 Revision 2014 Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. MiTek Industries, Inc. 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com David Wert david.c.wert@mii.com David Wert 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com David Wert 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mii.com Structural Components Truss Plates Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC Quality Auditing -Institute Ltd. 12/31/2015 ICC Evaluation Service, LLC. 34 2i 97 R5 COI Certificate of Independence for Eyd_lulum2a Referenced Standard and Year (of Standard) NLandard. year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre `tStlFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgvrTEx%2bbk£.. 7/20/2015 Excerpt from !CC -ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report ` J"-''"' Reissued June 2015 This report is subject to renewal June 2017. www.i c- Sorg I (800) 423-6587 (562) 699-0543 A Subsidiaryof the international Code Counct lo DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC- 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS rm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 International Building Code' (IBC) il 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC, Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek® M-16 and Mil 16: Model M-16 and Model MI 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)i Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates -The metal displaced by the slotis lanced ri litandformedintotwoopposingteeth, protruding 9 angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, 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 MiTek® M-20 and Mll 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 G50 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 0.334nch-long (8.A 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, M1120 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3142inch-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, lCC-LS Lralualiun Reports are not ro be construed as representing aesthetics or any oilier attributes not specifically addressed, nor are they to be construedsasanendorsementofthesubjectofthereportorarecommendationforitsuse. 1 here is no warranty by 1CC Evaluation Semice, LX. express or implied, as to any finding or other matter in this report, or as Jo any product covered by the report page 1 of 5 Copyright 0 2015 ESR-1311.. 1 Most Widely A666 ted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibtin2lPLATE) LUMBER SPECIES SG AA EA At EE M-16 AND MII 16 Douglas fir -larch 0.5 .. 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55. 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 1e5_ .. 148 129 145 pru-Pine-firne 0.42 197 144 143 137 Southern pine 065_ 249 190 184 200 M-20 HS, MII 20 HS and MT20HS ...... Douglas fir -larch 0.5 165 146 135 143 Hem flr 0.43 139 .. 111 97 109 .. Spruce -pine -fir Southern pine 0.42 0.55 148 187 9 08 143 107 138 .. 103 150 For SI: ltblifi` = 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 ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load,. wood grain perpendicular to load EE = plate perpendicular to. load, Wood grain perpendicular to loadAlltrussplatesatepressed,intD the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M-20 AND MII 20 M-20 HS, MII 20HS-AND MT20HS Efficiency Poundsfinch/Pair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Poundsllnch/Pair of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPI-1 (Minimum Net Section over the Joint)' . Tension @ 0° Tension @ 90° 0.70 0.3fi 201 Z 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Awotdaneeuutth TPI-1 with a DEviation [See'Section 5.4.9 (e)] maximurnzmet'Section Occurs over the Jainf . Tension @ 00 Tension @ 900 0.68 030 1945 0.62 1091 849 0.48 841 0.67 0.52 1716. 1321 Shear Values Shear @ 00 She @ 30° Shear @ 600 Shear @ 900 Shear @ 1200 Shear @ 1500 0.54 0.61 6.73 0.55 0.48 . 0:35 1041 1173 1402 1055 914 672 0.49... 574 0.63 .. 738. 0.79 936 0.55 645 0.42 490 0.46 544 0.43 0.61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 537 For St: 1 ibrnch = 0.175 N/mm, 1 inch = 25.4 MM. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this litre passes through a line offt.le&.. ZMaxin;ium. Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely. Accepted and Trusted Page 5 of 6 0.12V 0.25T 05M 0 W!r 32mm 64MM, 127— 9.3 ban' 000 goo goo 00 M Oho Ong Ono 000 000 Ono Goo Ono 4t.1000 Ono Ono VA M-20 HSI M11 20 HSI MT20HS FIGURE I —APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-141-1 rrs%, OUPPIU111r,'" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o.rg (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council R DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, MIISmasterreportESR-1311, have also been evaluated for20, M-20 HS, MII 20 HS, and MT20HSTm. recognized in ICC-E 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 MiTeOTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MTZOHST"", described in Sections2-.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 201:4.6nd-2010:Fii- - Bullift. Code —Residential, provided the design and installation are in accordance with the lntemational`Buitding Gode::.gpgC prox.sions noted in the master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm 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. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not spec fcally addressed nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, LLC. express or implied as _ to artyfinding or other matter in this report. or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report '_" J, %_'"' ' Reissued June 2015 This report is subject to renewal June 2.017. www.icc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary ofof the International Code Council - DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www Wiii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HST' 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Code® (IBC) In. 2012, 2009, 2006 international Residential Code® (IRC) 1a:2013 Abu Dhabi international Building Code (ADIBC)t The ADIBC is based on the 2009 IBC_ 2009 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and Mil 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0..0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10;0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 (6,4 mm). Each slot has. a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS"": Models M-20 HS, 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 314-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (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 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, ICC-FS El.oluation Reports are not to be construed as representing aesthetics or any other attributes not spec+j al uat addressed, nor are they to be construed as an endorsement aJthe subject ojthe report or a recommendation for its use. There is no warranty by ICC Evaluation Service, 1,LC, express or implied, as to any f nding or other matter in this reporl, or as to any product covered by the report. Page 1 of 5 Copyright 0 2015 E.SR-1311 I Most Widely AccePtedand Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) LUMBER SPECIES SG AA EA,.... AE EE M-16 AND Mll 16 Douglas fir -larch 0.5 176. -- - 121 137 126 Hem -fir 0 43 119 fi4 102 75 98 Spruce -pine -fir 0.42 127 82 107 122 Southern pine ... 0.55 . _ 174 126 147 M-20 and M1120 Douglas fir -larch 0.5 Z20 ... 1.95 180 190 0.43 185 148 ' 129. 145 Hem -fir Spruce -pine -fir 0.42 197 1 143 137 200 Southern pine. 0.55 249 190 184 M-20 HS, Mll 20 HS and MT20HS.. Douglas fir -larch 0.5 165 14.6 135 143 109 Hem -fir 0.43 139 111 97 103 0.42 148 108 107 Spruce -Pine -fir 0.55 187 143 138 501 Southern pine For SI: l lbrO = 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, p a 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 perpendicular to 1oad..wood.grain perpendicular to load . All truss plate;; are pressed into the wood for the full depth of tieirteeth by hydraulic -platen embedment' presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedr lent toiler presses and hy0taui c platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFEC1IVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND Mil 16 M-20 AND Mll 20 M-20 HS, M1120 . AND MT20H PRORTYPE FORCE Efficiency PoundslinctilPair Efficiency PoundslinchiPair Efficiency Poundstinch/Pair of Connector DIRECTION of connector of Connector Plates Plates Plates .. Section 5.4.42 of TPI-1 (Minimum Net Section over the Joint)' Tension Values in Accordance with Tension @ 00 0.70 2012 0.50 880 0.59 1505 1219 Tension..@ 90° 0.36 _, 1013 . 0.47 820 0:48 Tension Values in.Ac cordance Wth TPI-1 with a Deviafion [see Section 5.4.9 (e)] Matirium Net Section Occurs over the Join? Tension @ 0° 0.68 , 1945 0.62 0.30 849 OM 1091 841 0.67 0.52 1716 1321 Tension @ 9,0° Shear Values Shear @ 0° 0.54 1041 0.49.... 574 0.43 w. 761 Shear @ 30° 0.61 1173 0.63 738 0.61 .. 0.67 1085 1184 Shear @ 60° 0.73 1402 0.79 936 0.45 7 Shear @ 90° 0.55 1055 0.56 645 .. 490 0.34 606 Shear @ 1206 0.48.. 914 0.42 0.3 537 . Shear @ 150' .._. 0.35 672 0.46 544 For SI: 1 Winch = 0.175 N/mm. 1 inch = 25.4 mm. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this lime passes through a line of holes. 2Mazimum A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For theseNetSection of the plate with no holes. plates, this line passes through a section ESR-1311 I Most Widely Accepted and Trusted Page 5 of 5 0.125' 0 2ST O-W O'SW 3:2. mm E 4 mm 12.7 mm 9 3 inn ODD Q O DOD 000 UD0 DOD 1-00 Boo Ono kfaoo Boo DOD 000 Ono 000 M-20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report 11 I-o%.# Reissued June 2015 This report is subject to renewal June 2017. WWWJCC-eS.ora I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counci lo DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www. wii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MIlThepurposeofthisevaluThe M-20 se MII 20 alu and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. _ Applicable code editions: u 2014 and 2010 Florida Building Code —Building a. 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The Mifek®Truss Connector Plates M-16, MI) 16, M-20, M!I 20, M-2W HS, Mll 20 HS, and with the 2014 and 2010 FloOrida BuildingIuedCod le—Bu (ding 2.0 through 7.0 of the master evaluation report ESR 3:M comply and tt'tj`2014 arna 2C1.0 Flc /eft SuMhIg a -Re` dpnt6l` provided the design and installation are in accordance with the international Building: Coo {iBG) prtsvilaons.noted'in the ester report. Use of the MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HS"" has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For.prodmze# tatlmnr3 under Florida Rule 9N-3, verificaflol't that the repofi holder's tleaolfymspections being conducted ram is aluifitedbdie qual.if" assurance enfsty apPMved by the Florida Building Commission for the typerespgnsibslityofall: aPprov..ad validation srttif}t (or the code, official when. the sepoR. holder does not possess. ari approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. y. ICC LS Evaluation Reports are not to be construed as representing aesthetics or an other attributes not CCe rpoluatcafly on Service, nor are they to be construed as an endorsement ojthe subject ojthe report or a recommendation for its use. There is no marranry by ICC(;t oluafion Service• LLC, express or implied, asatcoveredbythereporttoairyfindingorothermatterinibisreport, or as to any produ. Page 1 of 1 Copyright ® 2015 ICC-ES Evaluation Report C0rt-1J 1' Reissued June 2015 This report is subject to renewal June 2017. 800 423-6587 562 699-0543 A Subsidiary of the International Code Council° WWWJcc-es.org I ( ) I ( ) DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MY 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 20061ntemational Building Codee (IBC) r 2012, 2009, 20061ntemational Residential Code (I RC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC,.2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1'144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11,4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-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 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal, Each module has three slots, 0:45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. . Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details; 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, JCC-T;S 6loluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they !o be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no varranry by lCC Evaluation Service, LLC, express or implied, as to anyftnding or other matter in this report, or as to arty product catered by the report. Page 1 of 5 Copyright m 2015 Page 3of5. ESR-1311. I Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib1in'1PLATE) EA_. .._ AE EE LUMBER SPECIES SG M-16 AND Mil 16 Douglas fir -larch 0:5 176 .... 121 137 126 102 98 Hem -fir 0.43 . 119 64 82 75 .... 107 Spruce pine -fir 0,42 . 127 126 147 122 Southern pine 0.55 174 _. __.. M=1u and mu 20 0.5 220 195 180 190 Douglas fir -larch 148 129 145 Hem -fir 0.43 185 144 143 137 Spruce Pine fir 0.42 197 190 184 200 Southern pine 0.55 249 . M-10 HS, Mil 20 HS and MT20HS 0.5 165 135 143 .. Douglas fir -larch 97 109 Hemflr 0.43 139 I 107 103 Spruce -pine -fir 0.42 148 138 150 SouthernDine0.55187.. For SI: IlbrO = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, Plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE }*Yale perfjeiitlEbulas _to bad, wood grain perpendicular to load All truPl plates are pressed. bainto file wood. for the full depth of tt»r teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mum_ FORCE Efficiency PoundslinchiPa DIRECTION of Connector Plates Tension Values in Accordance. with. E Tension @ 0° 0.70 2012 Tension @ 90 0.36 1013 Tension Values in Accordar Maximum Tension @ 0° O.68 1945 Tension @ 90° 849 Shear @ 0°.... 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 60° 0.73 1402 Shear @ 90° 0.55 1055 Shear @ 120° 0.48 914 Shear @ 150° 0.35 672 r ection 5.4.4.2 of 407E6 e with TPl-1 wit Net Section occ M-20 AND Mill 20 Efficiency Pounds of Connector Plates linimum Net Section over the Joint) 8S0 =. O. 820 _ . tio n lsee Section 6.4.9 (e)] a t)evi . s over the 0,62 1091, 0_48 841 Shear Values 0.49 0.79 ... E5740.63 0.55 0.42 n .-- - 544 20 HS, MI Efficiency 20HS AND MT20HS Poundslin of Connector Plates 1505 1219 0.67 1 1716 0.52 r 1321 7610.43 0.61 1085 0.67 J 1184 0.45 792 0.34 608 0.3 537 For St: 1 Ibancrt = u.1 r7 rvnnm, 1111W, - • T •.,.. NOTES: Minimum Net Section - A line through the plate's tooth pattern with the minimum amount of steel fora specked orientation. For these plates. this line. passes through a line of holes. 2maxirnurn 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. 5. ESR-1311 I Most Widely,Accepted and- Trusted - Page of -- 5 0:12W 0.25T O-W 0 3E8" 3.2mm 4.4mm 127nwn 931M Ono Boa Ono ODD 0 a 0 0 0 D s 00 ion ODD WGo 000 ODD 1 a 0 On 000 — ii-20 HS, dill 20 HS, MT20HS FIGURE 1-APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. 800 423-6587 562 699-0543 A Subsidiary of the International Code Councilwww.icc-es.arg I ( ) ( ) DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com. EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS' 1.0 REPORT PURPOSE AND SCOPE Purpose: at MiTek®Truss Connector Plates M-16, The purpose of this evaluation report supplement is to indicate thMII ort ESR-1311, have also been eMil valuated 20, M- 20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master rep vd for compliance with the codes noted below,.: Applicable code editions: N 2014 and 2010 Florida Building Code —Building 0 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS'"", described in Sections 2 01hrw9h 7:0 of the Malng Code —Building et`e luali.Gir repoli Ir$R=13'11'. Porovidedtthe hd s designand ne2014 and stalla#Iq at a 10 ant aic ord nce withthe and #13e Z. and 2t310 Flvric(a $tti/iltig Cody Rsidelrfral, p International 8urldir g. Code' (IBC) pr0`sinns noted rn the master report: Use of the MiTeleTruss Connector Plates M-16. Mil 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HSTm has also been found to beincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential is auditedaiy a For prbaucls fallliI9underFloridaRule9N-3, verification that the report holder's quality assurance program.. quality assu>arlce;entity approved by the.t1orida Building. commission for the type of mspei;tons being conducted a b@ responstDill y of art; app;oued validation entity' (or the .code. official when the fepod.holder oss does not pessan. app ., _ y. the Commission). This supplement expires concurrently with the master report, reissued in June 2015. attributes not specifically addressed, nor are they tube construed ICC-ES Eraluation Reports are Pat to be canslrved as representing aesthetics or any other i as an endorsement ojJhe subject of the report or a recommendationfor its use: There is no ivarranty by 1CCE-luation Service, LL.C, express or implied as to am, f nding or other atulter in this report, or as fa any product covered by the report- Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. Www.icc-es.orq (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Councr DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MlTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MI120 HS, AND MT20HSTu 1.0 EVALUATION SCOPE Compliance with the following codes: IN 2012, 2009, 2006 intemational Building Code (IBC) r 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi international Building Code (ADIBC)t IThe ADIBC is based on the 20091BC. 2009 IBC code sections referenced in this report are the same sections in the AMC. Property evaluated: Structural 2. 0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3. 0 DESCRIPTION 3. 1 MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shapedintoatwistedconcaveform, 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 1114-inch (31.7 mm) multiples., See Figure 1 of this report for details_ 3. 2 MiTek® M-20 and MII 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines . of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HST"" 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 3/44ch-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 separatedbya0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, y addressed, nor e they be construed ill as - ES Evaluationof tpo subject of the eeparl or a ecanmiendauon fort stuseaThereis noer attributes by fCC Evaluation , Service,1A C.rexpr expressin plied as co iiii It, any finding or other matter in this report, or as to any product covered by the reporL Page of 5 Copyright 8 2015 Page 3 of 5 2-1311 I Most Widely Accepted and Trusted ES, TABLEHYDRAULIC-PLATEN EMBEDMENT' (Ib/in21PLATE) 0. LUMBER SPECIES SG EA AE EE M 16 AND mn 16 Li fir -larch 0.5. 176 121 64 137 102 126 98 m f1r 0.43 119 127 82 75 107 ruce- pine-fir 0.42 174. 126 .. 147 122 uthern pine 0. 55 M- 20 and MI120 iuglas fir -larch . 0.5 22D .. _. 195 _ 148 186 129 190 145 m- fir.. 0. 43 185 197 ... 1 143 137 ruce- Pine-fir 0.42 ..... 249 190 184 no pine D. 55 M- 20 HS, iNll 20 HS and MT20HS Duglas fir -larch 0.5 165. 146 111 135 97 143 109 em- fir 0. 43 139 148 108 107 103 piece - pine -fir 0,42 _ 0 55 187 143 138 150 Southern pine For SI: 1lbrin2 = 6.:9 kPa. NOTES: eve values, plates Toothholdingunits =psi for a single plate (double for plates on both faces when applying to area on only one face). To achi must be installed on opposite sides of joint. zAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load wood gram parallel to load AE = Plate parallel to load, wood grain perpendicular load ado load EE = Plate perpendiculart) loan vr)d grain perpend Alftruss .Ptates ape:.pressec3 into the wood for :the full depth of their teeth by hydrauf is platen :embec3inent Presses. muftipte roller presses that usepartial. embedment followed by fuii-embedment rollers. or 61 tiMbihationsof partial embedment roller presses: and'hy, Taulic-Pfat?n Presses thatfeedtrussesintoastationaryfinishrollerpress. 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES TABLEM- 20 HS, Mll 20HS AND MT20HS PROPERTY M 20 AND 20 M- 16 AND MI.I 16 .._ PoundsAnc it Efficiency P it FORCE Efficiency PoundslinchlPair Efficiency of Connector of Connector DIRECTION of Connector Plates Plates Plates 5AA2 of TPI-1 (Minimum Net Section over the faint)' TensionValuesinAccordancewithSection0.59 1505 Tension @ 06 0.70 2012 0.56 880 0. 47 820 0.48 1219 Tension @ 90° 0.36 TP1-1 month a Deviation [see Section 5.4.9 (e)7 TensionValuesinAccordancemonthSectionOccursovertheJoint1945Maxfmum.Net 0. 62 1091 0.67 1716 Tension 0 0° 0.68 0: 48 941 0.52 1321 Tension @ 900 0.30 849 Shear Values 1041 0. .9 4 574..._._ 0.43 _ Shear @ 0° .._ 0.54 738 0.61 0.63 1085 Shear@ 300 1173 .... 0. 610.79 936 0.67 1184 Shear @ 60° 0.73 1402 0,55. 645 D:45 792 Shear @ 900 0 55 1055 490 0. 42.. Shear 120° 0.48 914 0.46 544 0.3 537 Shear @ 1500 0.35 672 For SI: 1 Ib/inch = 0.175 N/mm, linch = 25.4 mm. NOTES: through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, Minimum Net Section -Aline with the maximum amount of steel for a specified orientation. For these this line passesthroughalineofhates_ 2Maxint0ril Net Seaton - A line through the plate's tooth pattern line through a section of the plate with no holes. plates, this passes Page 5 of 5 ESR-1311 I ...Most Widely Accepted and Trusted 0 125" . 0.25T 0.30Q" 32mm 61mm 127MM O n 0, to Q Ono i000 BOB BOB Q 000 000 GBO 000 000 000 M0. HS, Mil 20 HSI MT20H. S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report. tbK-71.5-vl roe. QuNP1V111`"' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ord ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www mli.com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, Mil20, M-20 HS, MII 20 HS, and MT20HS7m, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: IN 2014 and 2010 Florida Building Code —Building f 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek® Truss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HST"', described in SectionsvaluationreportESR-1311, comply with the 2014 and 2010 Florida Building Code —Building2.0 through 7.0 of the master eandthe2014:a d 2010 1716*1a Building' Code—Re§/dr3rltiat;. provided the design and installation are in accordance with the International Buitd%iig Code .(IBC) provisions noted in:the.master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST14 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. lJCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject oJthe report or a recommendation for its use. There is no v'arronty by ICC E'valuarion Ser"ice, U.C. express or impl ied, as rrx.a _ M to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 1 Copyright 0 2015 n 1 Florida Building Code Online Page l of 2 1'' 4 F DVa*Id Busrines , t BCIS Home I Log In User Registration j Hot Topics i Product Approval Submit Surcharge I Stets & Facts Publications FSC Staff I BCIS Site Map I links I Search USER:Public User Regulation t AgVMW Menf > pradjpej.or- - >. Aoplica0on list > . {cation Datail, r 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 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I/i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE L i Validation Checklist - Hardcopy Received Certificate of Independence Fl 14239 R3 C0I Indeo:Ddf Referenced Standard and Year (of Standard) Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect W4239 AlEduiY Eauiv.udf: Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products_ . Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL* Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yeses tea Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Ft 14239 R3 AE: °Evai mtf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design, 9aiy[ Nmrt fact Us :: "Q Narth'Nonrne Street. Tallahassee FL, 32399.Dnone: BSn:A87-1 4 The State of Florida is an AA/EEO employer. Coovr7oM 2007-2013'S'iate V Flori :: P(wacr Statement :: Adcess16ft Slatemeni :: Refund Statenent 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 e..Gr6'Znatl to this lnW.. Instead. contact the ofr2eby phone. or by trad'arorWmap, if :yov,ave any questions, please contad,880AWA395. •Pursuant to Se gn.A55..275;i1: Flpida`Stabrles., efrgRFJe OtfOl+erl; 2412: tkenseer'UrCnwO rinser ChaPtEr ass, FS-must Provide the Departr»nrt with an AM" address It t 7 have.erre Tqe pfiaHf Mvkkd:may be used far Of("idal tprrtmunkatton Withthe. Ike osee..lbwever email addresses are public record. if you-0o riot wish to supply a personal: addre5i:ptease provide tM Depa!tmant with an eri4ll address which can be made available to the public. To determine Ir you are a licensee under cNvter 45S,.F.S., please click here_. Product Approval Accepts: T https:// w,-ww.floridabuilding.org/prlpr_app_dtl.aspx?parani=,A,GEV XQwtDquDEJErt0 S Cei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 7 ' LB MIN - WEIGHT, ME.CHANICAL UNIT PER SEPARATECERTIFICATION, TYP. t CENTER OF GRAVITY ASSUMED TO ACT AT THE GEOMETRIC CENTER OF THE MECHANICAL UNIT. MECHANICAL UNIT MUST' BE i u - AF.F. DESIGN tCENTER OF SCHEDULE FOR GRAVITY, ' SQ(IARE OR RECTANGULAR, NO IRREGULAR SHAPE. m - 3 - MAXIMUM SURFACE AREA AND DESIGN f^ PRESSURE, TYP. M N i•17d Wao sreEL nE-DowN CLIPS. SEE DETAtl.. 1/3 & 213 1 FOR CLIP INFORMATION, 3 'TYP. Y t+lAlt 3' MAX.. TYP.: TYP. .. HOST STRUf_'I*URE DESIGN' r' BY OTHERS.SEE DE51 SCIIED'JLE_ FOR 3A01.&OO, ALLOWABLE SUBSTRATES - 3' MAX MECHANICAL UNIT tiA i TIE -DOWN ISOMETRIC TYY7iDRCUPANDNLItM ROPc s 1 1" = T`•0" 15011F'I'RIC PER CORNER WILL VARYPFRCONN.TION TYPES C7•C4 ON SHEET Y TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING EXAMPLE ILLUST I!=S THE PR It UAIRE I)— TO DE'I'ERMl E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR MY GIVEN MECHANICAL. LIRIT T: AT CONFORMS TO THE DIMENSION RES:RTCIIONS AND DEESIGN CRITERIA UMD HEREIN. SEE SHEETS 4-S FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: C.ONSIOFR THE INSTALLATION OF (1) MECHANICAL UNIT' WIH THE FOLLOWING CTU'I'ERIA- VNt;170 MPH, EXPOSURE'W 40" TALI. x 46' DEEP x 48' WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 300D PST MIN CONCRETE WITH (1)-2- CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) t5nno-OTTF TDC: ry w PROCEDURE'STEP RESULT 7 DETERMINE THE'CONNECTION'iYPE EASED ON_THE DIAGRAMS ON SHEET'2 CON ECTION TYPE 3' -:: _„.,. HISINSTALLATION IS INTENDED FOR AVutt=170MPH,E%PCSIJRE'B'1H15 DESIGN 2 DLTE0.M(HE WHICH DESIGN SCHEDULE TABLE TO USE RITERIA CORRESPONDS TO TABLE 5 3 DETERMINE LARGEST FACE AREA OF MECHANICAL UNIT TO BE INSTALLE;[T MIS UNITHEEiH15UNITHEIGHTOF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 98'. NOTE THIS PRODUCT APPROVAL ALLOWS THE UNIT TO 0INSTALLED ON TOP 9 CHECK MAXIMU.M UNIT' HEIGHT RESTRICTION IZE Of ANA/C STAND THAT ISA MAXIMUM 30" TALL IFAMAICSTAND IS UTILED CHECK TO SEE THAT 7HE STAND DOES NOT EXCEED 30" IN HEIGHT 3 GNEOC Ftid tiuM UNVHDTN RE5T IlCS $tt IN 4 WI Y HAN NI NIIFI ALL(1WADLE 1 24' TO THIS UNITMAYBEINSTALLEDATROOFHEIGHTSLESSTHANOREQUAL15FT. ADDITIONALLY, THIS UNIT MAY BE INSTALL D ON ROOFTOP HEIGHTS GREATER d.ETERMINETHEALLOWABLEROUTTOPHEIGHTOFTHEINSTALLATONTHAN66FTANDLESSTHAN100FT. SEE I') ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE Flo r BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE E S INDICATED -IN THE ACCOMPANYING DESIGN SCHEDULES: THE.DESIGN CRITERIA USED THE HEIOHIS LISTED IN THE DESIGN SCHEDULES REPRESENTTHE ALLOWABLE NEIGHTOF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BEINSTALLED ON A MAXIMUM 30 TALL A/C STAND (C.ERTIFICATION BY OTHERS) ON 'LOP OF THE HEIGHTS LISTED IN THE: DESIGN SCHEDULES.. GENERAL NOTES 1. THIS PRODUCT HAS BEEN DESIGNED AND SHALL BE FABRICATED IN ACCORDANC EE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-1.0. THIS PRODUCT MAY Z. n p • I fn BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33- 1/3% INCREASE IN AL1 CWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SY5TEM. U 3. DESIGN IS RASED ON CLIENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS A 4 91 fWl17A, t 98iT(7 HY TESTING EVALUATION LABORATORIES, INC.. NO SUBSTp1TIT( X S MRITFEN APPROYAL BY THIS ENGINEER SHALT. BE PERMITTED: 4. MAXIMUM & MIN 14Uh1 DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL Q 3 CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TUNNAC, F., ETC.) SHALL BE AS PER MANUFACTVREP. RECOMMENDATIONS Z L n O W AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. O 5. FASTENERS TO BC #12 X %' OR GREATER SAE GRADE 5 UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDEX BRAND, CARBON STEEL DALY, u w INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR Q m' ER REQUIREMENTS, AL1. FASTENSSHAD. HAVE APPROPRIATE CORROSION PROTECTION ELECTROLYSIS. Z ", TO PREVENT 6. ALL STEEL CLIPS SHALL BE AS IM A283 STEE:. (GRADE 0) WITH Fy:=33 KSI OR BETTER - ff4LLLq"'uu"I' AILSTEELMB9BEAS SHALL BE PROTECTED AGAINST CORROSION WI.11 AN APPROVED w o a CCAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION: GAD -RATED COATING REQUIRED FOP. ALL COASTAL INSTALLATIONS. 7: ALL CONCRETE SPECIFIED HER FIN I$ NO'I PART OF THIS CERTIFICATION. AS A MINIMUM, Z YH a 2 ALL CONCRETE SHALL BE STRUCTURAL CONCRETE 4" MIN, THICK AND SHALL HAVE LI Wg MINIMUM COMPRESSIVE STRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. TO INSULATE. ALL MEMBERS FROM DISSIMILAR c B. THE CONTRACTOR IS RESPONSIBLE MATERIALS TO PR 11T ELECTROLYSIS. 5. ELECTTtIFAE GACNINb, 1YNk71 AEQI'IRE., SO: tl£ DESIGNED b INSTALLED mOtHCtS: L m 10, THE ADEQUACY OF Ally EXISTIt/G STRVGTURE 1D YFITHSTAND SiTPEfC1MFOBED LOADS SHALL.88 VERIFIED BY THE ONSITB DESIGN PROFES510NAI AND I.S';NOTINO.IIDFDIN rq THIS CERTIFICATION. EXCEPTASEXPRESSLYPROVIDEDHEREIN, NO ADDITIONAL OR AFFIRMATIONS ARE INTENDER CERTIFICATIONS 11, THESYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR P g D A SPECIFIC ST. TE. FOR SITECONDITIONS DIFFFAEN'T FROM THE CONDITIONS DEIAILED OR REGISTERED ARCHTECT SHALL PREPARE SITE HEREIN, A LICENSEDENGINEERSPECIFICDOCUMENTSFOR USE IN CONOUNCOON WITH THIS DOCUMENT. 12, WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE. THAT ANY REMOVED t OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND INS'TAI IATION OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE t RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WAI ER•IGHTNESS SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLLNG Qjjjy ii CON TRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIN SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7.10, DtlE T i 1: O> IIL' DII L.WIS4I15-2378 01 0 r r A tv'YyJC/ ``4Y`` CL333` tJ J yC(uUI u x S i a'r 3" MAX 1' CUPS - TYP, t' CLIPS MAX', 3' MAY, I : TVP, Y MAX r W" 3" MAX ylfi ANCHOR SCHEDULE: 1" CLIPS SUBSTRATE DESCRIPTION 1)-5116"0CARRON STEEL 1TW BUILDER TAPCON, CONCRETE: 2Y.` FULL EMBED TO 4" THICK MIN, CONCRETE, 3%" MIN. 3000 PSI MIN.) EDGE DISTANCE, 3%- MIN, SPACING 1D ANY ADJACENT ANCHOR. 1.)-N 14 SAE GPADE5 ALUMINUM: SMFET METAL SCREW TO 0,12S"MIN... ALUMINUM,PROVIDE(5) THICK, 6061-T6 PITCHES MIN- PAST MIN, ALUMINUM).- THREAD PLANE STEEL; 1)•#14 SAE GRADE 0.125"MIN• SHEET METAL SCREW TO THIC%, 33 KSI STEEL, PROVIDE (5) MIN.. STEEL) PITCHES MIN. PAST THREAD PLANE 2" CLIPS SUBSTRATE IJ-5)16'p CARBON SMEWC JTN BL JI DEX TAP004- i CONCRETE7711CKMIN, Iy" FULL EMBED TO 000KRBT4 !';Mlp. 4" 3000 PSI MIN.) EDGE OISTAKE, 3#v MIN:" SPACING TO ANY " ADJACENT ANCHOR. 2)-4114 SAE GRADE S ALUMINUM: I SHEET METAL SCREWS TO 0.125" MSN. ALUMINUM, PROVIDE (5) THICK, 60fii=1'6 PITCHES MJN. PAST MIN, ALUMINUM) THREAD PLANE STEEL: 2)-a<14 SAE GRADE 5 0 125' MIN, 0. SHEET METAL SCREWS 71) THICK 33 KSI STEEL, PROVIDE (5) MIN. STEEL) PITCHES MIN, PAST THREAD PLANE TYP. L 1. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IP APPLICABLE. 2, ENSURE. MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE, CONNECTION I 1 P E C 1 3,. SEE DETAILS ON $MEET 3 FOR ANCHORS ATTACHING TU MECHANICAL UNIT. CONNECTION TYPE C2 1 1=CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (4) PER: UNIT C2 1- CLIP - UTILIZE (2) AT EACH CORNFR FOR A TOTAL OF (8) PER UNIT 1 UNIT WIDTH 6' MAX6" MAX CLIP OFFSET {-- CLIP OFFSET z I y.. UV PAIR SPACING-^-^•} 3" 7YP MECHANICAL a CLJV-CUV UNIT PER SPACING r i S SEPARATE CERTIFICATION Y CLIPS g".Mq}(- "T1'.P. } .. - ..7. CLIPS 3' MAXUTILIZE (4) CLIPS EA SIDE y 4 ;, N TYp, - OF UNIT FOR ATOTAL OF 8) PER UNIT- r MAR: (."N. /J,jtSl' 3" MAX TYP.N TfP., \N G3 CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE (8)CLIP DETAIL r.cLlPs •:(muzE (I),T EACH PR gR FOA A TOTAL OF ,(] elli z• uIPS UTIUiE (2) AT EAGN COWiER iORA TOTAL OF LI-IM r' 3 N,T.S- PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT. ON FOR ANY CLIP LONGER THAN 10' 0.19, UTILIZE (5)-r12 SAE TYP" GRADE 5 SHEET METAL SCREWS, TYP. C.060' TM)CX'' ASTM 4283 STEEL, TYP. IIL/IIJI' 6 mo oZ 3)•# 12 SAE GRADE 5 a o SHEET METAL SCREWS t( FOR CLIPS UP TO 5" LONG. UTILIZE (5)-912 SCREWS ii) `r YY SHEET METAL FOR CLIPS LOWER THAN 5', TYP. 1 ILC V0 HOLE, WITH 0 NCHOR FROM 1' LIP ANCHORCtICOULE, TYP. OTHER DIMENSIONS SIMAA.R) i 1" CLIP ISOMETRIC DETAIL 3 N,TS. ISOMETRIC 0,072" OR 0.113" THICK, ASTM A283 STEEL, TYP. T 0.75' I 0 13)-t12 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG, UTILIZE (4)-*12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 4", TYP Y,"D HOLES, NOT TO BE USED FOR ANCHORS, TYP. T FACTORY -MILLED V*O HOLES U'T'ILIZE (1) OR (2) ANCHORS p FROM 2" CLIP ANCHOR SCHEDULE, TYP. O.SO' z 2" CLIP ISOMETRIC DETAIL 3 N.T.S. ISOMETRIC MECHANICAL UNIT BY O'THERS. ALUMINUM MOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WITH Fty=:10 KSI, 0.125- MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 Fy=33KSI MIN, STEEL, GRADE 33, 22GA MIN, 0.068" THICK ASTM A263 STEEL CLIP, TYP. BASE OF UNIT SMALL BE PLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP. 3)412 SAE GRADE S SHEET METAL SCREWS FOR CUPS UP TO S' LONG, UTILIZE (5)-512 SHEET METAL SCREWS FOR CLIPS LONGER THAN S". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH EMS, TYP, ANCHOR PER ANCHOR. SCHEDULE r SUBSTRATE PER rP ANCHOR SCHEDULE VARIES) 1" TIE -DOWN CLIP s . ANCHOR DETAIL 3 - 3' = 11.0• .. DETAIL CLIP IS DESIGNED FOR FULL CONTACT WIH'TME BASF. OF EACH MECHANICAL. UNIT, TYP. MECHANICAL UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET W11, H Fty-30 KSI, 0.125' (3)-#72 SAE GRADE 5 SHEET MIN.' THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SHALL BE A5 7MA653 Fy=33K5[ :41N; /" LONG. U-11U2E (4)-#12 SHEET STEEL, GRADE 33, 22GA MIN, (t=0.0299"). / METAL SCREWS FOR CLIPS S LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE 0, 072" OR 0.443' j' FOR EACH SMS, 7YP, THICK AST k2U3 s .r, STEELCLIPTYP ; / OR ( 2)ANCHORS BASE OF UNIT SHALL ' BE: FLUSH WITH 6ASE ,. - PER ANCHOR OF CLIP, NO SPACE 319 SCHEDULE PERMITTED, TYP. SUBSTRATE PER ANCHOR r 3Ci1EpuI..E 1 (VARIES) 2" TIE -DOWN CLIP 4 ANCHOR DETAIL 3 r = 1'-0" - DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EAC21 MECHANICAL UNIT, TYP:.., n0o W N SS c' w 0 r TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE IN THE HIGI- VELOCITY HURRICANE ZONE-) TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE. IN THE HIGH VELOCITY HURRICANE ZONE') ALLOWABLE ROOFTOP HEI Hi (H), TIE•Oa7WN CONFIGURATIONTYDfTTIE-DOWN CONFIGURATIONTYPE- MAXIMUM p}(p}(p} S MAXIMUM SURFACE AREA Of. UNIT UNIT L1 C2 C3 CO SURFACE AREA OF UNIT UNIT Cl I C2 C1 C4 UNITS-ARaisT HEIGHT WID'H UtJI LARGEST HEIGHT WIDTH PACE FACE t— '-' " FT' 24 MAX -12. MIN N/A j' ATGAADE PiGRAOE H57M FT - 6F?' I 24 FAAX 12 MlN AY GRAUE ATGRADE Hf 700 f7 NIA: 4 FT' 32 MA% I 1 MIN i//A A6RADE- ATGRADE H560F7 9FT' qFT lT MAX 2 15 MItJ N/A AT OE AT 6RWE H H5B0 FT_ 4 FTC A7 GPADE NS100iT# H<nOFT Hf700FT6f.' N/A 11515 fT H5 ATGRADE200 FT GFT.., AT GRAD! : HS<OR I AT GRAD, Hf )OO FT; i 9FIT 48"MAY, 24"MIN N/A Al GRADE AT^GyR:ADE Hf80 F7 FT' , 48"MAX 24 MIN! N/A ATGRADE ATGMOE Hf 1lJIFI R' N/A- AT GRAOF ry/_ At GRADE 12 F7 I N/A AT GRADE kk - ATGRADE 11540 FT. N% GRADE 17 1G FT' A ATGRADE V N/ A T ATGRADE 18 fY' w..._ i N/A AT GRADE N/A ATGRADE AT I N/ A AT CRAQ TEA N/A AT GRADE 2S FT' N/ A :PAT GRADE N/A -ATGRADE - T5^Tx C MAX 48 MIN ILIA. N/A N/ A WA WA AT CRAC• E N/A ATGRADE 60' MAX 48MINN/A- N/A AI GRADE .. 80 E7' N7A. N/A: iii NIA ATGRADE i t. .. . _. 36R iN/ A - pl/A L .. MIA AT GRADE _ TS R' i ._... <.. ..... .... ........ ....... .. .,. _ MtS TABIE I$PERMISSIOLE TO DE USED WITHIN THE HVH2 WHICH EON AN BR0 'ARD ANG V'THM TADLEPERMISSIRLETOREUSEDWI7HW'i'HE NVr;2 W HIt;H CUNTAINS BRO WARD AND MIAMI•DADE COUNTIES, CHECK WITH LOCAL AIIT MORI IY HAVING JURISUICI ION FOR THE APPLICABILITY MiAMI-OADECOUNTIES. CHECKWITHLOCH. AUTHORITY HAVING JURISDI^ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. Of THIS TADLE W ITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult= 170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOFTOP HEIGHTjH) ` TIE -DOWN CONFIGURATION IYPE MAXMUM SURFACC AREAOF UNIT UNIT ( C1 I f- 2 C3 C4 UN1151 ARGE5T HEIGHT WIDTH FACE 6 FT' 24 MAX 12"MIN N/A I H5ZOO FT AT GRADE GO FT 1i. 5160R H 5 200 FT A---_ ... _ 4 FT 32•' MAX 15' MIN l N!A H < 1 FT 60 F'T < FI 200 FT H5200 FT AT GRADE. HS 200 FT H 5 200 FT H A ZOO F1 , t_ 4FT2 i ATGRADE 160 IT<HSZOOFTI6FT' AT GRADE H<200 FT 60 FT.HS2001" HSZUO FT 9W 48"MAX; 24'MIN j NIA H5200 FT r60 FT< OfT HtMFT 12 FT' N/ A AI'GRAOF 60 FT<H520OFT; N/A H12. 00.FT 16 FT' N/ A i AT GRADE N/A H 5 200 FT 20 FT' NIA AT GRADE N/A" IT 5 200 f T 15F' i I_. N/A N/ A N/A FT FT <H 6200 FT t 60' MAX - 48' MIN j .. _. 60 AT GRADE: . I 30 F7xN/ A tJ/A N/A, 60 FT c H S180 FT 36 FT' I WA N/A N/A ATGRADE ' 1 AS AN EXAMPLE., THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AUTMORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 4 : Vult= 170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE.') MAXIMUM I ........ .. , SURF AREA OF UNIT UNIT Cl UF11T'S IARGES' T hIEIG1IT WIDTH , FACE ALLOWABLE ROOF - TOP HEIGHT H . TIE -DOWN CONFIGURATION TYPE C2 C3 C4 6 FT' 24" tAAX 12"Mlh N/A Hs200 FT AT GRADE 60 FT cH 580 FT H5200Fi-__ 9 FT' t' MAX IS" MIN NIA A GRADE 60 Fl<H 5200 FT N/A M H HS200 FT 4 FT' ATGRADE I1520U FT 5200 FT H5ZOO FT 48" MAX 60 24" td1N FT< H<100 FT; M/A NiA - H5200 FT NS u 60FTtHS200FT 60 FT H5H_ 1$FT 200 FT AT GRADE- H5200 1" i. H 5 2G0 FT ._ t a.. LFIs 9 FT' 12 FT' .. N/A AT GRADE 60 ET 4H 1120 fT N/A HS2CO FT . 16 FT' N/A N/A N/A H540 FT 60 FT < H _ Wla FT. Ft' 20 FT N! AATGRWE -' N/A H540 FT 60 fT< H5 TFT 25 FT' N/A N/A. N/A AT GRADE 60 FT< H 5200 FT 60" MAX 48" MIN GRADE 30 FT' N/A NIA ... N!A AT 60 FT < H s 100 FT 36 FT' N/A N/A N/A ATGRADF. AS AN EXAMPLE, T14I5 TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL ALL LSOM I HAVING WRISOICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES IT l E Z M 9 y CWiS 515- 2378 2 TABLE 5 : Vult=140 MPH, EXPOSURE B FOR 115E WITH A RISK CATEGORY IT STRUCTURE') AIIQWAS,Il ROOF409.IDiGHr0111. nE•oDwN cayncuRATlorrTrPc MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 C4 UNITSIARGEST HEIGHT WIDTH - FACE 6FT7µ24'MAX; 12" MINI H515 FT H5200 FT H5200 fT H5200 FT 60 FT<HS1.20 FT 9F1' 32"MAX 7.51,MIN AT GRADE H5700 FT a H52U0 FT H52f1U FI' 4 FT' H 5 200 FT . s H <_ 200 FT H 5 200.FT H 5 200 FT 6 FT' H 6 40 FT H 5 200 FT H 120O FT H 5 200 FT 60 FT<H5200 FTi 24'MIN'. AT GRADE 60 FT<H SAD FT H5200 FT H5200 FT H5200 FT9fT' !48"MAX, 12 FT' u AT GRADE H5200 FT H540 FT 60<H5FT FT H5200 FT 16 FT S N/A t H 5 200 FT H 515 FT H 1200 FT 6OFT<Hs100FT H 515 FI" 20 FT' N/A H 1200 FT 60 FT<H 5180 FT H 1200 FT I .. s I N/p H540FT I ATGRADE• H5200 FT25FT- 60 FT <H 5200 FT-6D FT HS80 FT 60" MAX 49" MIN w 30 FT' I N/A H S 15 FT AT GRADE H5200 FT s i `60 FT, H5i6U FT.. Fr'_ N/A AT GRADE ATCRADE HS200 FT1660FT4H580FT; TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY It STRUCTURE") ALLOWABLE ROOF -TOP HEIGHT (H) Ti L_IIIIWN rnNFIf.11RATIFIN TYPE MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 r UNITSLARGEST HEIGHT WIDTH FACE 1... ....... 6FP -24"MAX 12"MIN I AT GRADE H5200 FT H520D FT H5200F i 9F1 ' 32"MAX 15"MIN I H5200 FT H515 FT 60 <HFT12. FT N5200 FT ) 411 N/ A H5200 FT H5200 FT I H5200 FT H5200 FT Y— H5200 FT Hs 200 FT H52DO fT 6FT' AT GRADE 60FT< H S18OFF H540 FT 9FP 48"MAX 24"MINI AT GRADE H52DO FT 60 FT < H 5 200 FT H5200 FT 2 FT' - N/A HS2W FT AT GRADE 60 FT<H5140.FT 115200 FT 16 FT' 60 N/ A - - H 515 FT FT 200 FT AT GRADE H 5 200 FT 3 20 FT' N/A H 5 30 FT 60 FT<H5200 FT AT GRADE H5200 IT s N/ A AT GRADE AT GRAM' H <_ 200 FT 25 FT' 60 FT<H S 140 FT 60" MAX 48'MI.N o 30 FT' N/A I AT GRADE I 'N/A H 5 200 FT j 36 FT' 1 N/ A I AT GRADE WR FT 60 FT<H 5200 ff TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE') ALlUWABLERUUFdUP HEIGHT' (H) TIE - DOWN CONFIGURATION TYPE MAXIMUM SURFACE AREA OF 1R41T UNITClCl C2 C3 C4 UNIT'S LARGEST ( HEIGHT WIDTH FACE I 6 FT' + 24" MAX 12 MIN - N/A i H 5 200 FT H530FT H f 206FT 60 FT H_200 FT( 9 FT' 32"MAX IS* MIN N/A H5200 FT AT GRADE 60 FI'< N5140 IT H5200 FT 4 FT' H540FT 60 H52DO FT H5200 FT [ HS200 FT I FT<1, 15200FT. r 6PP AT GAAbE H5200 FT H520D FT H5200 FT - 60 FT 5100 FT 5 .....I. _ .._. 9 FP 48" MAX 24' MIN ' N/A H 5 200 FT 5I_. 6OTT < N 5 200 FT } H 5 200 FT ; y 12 FP N/A H540FT 60FT< H5. 2OOfT SAT AT GRADE Hs 200 FT 60FT<H58OFT' ' 14fT' N/ A GRADE 60 FT< H5200 FT N/A H 5 200 FT AT GRADE 6OFTc H5200 FT: AT GRADE H52DO FT N/A AT GRADE i q/AtH <_ 200 FT 25 FT' 60 FT<H 580 FT' 60" MAX 48"MIN .._.. .... ._ f4b FT...... 30 FT' N/A N/A H/p: 60 FT < H 5 200 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN N/A AT GRADE N/A 60 BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION N/A FOR THE APPLICABI UIY OF'I HIS TABLE WITHIN CIR"I'AIN FLORIDA COUNTIES- 36 F' FT < H <_ 200 FT i 15-2378 z P E R T ENGINEERING EXPRESS® i, PRODUCT EVALUATION REPORTwv 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 accordance wlth#S7M,D17.61-88 test standards per test report(s);#T.EL 0197.6387A and #TEL 0101.0387B.by Test $llt jf aratork Inc. _ :El`..•`_-..r:.: /y. n. STRUCTURAL ENGINEERING CALCULATIONS Rpsea en eers 5eatvauo rot Structural engineering calculations have been prepared which Pages '. t Fx 7 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 Franky `~"= 3.. Minimum Unit Weight # PE004 85 4. Maximum Allowable Unit Surface Area Ihtti+fq 11 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM N f Z Mi ENGINEERING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e„ engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM MAR 19 2018 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION r Application No: "• Documented Construction Value: S L0200 cK_L Job Address: i_,./I, I Historic District: 1'es No Parcel ID: Type of Work: New 0 Addition Alteration Plan Review Contact Person: Phone: Fax: Email: Property Owner Information fame_ j, Phone: Street: City, State Zip: Residential Commercial Change of Use 1love Title: Resident of property? Contractor Information Name:!" t' il' 1 Phone: Street: yc!t_% Fax: i COZ City, State Zip: _ .t( '(', iL' i / % i State License ' o. r /., ) ( Name: Street: City, St, Zip: Bonding Company: address: Architect/Engineer Information Phone: Fax E-mail: Mortaaue Lender: Address: WARNING TO ONVNER: YOUR FAILURE TO RECORD A NOTICE OF CO'NEXTENCEMENT MAY RESULT I\ YOUR PALING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF CONENI.E\CENIENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST I_\SPECTION. IF YOU INTEND TO OBTAIN. FINANCING, CONSULT «TTH YOUR LENDER OR AN ATTOR\EY BEFORE R.ECORDI\G YOUR 'NOTICE OF COMMENCEA°IENT. application is hereby made to obtain a pernut to do the work and i> siallations 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 standard; of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing. siuns, -'yells, 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: 5`1' Edition (2014) Florida Building Code R.ui>ed:.lune- ?0. 2015 Permit Application 1\OTICE: 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 go- enttttental entities such as tauter management districts, state agencies, or federal agencies. Acceptance of pennit is verification that I will notify the owner of theproperty of the requirements of Florida Lieu La% , 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 pen -nit fees when the permit is issued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all «'ork will be done in compliance «•ith all applicable laws regulating construction air d uLng. siTnature of Oci-ner?Aeeot Date Print ouuer/ALent's Name signature of Notan -state of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID signature off2girractorgcni Date Print Cont cto Agcn ' Wart- Sienatur. <- rNy, STEPHANIE RALLO Commission # FF 175017 s Expires November 9, 2018 0c± xlAdTtwTroyFain Inauronce8W-385.7(NB Contractor/Agent is Personalby Known to :Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No _ of Heads APPRON17ALS: ZO\ ING: ENGINEERING: CO' NDI 1ENTS: UTILITIES: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: R- wised: Rine 30, 2015 PernirApplication SUBDIVISION` J h LAL- tnbq)bt LOT #: Z)0'7 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 7c) qApplicationNo: _ r7 Documented Construction Value: S Job Address: _ 1e i ( c SE_ t 3i Historic District: Ves No L Parcel ID: - r - Residential-, Commercial Type of Work New R Addition Alteration Repair Demo Change of Lisc 1Vlove Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Nance Street. Property Owner Information Phone: Resident of property? ; City, State Zip; Contractor information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETO'N 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: Pax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR I1IPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON TTIE JOB SITE BEFORE T14E 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 periniL to do the worl< and insLallations as indicated. I certify that no worl< or installation has connncnced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jUrisd`iction. .1 understand that a separate hermit nmst be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 10-5.3 Shall be inscribed with the date of application and the code in effect as or drat date: 5"' Edition (2014) Florida Building Code Revi.wd hu '1 1, 2015 Permit Appl ication e 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 ol-Sanford requires payment ofa plan review tee at the time ol'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. ONVNER'S AFIgDAVVY: l certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construct' n and zo ' i 8 Sienatureofotmer/Agent Date Signature oi'Con ctor/Agent Date Print O wter/Agent's Name Signature ol'Notary-State of Florida Date Prouylw nt Co1ntracto oent'sNai J Sienatureofl to Stateorl'lorida ate ryt_ Owner/ Agent is Personally Known to Me or Produced ID Type of ID Contractor/ Agent is Produced ID BELOW IS FOR OFFICE USE ONT N Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Pcrmit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING COMMENTS: UTILITIES: FIRE: Flood zone: of Stories: Plumbing - # of Futures e or Fire Alai -in Permit: Yes No WASTE WATER: BUILDING: Revised: June 30,2015 Permit Application UNIVER L UES Project No: 0110.1401008.0000 Workorder No: 9365542-1 ENGINEERING SCIENCES Report Date: 3/22/2018 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold InspectionD!W1 Building Inspection -Plan Review -Building Code Administration 3532 Maggie Blvd, Orlando; 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: UES Technician: Alberto Aguirre 2600 Lake Lucien Drive Suite 350 fL Maitland, FL 32751 Date Tested: 03/22/2018 IJ Project`: thornbrooke 40s & 50s, SF House -Lots Area Tested: Lot 30 ' 01 Red Rose Ln hha' teflal: Native Refere 66 "Datum: 0 = Bottom of -Footing Tvpe of Test; Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor T h 0 tesfS below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range Maximum Density pcf) optimum Moisture DryFieldD Density pcf) Field Moisture Soil Compaction Native Depth inch) Pass or Fail 1 North Footing 0-1 ft 108.3 10.7 109.7 14.4 101 N/A Pas: 2 East Footing 1-2 ft 108.3 10.7 105.1 12.6 97 N/A Pas: 3 South Footing 1-2 ft 108.3 10".7, 1*07.1 13.6 99 N/A Pas: 4 North West Corner Of Pad (TOF) 1-2 ft 108.3 10.7 103.5 11.4 96 N/A Pas: 5 South East Corner Of Pad (TOF) 2-3 ft 108.3 10.7 107.8 10.1 100 - N/A Pas: Remarks: (TOF) =TOP OF FILL T nnlo l.lini. o m.41 nm:nn4:n.. In I Fl+n O..hl:n o 4 n..rnnh. nll mnnrin -n..I.mi{4n.J on mn.h, of—. n/,*nnfn -l DESCRIPTION AS FURNISHED: Lot 307, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 288 I N 00010' 44" W A I 40. 001 I 19.80, 19.80, LOT 307 157 5.00' o oT 14.3' 8" RECESS FOR POCKET SLIDER M FORMBOARD FOUNDATION TOP OF FORMS 24,00' Q LOT 308 LOT 306 c t, 0) CO oo L 5.05.00, ] 0 I 5. 00, 21.3' 25. 20' 25.20' c'\ 10' DRAIN. &UTIL. ESMT. >t/le/ 16.00' A — — S 00*10'44" E — — 40. 00' ON LOT AREA CALCULATIONS: LOT = 4,800 SQ.FT. LIVING = 1,467 SQ.FT• GARAGE = 455 SOFT. ENTRY 71 SOFT. LANAI = 139 SQ.FT. BREERED ROSELANEDRIVEWAY= 403 SQ.FT. 50' RIW) TRACT I AIC WAL PAD = 18 SQ.FT. WALKWAY = 70 SQ.FT. G UTIL. & ACCESS RIW IMPERVIOUS- 54.6 % FN QOO SOD 2 177 SQ.FT. QQ OFF LOT AREA CALCULATIONS: RIW = 440 SQ.FT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 114 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK - 200 SQ.FT. PROPOSED DRAINAGE FLOW FRONT = 25' SOD = 126 SOFT. LOT GRADING TYPE A REAR = 15' AREA = 5,240 SQ.FT. PROPOSED F.F. PER PLANS = 24.0' / SIDE = 5.0' DRIVEWAY = 517 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ SIDE CORNER = 10' SIDEWALK - 270 SQ.FT. SOD = 2,303 SQ.FT CR USA jVffETYrTR-.S'COTT & A ASIISO C. , INC. - LAND ,S'UR FEYORS LEGEND 1 LEGEND - P • PLAT P.DA- • POINT ON LINE 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP, . TYPICAL NOTES: IP. ' IRON PIPE Pitt' POINT Or REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IR. " IRON ROD P•Cr_ POINT Or COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS W CHAPTER SI-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C. M. ' CONCRETE MONUMENT RAD• • RADIAL 2. UNLESS EMITOSSED WITH SURVEYOR'S SIONATURE AND MODAL PRIM SEAL. THIS SURVEY MAP OR COPIES ARE NOT VAUD. SET I.R. . 12' IA •/ILB 4596 N.R. NON -RADIAL S. THIS SURVEY WAS PREPARED FROM TTTLE INFORAAT70N FURNISHED TO THE SURVEYOR. THERE ANY BE OTHER RESTRICTIONS REC. . RECOVERED W.P. • WITNESS POINT OR EASEMENTS TINT AFFECT THIS PROPERTY, P.O.H. =POINT BEGINNING ENCE CAM • CALCULATED 4. NO UNDERGROUND IMPROVEWENIH HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.D.C. : POINT COMMENCEMENT PRM •PERMANENT REFERENCE MONUMENT @ CENTERLINE FF. • FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N& D = NAIL 6 DISK BS.L 'BUILDING SETBACK LINE 6. OIA49MIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UMM R/ V •RIGHT-OF-WAY B.M. BENCHMARK 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LUTE SHOWN AS BASE BEATING (B.B.) ES41. EASEMENT B.B. •BASE BEARING DRAIN• DRAINAGE B. ELEVATIONS IF SHOWN, ARE BASED ON 9TIOMAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY 9. CERTIFICATE OF AUIHORIIARON NR. 4596, CLFC. CHAIN LINK FENCE VD. FC. ' WOOD FENCE - C/ B • CONCRETE BLOCK SCALE I-- 1 • 20'---+ 1 DRAWN 8Y: *" P.C. POINT OF CURVATURE P. T. POINT OF TANGENCY DATE ORDER No. DESC. •" DESCRIPTION CERTIFIED BY. --- R = RADIUS - PLOT PLAN 12-08-17 5587-17 ARC LENGTH B = DELTA FORMBOARD FOUNDATION/ELEVS. 03-21-16 1527-18 C a CHORD C. B.. •CHORD BEARING - NORTH THIS BUILDING/PROPERTY DOES.NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' IS'. GRUS MEYER, R.LS. i 4714 ZONE • X' MAP f 12117C 0055 F. W. SC R.LS 1 4801 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION APR Application No: Documented Construction Value: $ `U `' Job Address: 0 Historic District: Yes Nog Parcel ID:, Residentiato Commercial i Type of Work: New Addition Alteration Repair Demo Change of Use 4 Move Description of Work:-Trt51111 l; 0," ((A C_ liJ i cr[' .fin v k. Plan Review Contact Person: Title:. Phone: -4sw gmi Fax: 11-2 .-3 Email: kyezc Property Owner Information Name Phone: Street: Luc- I q-, L_.Kv Resident of property? MCI City, State Zip:cu 3 Colitrad{or Information fPZ- Name hone: `-ti0l-v .,1't +Y Street: Fax:01- -6 53 jj State License No.: L-1 a 0 City, State Zip:+(\d tom- %a L Name: Street- City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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: 51n Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is be done in compliance with all applicable laws regulating construction and Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Lf La5 g MY COMMISSION # FF998962 EXPIRES June 05, 2020 Owner/Agent is Personally Known to Me or 'C6ntractof1Agent is_ Produced ID Type of ID Produced ID BELOW .IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: work will If rsonally Known to Me or of ID Gas Roof Flood Zone: of Stories: New Construction: Electric - # of Amps. Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Effectwl D— 511912016 V. 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