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488 Red Rose Ln 17-3585; NEW HOME4 Z CITY OF SANFORD 13f G BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: DEC 4 DocumentedConstruction Value: $__'M 3 (,a 3"j6; x l C% Historic District: Yes XJobAddress: N Parcel ID: 21 -19-30-510 -0000- ESL? 0 Residential IR Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: _NEW SINGLE FAMILY_ - THORNEBROOK PHASE -4— LOT NUMBER : C Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: I . •.•It' i =MM1 ' (J • Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? 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 City, State Zip: MAITLAND FL 32751 Name: Street: tV City, St, Zip: Bonding Company: N/A Address: Fax: NO 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 IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1. understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5th Edition (2014) Florida Building Code Revised: June 30, 2015 permit Application N NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713, The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the 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. of Owner/Agent TAYLOR MORRISONAJf'ORIDA INC Print Owner/Agent's Nam Signature of Not4ViS XrFlorida Datt / Sq pFiK p•; :': FISION 1 FF 2p9108. EXPIFIES: Jens 2 1p9 3 gp dThtuBtrYleOwAknerAgentisyFO, Personally Known to Me or Produced ID N/A Type of ID Z41,. S afire of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/ e e Sig/otary-State of Florida / a MY MISSION Ill 209108 EXPIRES: June 27, 2019 r of c' B0,4M Thnt Bokel N0i,- ? Ser*es Contractor/Agent is YES Personally Known to Me or Produced ID NIIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building E Electrical ®' Mechanical R1 Plumbing© Gas Roof Construction Type: Jg Occupancy Use: O-S Flood Zone: X `5t!t i ofr D Total Sq Ft of Bldg: 3395 Min. Occupancy Load: 11 # of Stories: 2- New Construction: Electric - # of Amps Z%pQ Plumbing - # of Fixtures Z Fire Sprinkler Permit: Yes No [9 # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: tMTU 12`kk'11 FIRE: ok to construct single family home COMMENTS: with setbacks and impervious area shown on plan. c5q, 9 °/o .. Ayi as +as la , CTL— Fire Alarm Permit: Yes No X WASTE WATER: BUILDING: --'F Revised: June 30, 2015 Permit Application Qtt i (-EY 1 l Ytig1 . CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1_r7-35S o- Documented 111construction Value: $ Job Address: 400 %, Histor c District: Yes No X Parcel ID: 21-19-30-S10 -0000- )S9 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: _NEW SINGLE FAMILY440 tf T7-- - THORNEBROOK PHA 4- LOT NUMBER Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: da ne Permits Permits-EMits corn Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? 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 City, State Zip: Name: Street: City, St, Zip: _ MAITLAND FL 32751 Bonding Company: N/A Address: Fax: 2 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 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: 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. of Owner/Agent DA INC Print Owner/Agent's Signature ofNot eAYFlorida Dat/ // EC, IARK MISSION # FF milk EXPIRES: June 27,20 Bo ThNB ettJol?NSenw rope M1 Owner/ Agent is yFS Personally Known to Me or Produced ID N/A Type of ID Z4, 04 C: t'-21A)h S ature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor a ie Sig otary-State of Florida YP 4P •• W CmISSION # F 209108 EXPIRES: June 27, 2019 spg F."' r Bonded Thni Mat Wta, Servket Contractor/ Agent is YES Personally Known to Me or Produced ID N/A 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: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 2 - WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application C1.877 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: 488 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel Identification Number: 21-19-30-510-0000-1590 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: FE-1 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) r . wu v^ a 'r,a, r li n § `tfm45° b Ymr An• ` 77 OFFICIAL USE.ONLY ez 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: E 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# 17-3585 Reviewed by: Michael Cash, CFM Date: December 11, 2017 Application for Right-of-way UseQforDriveway,Walkway& Landscape oRID ansca p F —1877 _11 Department of Planning & Development Services www.sanfordfl.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 attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's a- Knowright-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. VM+_o ZO7-/5"? all be below. G/i/(('wJ/j C811 before you dig. 1. Project Location/Address: 2. Proposed Activity: 'a6 Driveway Walkway nOther: 3. Schedule of Work: Start Date VA /r'' Completion Date ElEmergencyRepairs 4. Brief Description of Work: Q ICIWAI `1 Y FOR &F?, This application is submitted Property Owner. //, n / pp r/, r Jay Signature: M AAPrint Name: AYa4 / l A/VLMAK l W-5 Address::' wIS/ U tL 44Ahk Gw AhUr /(a/ / 'f Phone: &%- M 4?40 Fax- p Q7{1 e 4 fiP71;1'(dlila FYJm} r!G1Vi Date: Maintenance Responsibilities/ Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationfimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public 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 councilpersons, 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 I hereby understand andh Signature: d the above statement and by signing this application I agree to its terms. all city fees related to this application as required by the city's adopted Fee Resolution. Date: 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: September 2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-1590 http://parceidetai i.scpafl.org/ParcelDetai linfo.aspx?PID=2119305100... Property Record Card P Parcel: 21-19-30-510-0000-1590 Q#tP Owner: TAYLOR MORRISON OF FL INC sc+o rmur+iY Property Address: 488 RED ROSE LN SANFORD, FL 32771 Parcel Information Value Summary L—_ Parcel 2 39110150-0000-1590 Owner TAYLOR MORRISON OF FL INC Property Address 488 RED ROSE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORN13ROOKE PHASE 4 Tax District DOR Use Code S1-SANFORD 00-VACANT RESIDENTIAL Exemptions Legal Description 1 LOT 159 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Working Certified ValuesValues ValuesValues Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 1 $26,050 26,050 Land Value Ag Just/MarketValue" 26,050 26,050 Portability Adj Save Our Homes Adj 0 0 Amendment 1 Adj 24,241 12,784 P&G Adj 0 0 Assessed Value 1,809 13,266 Tax Amount without SOH: $336.57 2017 Tax Bill Amount $336.57 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values I Taxable Value County General Fund 1,809 0 1,809 Schools 26,050 0 26,050 City Sanford 1,809 0 1,809 SJWM Saint Johns Water Management) 1,809 0 1,809 County Bonds 1,809 0 1,809 Sales Description Date Book Page Amount Qualified Vac/Imp i No Sales I Find Comparable Sales and Method Frontage Depth Unrts 1 Unds Price Land Value 1 LOT _ — _ —_ 1 — $26,050.00 $26,0500 1 of 2 12/7/2017, 12:03 PM Revision Response to Comments Permit ## / `% S- 8 Project Address: O O Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 13 Building City of Sanford Building &Fire Prevention Division Ph: •407.688.5150 Fax: 407.688.5152 JAN 18 2018 Email: building@sanfordfl.gov Submittal Date Cox-e, 11-,^7n /1 Fax: General description of revision: AWAlad'r 601"&w Q lOv er ROUTING INFORMATION Approvals Laura Barkman From: Kim Carter Sent: Friday, January 12, 2018 7:58 AM To: gruscott@gruscott.com Cc: Ashton Licht; Daphne Clark (Daphne@ permitspermitspermits.com); Laura Barkman; B a P! ardy Subject: FW: 488 Red Rose Lane - T ornbrooke Ph4 Lot 159 Follow Up Flag: o.Llow_up Flag Status: Flagged PLEASE PROVIDE FIX RIGHT AWAY From: Daphne Clark [mailto:Daphne@permitspermitspermits.com] Sent: Friday, January 12, 2018 7:57 AM To: Kim Carter <KCarter@taylormorrison.com>; Laura Barkman <Ibarkman@taylormorrison.com>; Ashton Licht alicht@taylormorrison.com> Subject: FW: 488 Red Rose Lane - Thornbrooke Ph4 Lot 159 Rejection Comments on TB 159 She will take a pdf emailed to her of the corrected plot plan Good afternoon Daphne, am reviewing the building permit submittal for Lot 159 at 488 Red Rose Lane and noticed a discrepancy between the plot plan and building plans. The area calculations on the plot plan show the garage at 215 square feet and based on the dimensions on the building plans I calculate the garage at approximately 400 square feet. I believe the calculation on the plot plan needs to be corrected since I believe all of the Taylor Morrison models in Thornbrooke include two car garages. Please email a pdf of the revised plot plan accordingly. Thank you! Sabreena Colbert Planner Planning & Development Services Thank you ! Daphne Daphne Clark 407-257-6940 301 S. Tubb St. Unit J1 Oakland, FI 34787 Rarra iAm11 i1r$ REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # i"I. 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: yA,%_ ELECTRICAL PERMIT Min Max Ins ection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final P°UM I N G PERIVII G"'' Min Max Inspection Descri tion 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT & Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot159Th rnbrookeAnastasiaGLN Street: 49t Pic( R0l_14w- Builder Name: Taylor Morrison Permit Office: / w City, State, Zip: FL , Permit Number: d Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3137.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521-00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ftZ 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft' 4. Number of Bedrooms 4 d. N/A R= ftZ 10. Ceiling Types (1646.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1619.00 ft' 6. Conditioned floor area above grade (ftZ) 2730 b. Knee Wall (Vented) R=30.0 27.00 ftZ Conditioned floor area below grade (ftZ) 0 c. N/A R= ftZ 11. Ducts R ftZ 7. Windows(383.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 319.42 ft' b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ftZ 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 ftZ SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.614 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2730.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1112.00 ft' None c. other (see details) R= 151.00 ftZ 15. Credits Pstat Total Proposed Modified Loads: 76.78 Area: 0.140 SSPASSGlass/Floor Total Baseline Loads: 79.11 f-J I hereby certify that the plans and specifications covered by Review of the plans and o TKE $1i11 this calculation are in compliance with the Florida Energy specifications covered by this y = Off, Code. calculation indicates compliance with the Florida Energy Code. PREPARED BY. -. Before construction is completed A DATE: _ _-_9L1_4/1.7 ____ __-_ _._ -_____ this building will be inspected for l F W compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 1 with the Florida Energy Code: COb WE -1 OWNE / E :_ _ - _ BUILDING OFFICIAL: DATE:QR .-- - - --- 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. 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 COUNTY OF SEMINOLE IMPACT FEE STATEMENT s STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000075 DATE: February 01, 2018 Z 2J 5BUILDINGPERMITNUMBER: 18-10000075 J UNIT ADDRESS: RED ROSE LN 488 21-19-30-510-0000-1590 2 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INCADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 488 RED ROSE LANE THORNBROOKE PH 4 LOT 159 SFR FEE BENEFIT RATE UNIT TYPE DIST SCHED RATE CALC UNITS UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family Housing 705.00ROADS -COLLECTORS N/A 1.000 dwl unit 705.00 Single Family Housing .00FIRERESCUEN/A 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single Family Housing 54.00SCHOOLSCO -WIDE ORD 1.000 dwl unit 54.00 Single Family Housing 5,000.00PARKSN/A 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 00 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHEDATEABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEWMUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. 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 REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOTISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVE 1 111111111111111111111111111111111111 Iit'tIIT 1'1i'I f'Y "EN11%10LI COUITFY GL FE—RV. Oi=' l IRCUIT C0LJRT t. COMPTROLLER Parcel ID Number: Z/(q J`D rQQ G.. Is -To CLERK'S Y n- 17173630 Prepared By Kim Carter REC:(IRTL.D 12/0/2 i17 0-37-22,51. PN and Taylor Morrison Homes FNE ORDING FEES $1.0-00 REC0RDED l: Return To: 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 41 cw pl N'{0 NOTICE OF COMMENCEMENT. Q CCP" State of Florida. , Lp1i14101- QEQu CLERC County of Seminole. ,w pats,,,,,.--•~"°"' en Its The undersigned hereby gives nonce that improvements will be made to certain real property, and m accord'eC y with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT 167 Legal Description : Thornbrooke Phase, according to the plat thereof, as recorded in Plat BookPage%D- of the public records of Seminole County, Florida. Addresses : 4 0 0 & kolse zo Sanford FL General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(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: 4A 11'2 Signature of Owner's Agent: loz< Jp6 Asa Wright aylor Morrison of Florida In Sworn to and subscribed before me this by John Asa Wright who * perschally known to me. 0 Notary Public DA Clark VUUIC QQ`59g.••'• rc'I' My commission expires: 6/27/19 Serial No. FF 209108 ignature: $ tary dfq C l RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot159Thor ro ke nastasiaGLN Builder Name: Taylor Morrison c Street: 4'r ka IOXJ, Permit Office: 'p City, State, Zip: , FL , Permit Number: v-6A SANFORD85 Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 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=4.1 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 (1646.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1619.00 ft2 6. Conditioned floor area above grade (ft2) 2730 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(383.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 319.42 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems k_Btu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 b. Central Unit 25.2 SEER:16.00 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.614 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems 8. Floor Types (2730.0 sqft.) Insulation Area a. Electric Cap: 50 gallonsEF: a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features 0.950 b. Floor Over Other Space R=0.0 1112.00 ft2 None c. other (see details) R= 151.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 76.78 Glass/Floor Area: 0.140 PASSTotalBaselineLoads: 79.11 I hereby certify that the plans and specifications covered by Review of the plans and STAI this calculation are in compliance with the Florida Energy specifications covered by this Q^[ HE IV'j Code. calculation indicates compliance with the Florida Energy Code. rrrrr PREPAREDBY: Before construction is completed DATE: - 9L14/--1.7 this building will be inspected for compliance with Section 553.908 a I hereby certify that this building, as designed, is in compliance Florida Statutes. e, with the Florida Energy Code. c00 OWNER/ NT-,- - _ ___ BUILDING OFFICIAL: --- DATE: - DATE: -- -2 ?-'1- --- 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. 9/ 14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot159ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2730 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 Block1 1467 13643.1 2 Block2 1263 11367 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1263 11367 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 Raised Floor 2nd Floor --__ ---_ 138 ft2 19 0 0 1 3Slab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft2 0.37 0 0.63 4 Floor Over Other Space 2nd Floor ---- ---- 1112 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 1810 ftz 406 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC IRCCV # Type Ventilation Vent Ratio (1 in) Area RBS 1 Full attic Vented 300 1618 ft2 N N 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) 1st Floor 30 Blown 12 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1607 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt-To-Wall_T_ype Space R-Value F_t-In F_t-In Area R-V_alue-Fraction-Absor Grade% - 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 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 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 52 6 9 4 490.0 ft2 0 0 0.6 0 9 NW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st 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 7 6 8 17.2 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang y Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 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 3 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 4 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 s 5 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 s 6 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 10 ft 8 in 0 ft 0 in None None 8 w 7 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 12.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 11 W 8 Vinyl Low-E Double Yes 0.34 0.31 39A ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 9/14/2017 4:27 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 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2084.2 114.42 215.18 .2616 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 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 252.6 ft Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 63.15 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Conlin an Feb Mar A r Ma X Jun X Jul Au Se [ Oct Nov DecHeatingX] Jan X Feb Mayl j Jun f Jul XjAuSepJXJ Oct NovH Dec Ventin [ ] Jan Feb lMarAprX]] Mar A r Mal Jun Jul Aug Se [ Oct Nov lX 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 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ESTIMATED ENERGY PERFORMANCE INDEX* = 97 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 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 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 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1619.00 ft2 6. Conditioned floor area (ft2) 2730 b. Knee Wall (Vented) R=30.0 27.00 ft2 7. Windows" Description Area c. N/A R= W 11. Ducts R ft a. U-Factor: Dbl, U=0.34 319.42 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 6 252.6 b. U-Factor: Dbl, U=0.58 64.00 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: 2.614 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 ft2EF: a. Electric 0.95 b. Floor Over Other Space R=0.0 1112.00 ft2 b. Conservation features c. other (see details) R= 151.00 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: Address of New Home: Date: City/FL Zip: 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. 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17210 Btuh Entering coil DB: 75.7°F Outdoor design WB: 76.3°F Latent gain: 2864 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 20074 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: 19621 Btuh 114% of load Latent capacity: 2927 Btuh 102% of load Total capacity: 22548 Btuh 112% of load SHR: 87% Design Conditions Outdoor design DB: 41.7°F Heat loss: 18939 Btuh Entering coil DB: 69.4°F Indoor design DB: 70.OoF 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: 22387 Btuh 118% of load Capacity balance: 38 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 89% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Wrl htSoft 2017-Sep-1508:age 19Right -Suite® Universal 2017 17.0.23 RSU24011 Page eAnastasiaGLN\Lotl59ThornbrookeAnaslasiaGLN.rup Calc = MJ8 House faces: N 4QDEL-AIR Manual S Compliance Report HTATING * AIR CONDITIONING a h 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 For: Taylor Morrison Job: Lot159ThornbrookeAna... Date: 6/4/2014 By: FJF Design Conditions Outdoor design DB: 92.5°F Sensible gain: 17649 Btuh Entering coil DB: 78.1°F Outdoor design WB: 76.3°F Latent gain: 3063 Btuh Entering coil WB: 64.0°F Indoor design DB: 75.0°F Total gain: 20712 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: 19297 Btuh 109% of load Latent capacity: 1606 Btuh 52% of load Total capacity: 20903 Btuh 101% of load SHR: 92% Design Conditions Outdoor design DB: 41.7°F Heat loss: 14335 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 156% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 82% of load Temp. rise: 13 OF Meets are all requirements of ACCA Manual S. t wri htsoftx 2017-Sep-75 08 Page 2yam_ 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Paae 2 lhiC g eAnaslasiaGLN\ Lot159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N Constructions Job: LOt159ThornbrOOkeAna... DEL-AIRComponent HEATING® AIRC01111MGNMG Entire House Date: By: 6/4/2014 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 CoolingOrlandoIntlAP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (IF) - 17 ( M) Method Simplified Wet bulb (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' Btuh/ft'-°F ft-F/Bluh BtuhW Bluh Btuh/f' Btuh 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-2ocs: Blk wall, stucco ext, r-2 ext bid ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 112" gypsum board int fnsh Partitions 12C-Osw: Firm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" 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, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (5 ft window ht, 1 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, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32), 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht n 240 0.091 13.0 2.58 618 2.34 562 e 431 0.091 13.0 2.58 1109 2.34 1009 s 225 0.091 13.0 2.58 579 2.34 527 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1356 0.091 13.0 2.58 3492 2.34 3177 n 51 0.201 0 5.69 292 4.35 223 e 470 0.201 0 5.69 2671 4.35 2044 s 158 0.201 0 5.69 897 4.35 686 w 433 0.201 0 5.69 2462 4.35 1883 nw 24 0.201 0 5.69 134 4.35 102 all 1135 0.201 0 5.69 6455 4.35 4938 n 29 0.032 30.0 0.91 26 2.38 69 223 0.091 13.0 2.58 575 1.44 322 n 30 0.340 0 9.62 289 10.6 317 e 30 0.340 0 9.62 289 30.4 911 e 30 0.340 0 9.62 289 30.4 911 s 45 0.340 0 9.62 433 10.8 485 w 30 0.340 0 9.62 289 30.4 911 all 165 0.340 0 9.62 1588 21.4 3535 e 39 0.340 0 9.62 374 30.4 1180 s 58 0.340 0 9.62 561 12.2 708 w 39 0.340 0 9.62 374 30.4 1180 all 136 0.340 0 9.62 1308 22.6 3067 s 64 0.580 0 16.4 1050 16.8 1078 Wrl htSoft' 2017-Sep-1508:age1 9Right -Suite® Universal 2017 17.0.23 RSU 24011 Page 1 ACCk.. eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.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 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 13 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type nw 23 0.390 n 17 0.390 all 40 0.390 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1619 0.032 gypsum board int fnsh Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 20P-19t: Fir floor, frm flr, 6" thkns, r-19 cav ins, amb ovr 138 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 wrightsoft' Right -Suite@ Universal 2017 17.0.23 RSU24011 I CCN...eAnastasiaGLN\Lotl59ThornbrookeAnastaslaGLN.rup Calc = MJ8 House faces: N 0 9.62 51 30.4 160 0 9.62 125 30.4 393 0 11.0 250 12.0 272 0 11.0 190 12.0 207 0 11.0 440 12.0 478 30.0 0.91 1467 1.74 2811 19.0 1.41 18 0.71 9 19.0 1.41 195 0.71 98 0 28.0 4126 0 0 2017-Sep-15 08:09:38 Page 2 EL.- I Component Constructions Job: Lot159ThornbrookeAna... a Date: 6/4/2014 HUM -JURMOrr hIM 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: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°F) - 17 M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btu h/ft-F ft2-0FBtuh Btu h/ft Btu Btu h/ft2 Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 51 0.201 0 5.69 292 4.35 223 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 158 0.201 0 5.69 897 4.35 686 w 433 0.201 0 5.69 2462 4.35 1883 nw 24 0.201 0 5.69 134 4.35 102 all 1135 0.201 0 5.69 6455 4.35 4938 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 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 Windows 2A-2ov: 2 glazing, cir 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, 11.67 ft sep.); 6.67 ft head ht w all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 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 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 It overhang (3.17 ft window ht, 11.67 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 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.67 ft sep.), 6.67 ft head ht Doors 11 DO: Door, wd sc type nw n all 223 0.091 13.0 2.58 575 1.44 322 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 64 0.580 0 16.4 1050 16.8 1078 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 23 0.390 0 11.0 250 12.0 272 17 0.390 0 11.0 190 12.0 207 40 0.390 0 11.0 440 12.0 478 W rl ht:SOft' 2017-Sep-15 08:09:38 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 3 fCCN ...eAnastasiaGLN\Lot159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceiI ins, 1/2" 12 0.032 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 30.0 0.91 11 1.74 21 0 28.0 4126 0 C C F7tSOfC' 2017-Sep-1508:09:38 WCI C 9 Right -Suite® Universal 2017 1T0.23 RSU24011 Page 4 eAnastasiaGLN\Lot159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N DEc/ p Component Constructions Job: Lot159ThornbrookeAna... L -I + c p Date: 6/4/2014 HEATING, AIRahu 2 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 Location: Orlando Intl AP, FL, US Elevation: 95 ft Latitude: 28°N Outdoor: Heating Cooling Dry bulb (OF) 42 93 Daily range (OF) - 17 ( M ) Wet bulb (OF) - 76 Wind speed (mph) 15.0 7.5 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Moisture difference (gr/lb) Infiltration: Method Construction quality Fireplaces Heating 70 28 30 1.5 Simplified Average 0 Cooling 75 18 50 46.4 Construction descriptions Or Area U-value Insul R Htg HTM Loss CIg HTM Gain ht Btuh/h2-'F ft2-°F/Btuh BtuhV Btuh BtuhW Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" 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 431 0.091 13.0 2.58 1109 2.34 1009 s 225 0.091 13.0 2.58 579 2.34 527 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1356 0.091 13.0 2.58 3492 2.34 3177 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 ft window ht, 1 ft sep.); 6.67 ft head ht e 30 0.340 0 9.62 289 30.4 911 s 45 0.340 0 9.62 433 10.8 485 w 30 0.340 0 9.62 289 30.4 911 all 165 0.340 0 9.62 1588 21.4 3535 Doors none) Ceilings 166-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" 1607 0.032 30.0 0.91 1455 1.74 2790 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 20P-19t: Flr floor, frm flr, 6" thkns, r-19 cav ins, amb ovr 138 0.050 19.0 1.41 195 0.71 98 t ht.SOft` 2017-Sep-15 08:age 5WrlgRight -Suite® Universal 2017 17.0.23 RSU24011 Page 5 CCP'_.eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N JA LS • JA LS • • JA LS • 1 • JA Desi 1ht6rmation . r r 3 AWA > Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 26887 Btuh Ducts 6387 Btuh Central vent (0 cfm) 0 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces Orlando Intl AP, FL, US Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 25823 Btuh Ducts 9036 Btuh Central vent (0 cfm) 0 Btuh 0 Btuh Blower 0 Btuh 0 Btuh 33274 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 34859 Btuh Simplified Latent Cooling Equipment Load SizingAverage 0 Structure 4300 Btuh Ducts 1627 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ftz) 2730 2730 Volume (ft3) 28169 28169 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 192 99 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Efficiency n/a Heating input Heating output 0 Btuh Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Space thermostat n/a Equipment latent load 5927 Btuh Equipment Total Load (Sen+Lat) 40786 Btuh Req. total capacity at 0.70 SHR 4.1 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. n/a 0 Btuh 0 Btuh 0 Btuh 0 cfm 0 cfm/Btuh 0 in H2O 0 wri htsO'` 2017-Sep-15 08:09:38gRight -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 ACCA...eAnastasiaGLN\Lo1159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N JA LS • JA LS • / • JA Weather: Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17035 Btuh Ducts 1904 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 18939 Btuh Infiltration Method Construction quality Fireplaces Orlando Intl AP, FL, US Simplified Average 0 Heating Coolingg Area (ft2) 1467 1467 Volume (ft3) 13706 13706 Air changes/hour 0.40 0.21 Equiv. AVF (cfm) 92 47 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 15231 Btuh Ducts 1979 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17210 Btuh Latent Cooling Equipment Load Sizing Structure 2689 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 2864 Btuh Equipment Total Load (Sen+Lat) 20074 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 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 @ 470F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.044 cfm/Btuh Air flow factor 0.049 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point 38 OF Backup: Input = 5 kW, Output 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rF2017-Sep-15IgfItSOft° 08:09:38 WI ACCA Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 2 eAnastasiaGLN\Lo1159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House (aces: N EL I Project Summary Job: Lot159ThornbrookeAna Y Date: 6/4/2014 HEATING $ AIR COUn GNING ah u 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison JA LS • JA LS • JA LS • 1 • JA WSWS a i n information _ Z+1 1C7 1L• - Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 9852 Btuh Ducts 4482 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 14335 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 1263 1263 Volume (ft3) 14463 14463 Air changes/hour 0.42 0.21 Equiv. AVF (cfm) 100 51 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Summer Design Conditions Outside db 93 OF Inside db 75 IF Design TD 18 IF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 10592 Btuh Ducts 7057 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17649 Btuh Latent Cooling Equipment Load Sizing Structure 1612 Btuh Ducts 1451 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3063 Btuh Equipment Total Load (Sen+Lat) 20712 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 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 471F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.059 cfm/Btuh Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 31 IF Backup: Input = 3 kW, Output = 11784 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Sep-15 08:agewrihtsot" g Right-SuileC Universal 2017 17.0.23 RSU24011 3Page3g ACCK...eAnaslasiaGLN\Lot159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet 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: Lot 159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.4 ft 147.4 ft 3 Room height 9.2 ft 9.3. ft 4 Room dimensions 5 Room area 3076.0 ft2 1469.0 ft2 Ty Construction U-value Or HTM Area (W) 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 Osw 2A-2ov ; , Q 091 0.340 n n ' f ;,258' 9.62 2.34 10.58 r 270 30 240 a0 618 m,;289 .,, 562 317 0 0 0 0 .;...,,... 0 0 0; 0' W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 W 16A-30ad ` e. 0.032 n-:- 0.91 2. 11 W 12C-Osw 0.091 e 2.58 2.34 491 431 1109 1009 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 30 0 289 911 0 0 0 0 2B-2fv 2A2ov s _ 0.340 340 e 9.62 9.62" 30.36 9.36 30 9 0 470_ 289 374 911 1671080 0 508 ems, 0 470 0 4 2 7 374 0 2044 1189= t-G 12C-Osw 0.091 s 2.58 2.34 270 225 579 527 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 45 79 433 485 0 0 0 0 13A 2ocs 0 201 s 5 69 4.35 280 158 897 686 280 158 897 686 W A 2ovd ;r` 12C-Osw 0 580 0.091 t s ` w 16 4Y -16 2.58 85 2.34 64 491 128 461 11050 1186 1078 1079 64 0 128 0 1050_' 0 10788 0 G 2A-2ov 0.3401 w 9.62 30.36 30 0 2891 911 Of 01 0 0 13A 2ocs 0 201 "w" 5 69 4,35 490 4 433 "2462 1883 " 490 4332462: 1883 2A 2ov 0 340 w 9 62 30.36 5 51 160 5 0 51 180 2A 2ovl 2A-26v 0 3 O wj; 9 62I --- y 30.36 , , 39 .. 0 374 " ` 11380 R 39 -- *fto Lek . 374' 11 0'. W 13A-2ocs 0.201 nw 5.69 4.35 46 24 134 102 46 24 134 102 6 c) AED excursion 01 10 Envelope loss/gain 20916 20137 14168 10528 12 a) Infiltration 5972 1891 2867 908 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants C@ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 26887 25823 17035 15231 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26887 25823 17035 15231 15 Duct loads 24% 350% 6387 9036 11% 13%1 1904 1979 Total room load 33274 34859 18939 17210 Air required (cfm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right -Suite@ Universal 2017 17.0,23 RSU24011 2017-Sep-15 0Page 1 eAnastasiaGLN\ Lot 159ThornbrookeAnasIasiaGLN.rup Calc = MJ8 House faces: N DEL --AIR Right-M Worksheet WATT ,Get COMMUNING 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: Lott 59ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 If 4 Room dimensions 5 Room area 1607.0 fl2 Ty Construction U-value Or HTM Area (It2) Load Area Load number (Bluh/ft2-°F) (Btuh/it2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat I Cool 6 y 12C Osw 0 091h" 2.58' ,' 2.34 2A-2ov 0 340 «n 9.6210.58 W 13A-2ocs 0.201 n 5.69 4.35 W 16A-30ad :0.032 "n" - " 0.911 - 2.38 11 W _1 W-Gsw 0.091 e 2.58 2.34 2A- 2ov 0.340 e 9.62 30.36 213- 2fv 0.340 e 9.62 30.36 W 13A 2ocs 0 201 .ems: :-- 5.69 4.35 G. e2A 2avF` -- D 340 e 9.62 _a0.36 W 12C-Osw 6.091 s 2.58 2.34 0 289 911 0 289 911 0 0 's0 0, 0 0 5 579 527 12C- Osw 0.091 w 1 2.58 2.34 491 461 1186 1079 IOA —, n OAn -1 n — an n on n ooa OH 12A2 0340 wI 9.62, 30.36', 0 0 0 2oocs03409.62 30.36 0 0 N 0 13N- Lots I U.euII nw 1 o. M11 +.301 UI u 61 c) AED excursion 10 Envelope loss/gain 6748 9609 12 a) Infiltration 3104 983 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/ other 0 Subtotal ( lines 6 to 13) 9852 10592 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9852 10592 15 Duct loads 459/6 67% 4482 7057 Total room load 14335 17649 Air required (cfm) I 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Sep-1 08 ee 2 eAnastasiaGLN\ Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N g DEL A1R Right-J® Worksheet HEMFM0 AM rxMMOMMMB 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: Lot159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 it 42.0 it 3 Room height 9.3 it 9.3 it heat/cool 4 Room dimensions 17.0 x 15.5 ft 5 Room area 1469.0 it' 263.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter ft) Btuh) or perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 11 ffi12C=0sw , A"2ov ;;. 0.091 0.340 n000 n 000 s Or00 0 00 0 s , ' -' .."0 0 0 0 0 0 0 0, 0 0 0 0 0 0 01 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 0 W WA12C-0sw 16A 30adi ., 0 032 0.091 n e 0.91 0.00 2.38 0.00 0 29 0 26 0 69 0 29 0 29 0 26 0 69 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 W 2B 2fv 13A 2ocs 2A2ov--- -. 12C-Osw 0.340 0 201 0.340. 0.091 e e e__ s 0.0.0 Nn5!69' M2 0.00 0.00 4 35 3036 0.00 0 508 19 0 0 470 0 0 0 2671 374 0 1t80 0 2044 0 0 89 0 x; 89 a: A 504 K 386 0. 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 H 13A 2ocs 2A 2ou, • N 2A 2ovd."'; 0 201 0 340 s s . 5:': 5 69 9.62 1.6_.41:1685 4 35 12A 5 280 a 98 64 158 0 128 897 561 1050 686 708 1078 145 58 0 8666 0 0 491 491 561' 0 376 708. 0' W 580 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 n 0 n 0 n 0 n 13A 2ocs . f 2A 2ov w 0 201 0 340 W w w VV 5 69, 9 62 4 35 30 36 v 490 5 433 0 2462 51 v 1883 160 159 0 159 0 v 902 0 v 690 0 2A 2ov 0 340 w,; 9.62 30.36 13 0 125 xt 393 0 0 0 0 2A 2ov__ 0:340 w 9.62 30.36 a-E39 0 374 1180 0_ 0 0 0; 13H 2Ocs U.LUI nW b.b`J 4 3b 4b L4 134 IUG V V U U 11DO 0.390 nw 11.04 11 99 23 23 250 272 0 0 0 01D 12C°Osw 0 091 2.58 1 44 240 F°223 575 322 0 0 0 0190 = 207 _..- u 'J1D0 A 390..__n. 11.04 t1,99 - .w..17 _._ -+ 17 C 16R-30ad 0.032 0.91 1.74 12 12 11 21 0 0 0 0 6 c) AED excursion 0 158 Envelope loss/gain 14168 10528 3660 2071 12 a) Infiltration 2867 908 859 272 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 24151 600 Subtotal (lines 6 to 13) 17035 15231 4519 3173 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17035 15231 4519 3173 15 Duct loads 11 % 13% 1904 1979 10 % 10%1 452 317 Total room load 18939 172101 4971 3490 Air required (cfm) 840 840 220 170 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft, 2017-Sep-15 08:09:38 RCN Right-SuiteRO Universal 2017 17.0.23 RSU24011 Page 3 eAnastasiaGLN\Loll59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N DEL -AIR aR uh J® Worksheet 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: Lot159ThornbrookeAnastas... 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 ft 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/ft2-°F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6VL_G12C-Osw 0.091' n 0.00 0_00 0 0 0 0 0 0 0 0: 2A-2ov 0.340 n MO 0.00 0 0 0 0 0 0 0 0'. W 13A-2ocs 0201. n 569 4.35 0 0 0 O 0 0 0 0 W .,,_ 16A730ad, 8,,, 4 032 n ; 0.91 2=38; 0 0 .. 0 0 0 0 6 11 12C-Osw 0.091 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 2B-2fv 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 W 0 201 ea 5.69 4.35 0 0 0 0 0-_ 0 0 0 2eocs 0.340 e_ 9 62 30.3& 0 tea Oro 0 0 0 0 0': 0; W 12C-Osw 0.091 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 13A 2ocs 2A-2ov 0 201 0 340 s s 5 69. 9 62 4 35 12.15 0 0 s 0 0, 0 0 0 0 0 0 0 0 0 0 0 0 i 2A 2ovd_._..; 0 580 5` 16.4;Pi 16.85 s , , 0 0 __ 0 0 0 O Oi 1•,p/ L_ r_ 12C-0swoAo,.,, 0.091 n onn w 0.00 0.00 n nn 0 n 0 n 0 n 0 n 0 n 0 n 0 n 0 n 13A 2ocs 2A 2ou.• 0 201 0 340 w w'-;' 5 69 9 62 4 35 30 36 112 0 112 0 637 0 487 0 0 0 0 0 0' 0,0 0 2A 2ou 0 340 w 9.62 30.36I 0 0 0 w 9.62 30.36 0 0 0 0:':_0 0 0! 0 WL-D 111 DO ocs I 0.390I nw nw I 11.04I 11.99I OI OI OI OI OI OI O I O 61 c) AED excursion 551 10 Envelope loss/gain 973 432 0 0 12 a) Infiltration 229 72 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1201 504 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1201 504 0 5 15 Duct loads 10% 10%1 120 50 10% 10%1 0 0 Total room load 1321 555 0 5 Air required (cfm) 59 27 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wright5oft' 2017-Sep-15 08:09:38 Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 4 eAnaslasiaGLN\Loll59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces. N EL --AIR Right-JO Worksheet EAFQ"i•GR1 I NINT10Hi"8 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: Lot159ThornbrookeAnastas... 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 1t2 Ty Construction U-value Or HTM Area (ft2) 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-Osw - 0 091 n; 0.00 0.00 0 M D 0 0 0 s 0: 0 0, 2A-2ov 0340 f n 0.00 0.00 0 0 0 0...0..:` 0 0 0` W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 TT W 16A 30ad '-__--: 0 032 nT 0°91s 2.38 0 D 0 0 0 A 0 0 11 V=12C-Osw 0.091 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 2B 2fv e 0.00_ 0.00 0 0 0 0 0 0 0 0 W-- 93A 2ocs 0.340 0.201 0.340 e, 569 4.35 0 0 0 a 0 0 O 0„ 0 a 0- 0- pr W 62A 2au . " -+ 12C-Osw 0.091 e'- s 962 0.00 39136 0.00 0 0 0 0 0 0 0 0 0. 0 te..- 0 0 L-C 2A 2ov 0.340 s 0.00 0._00 0 0 0 0_ 0_ 0 0 13A 2ocs 2A 2ov 0.201, 0 346 s s 5.69 9.62 4.35 12.15 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 2A'2ovd_' 0.580_ 1641' 16.85 0 0 0 0 0 0_ 0 WI 12C-Osw 0.091 s>3 w 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A 2ov 0 340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs, 2A 2ou 0 201 0 340 w , w 5.69 9:62 4.35 30:36 0 0 D &o 0f 0 0 0 98 0 59 0 336 0 s 257 0 2A 2ou 3r. 0.340 ws; 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0 340 w ? 9.62 30:36 A 0 Wp 0 0 39 0 374 1180' W 13A-2ocs 0.201 nw 5.69 4.35 0 0 0 0 0 0 0 0 L-D11 DO 0.390 nw 11.04 11.99 0 0 0 0 0 0 0 0 P 12C Osw -°` 0 091 2.56 1.44 0 0 ,, 0 0 0 0 0 0' t_ A- O. 0_._. 0. 0.._0 C 168 30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F ' 20R-19t _.._._.._ 0 050 t;,'. _ 0 QO 000 sMtt-.tO 0 0 0..- F 20P 19t 0.050 0.00 0.00 0 0 0 0_ 0 0 0, F `'22A' tpl. 0 % e -'.+ 27.99 0.00- yw 1'9 0 W0 0 121 11 r 294 7 ,00 v,T u' -ems,,,,,,,;; u:. y:.:-. 3' f It 6 c) AED excursion 0 478 Envelope loss/gain 0 0 1004 1915 12 a) Infiltration 0 0 200 63 b) Room ventilation 0 01 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 5 1204 1978 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 1204 1978 15 Duct loads 10% 10% 0 0 10% 10% 120 198 Total room load 0 5 1324 2176 Air required (cfm) 0 0 59 106 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Sep-15 08:09:38 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 5 eAnastasiaGLN\Loll59ThornbrookeAnastasiaGLN_rup Calc = MJ8 House faces: N DEL --AIR Right-M 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: Lot159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 it 12.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 5 Room dimensions Room area 6.5 x 6.5 it 42.3 ft2 6.5 x 6.5 it 42.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat CoolI 6 F 02A2ovw: 0.340 n 0.00 x,k 0 0 ......-. 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 51 51 292 223 W 16A-30ad 0 0:032 n 0_91' 2.38 0 6 0 0 r_ i0 0 0 0 11 W 12C-Osw 0.091 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 2B- 2fv 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 0 201 e::: 5.69 4 35 0 • ' 0 a 0 0 0 0 0 2A2av F.- 0 340 e- 9.62 F>y 3.0€3 O 0 O. 0. Q 0 0. Vf/ 12C-Osw 0.091 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 t 13A 2ocsx 0 201 s 5 69 4 35 0 0 0 0 0 0 0 0 GA 2ovd 0 580 s 16.41 16.85 p 0 ,e 0 0 .00 0 W12C Osw 0.091 w 0.00 0.00 0 0 0 0 0 01 0 0 01 01 01 01 01 01 01 6 c) AED excursion 1861 116 Envelope loss/ gain 578 687 993 641 12 a) Infiltration 124 39 229 72 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 6001 0 Subtotal (lines 6 to 13) 702 1326 1222 713 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 702 1326 1222 713 15 Duct loads 10% 109% 70 133 10% 109% 122 71 Total room load 772 14591 1344 784 Air required ( cfm) 34 711 60 38 Calculations aooroved by ACCA to meet all reauirements of Manual J 8th Ed 444- wrightsoft" 2017-Sep-15 08 09:38 W-CK Right -Suite@ Universal 2017 17.0 23 RSU24011 Page 6 eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN. rup Calc = MJ8 House faces: N j DEL -AIR Right-M 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: Lot 159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 i1 10.0 it 3 Room height 9.3 it heat/cool 9.3 it 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 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 Cool Gross N/P/S Heat Cool Grass N/P/S Heat Cool 6 12C 0sw :,, 0.091 n,° 0.00 , 0.00 0 k2A-2ov ° 0 340 n 0 00 0.00 0 0 0 0 0 0 ' a0 0 W 13A 2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-30atl . 0 032 n is 0.9t 2:!38 0 0 0 x .:_,; 0 0 0 z ,fl,,, 0' 11 W 12C-Osw 0.091 e d oo 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 2B-2fv 0.340 e 0.00 000 13A 2ocs =:-_ 0 201 e 5.69, 4.35 2A 2ov_"_ :I 0 340 e ,. 9.62 r39:3fi 12C-Osw 0.091 s 0.00 0.00 2A-2ov 0.340 s 0.00 0.00 13A 2ocs€ 0,201 s- 5i69 4.35 2A 2ov ,.'E; „ W11"'0.340 s 9AZ 12:15 2A-2ovd _•'"- s 16-41ii' 16.85 12C-Osw OA 0.091 w 0.00 0.00 0 0 0 0 -- 0 __0--..... -0 11 f088 832 -93 „ 54 310 VM 237, 374 11-801 0 0 0 0 0 0 0 0 0 0 0 0 0 0., 0 0 0 '• ; 0 I 0 0 0 4 1050 ti:' 1078 ,:p «0 .. A' "0' 0 0 0-----.Q--0._..-....".._--O a 13A 2ocs 2A2ov 0 201 0 340 w w 569, 9.62 4.35 30.36 M 0 0 0 0 0 0 0 0' 0 0 0 0 0 rz 0 0 0' 2A 2ov 0 340 w: 9.62 30.36 0 0 0 0 0 0 0 0 2A 2ou _ 0 340 w 9.62 0 A - 0 0 0 W 0 ri„ 0' 0 W- D 11 DO 3A-2ocs U UI VI 61 c) AED excursion 1-331 1244 Envelope loss/gain 3524 1890 963 1660 12 a) Infiltration 667 211 190 60 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) 4190 3021 1154 1951 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4190 3021 1154 1951 15 Duct loads 110% 10% 419 302 10% 10% 115 195 Total room load 4609 3323 1269 2146 Air required (cfm) 204 162 56 105 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-SuiteO Universal 2017 17.0.23 RSU24011 2017-Sep-15 08:09:38 Pa4GCPA...eAnastasiaGLN\Lot159ThornbrookeAnastasiaGLN.rup Calc - MJ8 House faces: N ge 7 DEL -AIR 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: Lot 159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name 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 (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Osw 0.091 n_ 0.00 0:00 0 0 0 z 0 0 0 0- 02AtZC2ov ,,, O.340 n 0.00 0.00 r,0 0 0 0 0 r 0 0 O W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A 30ad _ _ _ 0_032 n 0:91. 2.38 0 0 0 0 ""_> - 0 0 0 11 WI 12C-Osw 0.091 e 0.00 0.00 6 0 0 0 0 0 0 0 0 t 2A-2ov 0.340 e 0.00 0.00 01 01 0 0 0 0 0 0 2B-2f v 13A 2oc 2A2ov_ 12C-Osw W 112C-0soA -, 0.340 e_ 0_00 0.00 0 01201• e, 5.69 h 4 35 0 0:340 e 9.62 39.3fi u, 0 0.091 s 0.00 0.00 0 0.340 s. 0.00 0.00 0 0.201 ma`s 5=.69' :;. 4.35 Q 0.340 s 9,62 12, 15 0 0.580 s :,_ 16 41" 16.85' 0 o.o91 w 0.00 0.00 0 0 0 0 5 770 " 589' 0 0 0 13A 2ocs 2A 2ou 0 201 0 340 w w 5.69 9:62 4i35 30 36 0 0 D 0 0 0 0 0 0 0 0 0 0 0 0' 0 2A 2ou-..,: e 0 340 w : 9.62. 30.361, 0,0 0 0 0. 0 2A 2ou .:: _ 0 340 w 9:62;30.36 D 0 0 0 0 0_._ Os 0 I yr I . - ... I v. I nw I o.-I v. 0o1 VI UI UI UI 4bl Z41 1041 1UZ1 61 c) AED excursion 10 279 Envelope loss/gain 0 0 2473 1233 12 a) Infiltration 0 0 370 117 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 51 1200 Subtotal (lines 6 to 13) 0 5 2843 2551 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2843 2551 15 Duct loads 10% 10% 01 0 17% 28%1 485 711 Total room load 0 5 3328 3262 Air required (cfm) 0 0 148 159 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 44-wrightsoft" 2017-Sep-1 08i09:38 Right-SuileO Universal 2017 17.0.23 RSU24011 Page 8 eAnastasiaGLN\Loll59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-J@ Worksheet HUTM - M COHMUM8 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: Lot 1 59ThornbrookeAnastas Date: 6/4/2014 By: FJF I Room name I ahu 2 second suite 2 Exposed wall 169.0 it 30.0 it 3 Room height 9.0 it 9.0 it heat/cool 4 5 Room dimensions Room area 1607.0 ft2 14. 5 x 15.5 it 224. 8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (jt2) Load number Btuh/f t2- OF) Btuh/f t2) or perimeter (it) Bt h) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 0. 340 n n 2. 58 9. 62 2 34 JO58 2?9 30 240 618 289 562 317 0 0 0", 0 0 w '_o W 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 WE: 2 16A-30ad 12C-Osw 032 0. 091 n e 0. 00 2.58 2.34 491 0 431 1109 6 1009 1*' 0__ 0 0 2A- 2ov 0.340 e 9.62 30.36 30 0 289 911 0 0 0 0 2B-2fv 0.340 e 9.62 3036 30 0 289, 911 0 0 0 0 W G. 2A 13A-2ocs' Z'_' 0. 201 340- o 00 0 00_ 0.00 0 0 0. 0 0 0 A 0 L- 0- 12C-Osw 0.091 s 2.58 2.34 270 225 579 527 140 Ito 282 257 L--G 2A-20v 0.340 s 9.62..----10.77 45 79 433 485 30 26 289 323 01 13A2ocs-'---;,,-';:,-' (). 2s "0'00 __0 0 '0 0000P ov '6' Mo0: 00 2k 34 0. 00 0 2A2ovcl '0 )58611 000 0.0000' 12C-Osw 0.091 w 2.58 2.34--- ;i6_1 1186 _10T4 1T1 116 297 271 t, 9A-9— nqAn — I 13A-2ocs . . ........ Q:'Z"" ' 0 0 0 2A'29V _0 ,000 -2ov" ""A- w" 2Ao0060[ ""_' 001 2 go 0 2X-"2nv 340 00 IIJA-eocs I u. zuii nw i U.uu I u.uu1 u I ul u c) AED excursion 0 621 6 Envelope loss/gain6748 9609 1216 1634 12 a) Infiltration 3104 983 551 175 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0i 0 0 Appliances/other 01 1 0 Subtotal (lines 6 to 13) 9852 10592 1767 1809 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9852 10592 1767 1809 15 Duct loads 45% 679/61 4482 7057 45% 67% 804 1205 Totalroom load 14335 17649 2571 3014 Air required (cim) 840 840 1 1 1511 1431 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fk wrightsc),ft, 2017- Sep-1 5 08:09:38 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 9 AnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House laces: N R®EL-AIR Right-M Worksheet HMM - M CONOMMMS 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: Lot I 59Th orn brookeAnastas Date: 6/4/2014 By: FJF 1 Room name o wic 3 bth 3 2 Exposed wall 9.0 It 11.5 It 3 Room height 9.0 ft heat/cool 9.0 It heat/cool Room dimensions 9.0 x 6.0 ft 11.5 x 6.0 It Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number 13tuh/ft2_1F) 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 0091 n' n' 2`58 w-9.62 2 34I . - 10.58 b 6 1 0 0 0 0 I 1 1,11-0, O I'll -1 - 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 0.00 0.00 0 0 0 70 11 W 1 2 Sw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 E 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 22BC2_10v 0.340 e 9.62 30-36 0 0 0 0 0 0 0 0 1 A,2ocs. A,' t2k2cv0. 201 340 e 0.00 0: 00 n0. 00 A. 66 La 0 0 6 0 0 o 0 T 0 o t-- G 12C- Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A- 2ov A3A`! 2od§, 2A' 726v_'"' 0. 340 W O. 580 S s s 9- 62 0. 00 Q. 00 0. 00 10. 77 000 0 00 0 0 1, 111, 0 6 A 0 0........ 0 0"'"" A 0. 0'', 0 0 0 0 0 0 0 Y W 12C-Os A_- 0. 0-91n qAn w 1., 2.581 0ao209 In190 ni 104 ni 104 n 267 n 243 n I 0 O 77- W A 6 5 213A-2ocs 0 (10 "o 0_ 3 w 007-M 0 2A00 '0 0 0 o 0 w0.00 C. 01 0 2k ... 406 )00 4&() 0A6.00 ""0 0 34Qr_wI I'll, IJA- ZOCS u.Lui I nw I U.UU I u.uul u u u u (i u (i 0 0 0 0 0 0 0 9 69 69 62 120 c) AED excursion 31 39 6Envelope loss/gain 1 258 253 329 323 12 a) Infiltration 165 52 211 67 b) Room ventilation 0 0 0 0- 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 1 01 Subtotal ( lines 6 to 13) 423 3051 540 390 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 423 305 540 390 15 Duct loads 451% 67% 192 203 450% 67% 246 260 Total room load 615 508 786 650 Air required (cfm) 36 241 46 31F Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. F44- vvriightsc>ft- 2017-Sep-15 08:09:38 41-- Ck Right - Suite® Universal 2017 17.0.23 RSU24011 Page 10 AnastasiaGLN\ Lot159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces. N P DEL AIR Right-JO Worksheet HE„O".4MCONMOr~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: Lot 159ThornbrookeAnastas... 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 tt heat/cool 9.0 It heat/cool 4 Room dimensions 14.0 x 14.0 It 9.5 x 5.0 It 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (it2) 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 I Cool Gross I N/P/S Heat I Cool 6 W c-C, 12C-Osw 2A-2ov0:340 0.091 n ri-: 2.58 9:62 2.34 i, 1658 126 15 111 0 286 144 y 260 159 45 0 45 p 116,105' r„ 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 W '_,- 7 6A.-30ad _ 0.032 n `_ 0.00 0 0 0 uc _ 0 0 0 0 0 11 12C_0sw 0.091 e 2.58 OE00 2.34 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 2B-2fv 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 1/J 13A 2ocsw; 2A_2ov --: -`° _ 0 201 340 e" e. 0 00 0_QD._0_OQ 0 00 0 0 0 a 0 6..,.. ` 0 0 r s .0. v 0 p 0 s,... = i 0 0 0; 0 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 13A 2ocs ' 2A 2ov:0 2A2oyd'_ -- 4201, 340 f0.580 s s ,. s' 0 00 0 00 a 0:00;s0.00 0 00 0 00 0 0 wad„>0 126 0 0 AF. 0 0 0 0 0 0...:. 0 0 0 0- 0 0 0 0 s ::,,0., 0 0' t,,. 0 12C-Osw 0.091 w 2.98 2.34 111 286 260 18 18 46 42 2A-2ov 0.340 w 9.62 30.36 15 0 144 455 0 0 0 0 13A 2ocs- _ 0 201 w 0 00 0 00 0 0 0 0 0 0 0 0 2A 2ov - 0 340 w 0 00; 0 00 0 0 00 0 0 0 0 2A 2ov 0 340 w : 0.00 Of00 0 00 0 0 =0" 0 ".r0 2A-2ov ., . _ ;i0.340 ., w , 0.00 -,n 0.00 0 0 c0IS 0 „ 0 .. 0 0 0 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 61 c) AED excursion 152 1-26 Envelope loss/gain 1038 1527 221 213 12 a) Infiltration 514 163 129 41 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) 1553 1689 350 253 Less external load 0 0 0 0 Less Iransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1553 1689 350 253 15 Duct loads 450% 671% 706 1126 45%1 670% 159 169 Total room load 2259 2815 509 422 Air required (cfm) 132 1 134 30 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" 38 Right-SuiteO Universal 2017 17.0.23 RSU24011 2017-Sep-15 OP8age:11 MCA...eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N 9 x iDEL--AIR Right-M Worksheet HEArMQ • AM IMMUMNENH 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: Lot159ThornbrookeAnastas... 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 heal/cool 4 Room dimensions 13.0 x 11.0 If 11.5 x 11.0 ft 5 Room area 143.0 ft2 126.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (f12) Load number Btuh/ft2-OF) 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 2 2A 26v .. _.. - 0 091 0.340 n :, n 2.58 9.62 2 10 W 13A-2ocs 0.201 n 0.00 0 11 Wn_ 16A'30ad= 0032n O.W qd• 0 12C-Osw 0.091 e 2.58 2 2A-2ov 0.340 e 9.62 30 26-2fv 0.340 e 9.62 30 W r 13A 2ocs z2A 2ov ,.; 0 201 9 340 e e_< 0 00 0=00 0 p V)/ 12C-Osw 0.091 s 2.58 2 I— G 0.340 s 9.62 102A-2ov 13A 2ocs 2A 2ov 0 201 q 340 s s 0 00 V 0:00 0 0 2A ic; d 0.580 s 0:00 i.- 0 WL, 12C-Osw 9A-9— 0.091 n Wn w I., 2.58 o ao 2 In 0 0 0 30 0 289 911 0 0 0 0 0 0 0 0 0 0 0 0 0 0 nl nl nl nl nl nl nl 13A2ocs0 2A 2ov 201 0 340 w w: w, 0 OD 0.00 0 00 0 00 0 0 t0 0 0 0 0 0 0 0 0 0 0 0, 0 0' 2A 2oy, , Q 340 n 0:00 0 00 0 0 0 2A 2ov_ - 0 340 w :_ 0.00 0 00 0 n0 0 0. 13A-ZOOS u.2u1 nW u.uu u.uu u u u u u u u u 11 DO 0.390 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C Osw n£ 0 3900- 0:00 0 00 0 0 0 0 0 0 0 Q0091000 0.00 0 _: aI _ 0 _.... 0 _ .. - —0 0 C 166-30ad 0.032 0.91 1.74 143 143 130 248 127 127 115 220 r 0L_ii_0050 , F PnP-t4i n n.Fn 1 41 n ii n n n n n n n n 61 c) AED excursion 1-93 1 1 195 Envelope loss/gain 793 786 593 1498 12 a) Infiltration 441 140 211 67 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) 1234 925 804 1565 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1234 925 804 1565 151 Duct loads 45% 67%1 561 616 45% 67-/ol 366 1043 Total room load 1795 1542 1169 2608 Air required (cfm) 105 73 69 124 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlgFitsoft` 2017-Sep-15 0 Right-Suile® Universal 2017 17.0.23 RSU24011 age 12 eAnastasiaGLN\Lo1159ThornbrookeAnastasiaGLN rup Calc = MJ8 House faces: N g DEL -AIR Right-JO Worksheet MTM-AM"COND"°"Ne 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: Lot 159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 20.5 It 3.5 it 3 Room height 9.0 it heat/cool 9.0 It 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 (ft2) Load number Btut1/ft2-°F) Btuh/ft2) or perimeter (fl) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A 2ov...•,--' 0.091 0340 n ri s ", 2. 8 9.62' 2.34' 10:58 0 0 0 0 0 0 v 00 0- 0 0- 0 0' 0' 0 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 W __ 16A 30ad._ 0.032 n_: 0.ff 0 11 12C-Osw 0.091 e 2.58 2.34 185 155 398 362 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2B-2fv 0.340 e 9.62 30.36 30 0 289 911 0 0 0 0 13A 2ocs 0201 s„0.340 e e 0.00, 0.00_ 0.00 0:000 0 s 0 0.;.; 0 0 0+' o. 0 p 0 e<: =_0.. 0 0' 0 0_ 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 L-G 2A-2ov 13A 2ocs 0.340 0' 201 s s" 9.62 0.00 10.77 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A 2ov' - 2A-2o"vd _? 0 340 0_580 s s_' 0.00 70.00__ 0.00' 41m,-, 000 0 0 0 0 0 0 0' 0VIW12C-Osw 0.091 w 2.58 2.34 0 0 0 0 32 32 81 74 c nn o- n o n co on oci n n n n n nl n n 13A 2ocs 2ov 2ov; " 2A 2ovw 0.201, 0' 340 0 340 w w. w : 0 00M000 0 00' 0:00 0 0 O- 002A0 D 0 0r0 0 0 0 0 0 0 a < 0 0 3 0 0 002A 1sH-zocs u.zui nw u.uu u.uu u u u u u u u u 11 DO 0.390 nw 0.00 0.00 0 0 0 0 0 0 0 0 P 12C-Osw 0.091, A- 0.00 0.00 = 0 0 0 0,., 0 0 0 0 11 D0 ;. „ ., 0.390 fan- ._ O.OQ' _0:00 - _..__'0 0111r. 0 ..- < O ,.p 0. - 0 d _._0- C 166-30ad 0.032 0.91 1.74 297 297 269 516 311 311 282 540 F 20P.-19t ::N O'.050_ .__7.41 6:71 T';0 0 1 ....... -0 ; :;_ 0 0 -e- 0 < , , ,0 r. 0FSInP_iot n n1n - I Al n 71 n n n nl n n n l n 6 c) AED excursion 146 58 Envelope loss/gain 956 1935 363 556 12 a) Infiltration 377 119 64 20 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) 1 1332 2054 427 576 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1332 2054 427 576 15 Duct loads 45% 67% 606 1369 45% 67%1 194 384 Total room load Air required (cfm) 1938 114 3423 1631 622 36 960 46 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Right-SuileO Universal 2017 17.0.23 RSU24011 2017-Sep-15 0 age 13 eAnasIasiaGLN\ Lot 159Thorn brook eAnasIasiaGLN.rup Calc = MJ8 House faces: N g DEL AIR Right-JO Worksheet HEATUM, AM COMIMOMPIR 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: Lot 159ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name o bath 2 o wic 2 2 Exposed wall 5.5 it 7.5 it 3 Room height 9.0 it heat/cool 9.0 ft heat/cool 4 Room dimensions 5.5 x 14.5 it 4.0 x 7.5 it 5 Room area 79.8 ft2 30.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (fl2) Load number 13tutVft2-*F) Btuh/1t2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C;Osw 2A-2ov 0.091 0 340 n ; n ': 2.58 9.62, 2.34' 10.58 - 0 0 0 0 0 0 0 0 0 0 0 0 =` 0' 0 0' 0 W 13A-20cs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 W . 16A.30ad 0 032 m 1 0.00' 0:-00 0 R 0 0 67 0 0 11 12C-Osw 0.091 e 2.58 2.34 50 50 127 116 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 2B-2fv 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 W 13A 2ocs' 2A 2ou 0:201 0".34Q e e 0:00 m.., 0.00- 0.00 Q.QO' 0 a 0 0 0 0 0 0 0 0 O. 0- 0i j 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 68 68 174 158 Y_C 2A-2ov 0_.340 s 9.62 10.77 0 0 0 0 0_ 0 0 0 13A 2ocs 0 201 s 0'00 0 00 0 s 0 0 0 0" 0 0 0 2A 26v 0 340 0' 580 s s_ 0 00 0;00 0 00 0.00k0 0 0 e'0 0 0 0 f ..,. 0 0 0 0 0 0 0 0 p v 12C-Osw 0.091 w 2.58 2.34 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 2ocs 2A 2ov 110.201 D 340 w w, 0.00 0 00 0 00 0 00 0 0 0 0 1 0 0 BF 0 0 O6'f 0, r 0 0 0 0' 0 0 2A 2ov 0 340 wl E 0.00 0 00 0 0 0 0 0 0 0' 0' MO 0'00 p 0 0 0 0 0 0 0' V?/ 13A 2ocs 0.201 nw 0.00 0.00 0 0 0 0 0 0 0 0 t-D 11 DO 0.390 nw 0.00 0.00 0 0 0 0 01 0 0 0 P 12C Osw 0 091 0 00 ° 000 0 0 0 0 0 0 0 0 il , n nn'+. ,:"n4'nri .,,, ., „ "n ,,, n „ n .,x.,,,. % n ., n '.' , n '.. n.. in- 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation . 13 Internal gains: Occupants @ 230 0 Appliances/other Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads 45% Total room load Air required (cim) 31 25 313 280 243 206 101 0 32 0 138 0 44 0 0 01 0 0 0 414 312 381 250 67% 0 0 0 414 188 0 0 0 312 208 45% 67%1 0 0 0 381 1731 0 0 0 250 167 602 35 520 25 555 33 417 20 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 38 Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Sep-15 0 age:14 ACGAeAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N g DEL -AIR Right-M Worksheet 1EA,»re s AM COMIME MS 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: Lott 59ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name o we 2 2 Exposed wall 11.0 It 3 Room height 9.0 it heat/cool 4 Room dimensions 4.0 x 7.0 It 5 Room area 28.0 ft2 Ty Construction U-value Or HTM Area (W) Load Area Load number Btuh/ftz °F) Btuh/ft2) or perimeter Ift) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 2A 2ov ..- 0.091 1 ••-.0.340 n nw( 2 58 9:62 2:34 10:58'@0 0 0 0 0 0 0s 0 W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 032 n_ E000 0,00 0 0 0 0 11 V l12C- Osw 0.091 e 2.58 2.34 36 36 93 84 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 213-2fv 0.340 e 9.62 30.36 0 0 0 0 13A 2ocs "" 12A-2ov__- ...... __ 0 201 0 340 e„ e_ D.00 0_QO 0 00 0.000 0 0 O D 0 12C-Osw 0.091 s 2.58 2.34 63 48 124 112 2A-2ov 13A 2ocs 2A 2ov « 2A 2ovd 0.340 0 201 0 340 0 580 s s s` s .,i 9.62 0 00 0 00 r 0:00 10.77 0 00 0:00 0.00., 15 0 0 0 13 0 0 0 144 0 0 0"'- 162 0 0 0 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 13A 2ocs 2A 2ov 2A 2ov 2A 2ov 'N' 0 201 0.340 0 340 0 340 w" w w w= 0.00 0 00 0 00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 x a_ 0 0 0 0 0 0 0 0 0 0 0° 0 t-D 13A-2ocs 0.201 nw 0.00 0.00 0 0 0 0 11 DO 0.390 nw 0.00 0.00 0 0 0 0 P s, 12COsw; 11DO 0091 0 39000 000, 0.00 0.00 0 0 0 0 u0 0 0 0 C 16B-30ad 0.032 0.91 1.74 28 28 25 49 F 20P=19t = 0 050 1.41€ 0:71 r _ p y s0 A O F 20P-19t 0.050 1.41 0.71 28 28 40 20 F 22A_tpl" a:_5 0.989_ Y 000 Ot00 0 0 0 0 V_ 28c) AED excursion6 Envelope loss/gain 426 399 12 a) Infiltration 202 64 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 628 463 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 628 463 15 Duct loads 45 % 67 % 286 308 Total room load 913 771 Air required (cfm) 54 37 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed w rightsoft- 2017-Sep-15 08:09:38 Righl-Suite® Universal 2017 17.0.23 RSU24011 Page 15 eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces. N E IR Duct System Summary Job: Date: 6//2074L4/2014hornbrookeAna... P%. HUTMG - = COMMON= 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 External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 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 FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2146 56 105 0.196 6.0 Ox 0 VIFx 27.1 95.0 St1 family rm h 4609 204 162 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen c 3262 148 159 0.212 8.0 Ox 0 VIFx 18.0 95.0 SO msir bth h 1321 59 27 0.160 5.0 Ox 0 VIFx 40.3 110.0 st4 mstr rm h 4971 220 170 0.148 8.0 Ox 0 VIFx 52.0 110.0 st4 rnstr we c 5 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st4 mstr wic c 5 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st4 pantry c 5 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 st1 pwdr h 1344 60 38 0.199 5.0 Ox 0 VIFx 25.5 95.0 SO study c 2176 59 106 0.164 6.0 Ox 0 VIFx 36.2 110.0 st4 ulil c 1459 34 71 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) FIR fpm) in) in) Material Trunk st4 Peak AV 338 304 0.148 619 10.0 0 x 0 VinlFlx St1 SO Peak AV 840 840 0.148 602 16.0 0 x 0 VinlFlx t l f1tSOft- 2017-Sep-1508:09:40 Wi 9 Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 1 CK _eAnaslasiaGLN\Lo1159Thornbr00keAnastasiaGLN.rup Calc = MJ8 House faces: N 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 Ox0 840 840 0 0 0 0 Ox 0 VIFx 1 wri htsoft 2017-Sep-I 08:09:40 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 CA...eAnastasiaGLN\Lotl59ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N AQDEL -AIR Duct System Summary HEATING ® AHt UM11ITIONING a h u 2 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 Job: Lot159ThornbrookeAna... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.200 in/100ft 0.200 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 120 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat[ Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 3 h 786 46 31 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2608 69 124 0.203 6.0 Ox 0 VIFx 33.0 85.0 st3 o bath 2 h 602 35 25 0.209 4.0 Ox 0 VIFx 29.7 85.0 st2 o we 2 h 913 54 37 0.200 4.0 Ox 0 VIFx 35.0 85.0 st2 o wic 2 h 555 33 20 0.206 4.0 Ox 0 VIFx 31.5 85.0 st2 o wic 3 h 615 36 24 0.318 4.0 Ox 0 VIFx 5.5 70.0 open to below c 1712 57 81 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A c 1712 57 81 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 3 h 1795 105 73 0.206 6.0 Ox 0 VIFx 31.5 85.0 st3 rm 3 wic h 509 30 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st3 rm 4 c 2815 132 134 0.281 6.0 Ox 0 VIFx 15.5 70.0 second suite h 2571 151 143 0.223 7.0 Ox 0 VIFx 22.7 85.0 st2 stairs c 960 36 46 0.306 6.0 Ox 0 VIFx 8.6 70.0 Trunk Htg Cig Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st2 Peak AVF 272 225 0.200 499 10.0 0 x 0 VinlFlx st3 Peak AVF 204 218 0.202 623 8.0 0 x 0 VinlFlx wri htsoft` 2017-Sep-15 08:09:40 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 ACCK eAnastasiaGLN\Lo1159ThornbrookeAnastasiaGLN.rup Calc = MJ8 House faces: N 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 rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 htsaft' I'1 2017-Sep-1508:09:40 W g Right -Suite® Universal 2017 17 0 23 RSU24011 Page 4 ACCK...eAnastasiaGLN\Lot159ThornbrookeAnastaslaGLN.rup Calc - MJ8 House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 159ThornbrookeAnastasiaGLN 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 9/14/2017 4:27 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) EnergyGaugeOO - USRCSB v5.1 9/14/2017 4:27:05 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 1 59ThornbrookeAnastasiaGL N Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2730 sq.ft. Cond. Volume: 25010 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Sinqle or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: 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: 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. ZHE ST, 7 0 7 BUILDING OFFICIAL: !, DATE: DATE: 9/14/2017 431 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations meslaenual Mole nullaing 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 L/s/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. El 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 (Mandatory)1Il 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. 2. 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. 9/14/2017 4:27 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 (1 YC) 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. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 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. 0 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 40°F. 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. 0 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. 9/14/2017 4:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 11 - WINDOW rALL OUTS v-- a--. 76' a3` V2R%4 7751 375N 0f r„flnuxf ura 3T yy D5K 1R135F 7354 3'54 TRAY CEILING SECTION a Uc51• F7 W k5R 56 OAW V7355N 7454 75N 3dW h5H Ti u[,m• t0 watt cap R' V? w/fan 1654 65 765" 36w 42X42 A/C SLAB 2.0 TON W/5KW E24DV ]PHexlopt;far Nutone 696RN k GL'EFifr 5Ll CFENeY ALLWNf05 uroa11NE5WWILLATlaNA, —KR BY BLDR MIN by btar Q r P MA4FZTLRER AO 5KGc TKNi FEITR10FL 0 P.kbFNWLELPIUFOOD 2' FROM WALL w cote oQ IsED ( BwG-E W -K UNw oYS. 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SHAMPOO NICHE fawtifF«wr fal 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_s f aaaJ o swxvwwletx r° ni e OC(l foria+nirtuams.,exws aes L — CV h'1 R falfl? Yrt-.NHFYNOIXI6£.uIX-0MS RwMr - SO o o eewuair M imea,orexrlw.' U t6 c t STRUCTURAL NOTES b w. F. rPiR v¢utoarnr. o— t i • Y U u Q Q Q Q Q Q ZCO ON ti w ofF- CU CD c cv cu z 0 LLJ o oQ MATCHINGLE Q of z U j R - value Ch n z MAINFOO NN Lu > a m z a J O Q GARAG m - J cn 0 20• - - ag FG.--205 ral I VIE FG -100 Fa d• WO FG. 2010F6. WF60 FG 8 w S t.54 lea VV % 4w 54 3 Z_ 0 S w SI 201051 301054 N1054 3 60' W 54 W 54 — 54 4 O 54 R' W 54 106E 54 326Z 54 54 an * a-, c'/ ROYr4 OR1JKb fOR AL! '9N of , W & 0al) Ni ADD RL ALLd118!, AY VARY FAR O YAVFALWR * 0 SFK IWOL. z REFER 10 9L00R F-AIG"$ILE a wrrocw V# 015>is.E WG SI, C1613ty a",, N FIXED a- 4% =Gl a. 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J O O V1 N N C o O cv O s 6 w, un.aw«en roR. drtx Np(r,grx mn'ur wsan 1FE AT— tra9A STRUCfURALN wt e<mewuutoe[w } Q Q Q Q NCoZ or-- D `D ID 2 \ W O 1o Q CA Q F-- O L F-- Q J F-- D L Rating z oN m LU > z a r cc ' a J O 5 Q 0_ 4COCLJ (n 0 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. HOUSE TYPE: ANASTASIA :f ' LOT 159 ++ ) W/OPTIONS I ! '. T° MASTER BATH WATER SOFTENER 4 BONUS GUEST SUITE 1ST FLOOR AAv i H :• r KITCHEN. s° LVA5TE STACK Fi M ZND F ooi; N tea,, y T! HMINAnNI3 TO TPIE 2ellSTFlOfSR J WPM WATER SOFTENER POWDER BATH t % vo - z OA Fir o RV 1\Ll,V1 U uuyy DESCRIPTION AS FURNISHED: Lot 159, TI-IORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. ZIP n - 5-a5 ZONIN DATE tzq _/1 - __ Ok to construct single family home with setbacks and impervious area shown on plan. 54.9 110 m t 104 LL kt- 5.00' - hQs LOT 158 5.00' 5,00' C t lJ 192,64" P.C. ---------/ 30' UNNAMED ROAD P.B. 1, PAGE 114) S 00012'21 " E 40, 00' /1 10' LANDSCAPE,. WALL FENCE ESMT. n 1 LOT 159 AIC 15.7' COVERED PATIO 14.3' N PROPOSED RESIDENCE MODEL: ANASTASIA 2 CAR GARAGE LEFT M 5.0' ENTRY G 21.3' 16' DRIVE 25.220' 25.20' 10' UTIL. ESMT. 5' CONC WALK CURB B.B.) S 00010'44" E 40.00' RE'D RO,S' LAN. ' 50' R/W) 5.00' i tz7 5.00 LOT 160 LV I 4, /0 1 LIVING 1,467 SQ.FT. GARAGE 455 SQ.FT. ENTRY 71 SQ.FT. LANAI 139 SQ.FT. BREEZEWAY = N/A SQ.FT. DRIVEWAY 403 SQ.FT. A/C PAD 18 SQ.FT WALKWAY 70 SQ.FT, IMPERVIOUS= 54.9 2,623 SQ.FT. SOD 2.158 SQ.FT. R/W = 400 SQ.FT. APRON SQ FT Q PROPOSED = FINISHED SPOT GRADE ELEVATION _ 91 PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = 200 SQ.FT. PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVEY) SOD L AREAS. — 109 SO. FT. LOT GRADING TYPE A REAR = 15' PROPOSED F.F. PER PLANS = 24.2' # SIDE = 5.0' PROPOSED INFORMATION SHOWN AREA 494 FTSQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY — 494 SQ.. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. 4=PROPOSED GRADE PER CONSTRUCTION PLAN + CLIENT NOT FIELD VERIFIED SOD = 2 267 SQ.FT. CR USEYVHEEER —,S''COTT & ASSOC, INC. — LAND SUR VF, YOR,LST . LEGEND - LEGEND POINT ON LINE - LL. = 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-143fi r', PLAT PA F = FIELD TIP, TYPICAL NOTES: I.P. IRON PIPE PR.C. POINT DF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. - IRON ROD P.C,C. - PONT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STAKES C.N. = CONCRETE MONUMENT PAD. = RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SI0144TURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. SET IR, = 1/2' I.R. •/ALB 4596 N.R. NON -RADIAL J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER'RESTRICTIONS REC. RECOVERED WA WITNESS POINT OR CASEMENTS THAT AFFECT THIS PROPERTY: P.O.B. =.POINT OF BEGINNING CALL. = CALCULATED 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN, P.U.C. POINT OF COMMENCEMENT PITH PERMANENT REFERENCE MONUMENT CENTERL WE FF. =FINISHED FLOOR ELEVATION 5, THIS SURVEY 15 PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER EN1iTY. NGD = NAIL & DI B.S.L. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD..NOT.BE USED TO RECONSTRUCT BOUNOARYLINES. R/W - RIGHT-OF-WAY D.H. = BENCHMARK 7, BFARINGS; ARE NASED ASSUMED DATUM AND ON: T74F LINE. SHOWN AS BASE BEARING (B.B.) ESMT.. = EASEMENT - B.B. BASE BEARING. B. ELEVATIONS, If SHOWN, ARE BASED ON NATIONAL GEODE DATUM OF 1929, UNLESS OTHERWISE NOTED. - DRAIN. = DRAINAGE UTIL, = UTILITY 9. CERTIFICATE OF AUTHORIZATION Na. 4596. CLFC. CHAIN. LINK FENCE .---..-.... WD.FC. = WOOD FENCE C/D CONCRETE BLOCK. SCALE 20' DRAWN BY: •" i P.C. POINT OF CURVATURE P,T. POINT OF TANGENCY CERTIFIEb BY: DATE _ ORDER No. C.SC. DESCRIPTION R = RADIUS PLOT PLAN 09-14-17 4005-17 L = ARC LENGTH RENSED PLOT PLAN (SQ. FT. CALCS.) 01-16-18 D DELTA C CHORD C.D. CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN 6W. THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" GREYER, R.L.S. 4114ZONE "X' MAP #-12117C 0055 F SCOTT, R.L.S j 4801 THIS BUILDING/PROPERTY DOES. NOT LIE WITHIN 6W. THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" GREYER, R.L.S. 4114ZONE "X' MAP #-12117C 0055 F SCOTT, R.L.S j 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy STRADAN NEC 2011/FBC 107 SANFO 877-906-1-111313 _ ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODE: ANASTASIA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGEST LOAD: HEAT PUMPS W/SUPPLEMENTAL HEAT 15572 Includes Heat Pump and Heat Strips on together @100%. Square feet living area 1 2585 3 volt/am s 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooklop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 misc TOTAL OTHER LOAD 34355 FIRST 10KVA@100% 10,000 REMAINDER @ 40% 9742 LARGEST LOAD 15572 TOTAL LOAD 35 314 V.A./ 240VOLTS= 1 147 SIZE RECOMMENDED 1 200 MINIMUM PER 150 SERVICE SIZE: I I NEC 2 2.5 31 3.5 41 51 4032 10000 6500 5040 10000 6500 5280 10000 6500 6168 8000 5200 1 6888 8000 5200 1 8160 10000 6500 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 POOL PREWIRES QTY , AMPS 301 240 0 601 2 11 0 100; w 240. „ 0 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. V Ln oecn I » r Lumber design values are in accordance with ANSI/TPI 1 section 6.3 madam an These truss designs rely on lumber values established by others. MLVMM MiTek RECORD COPY RE: TB0159 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0159 Model: Anastasia Lot/Block: 159 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 47 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date No. Seal# Truss Name Date 1 T12206937 I C1A 10/6/17 18 T122 16954 1 F08A 10/6/17 12 1 T12206938 1 C3A 1 10/6/17 119 I T12206955 I F09A 1 10/6/17 1 13 1 T12206939 1 C5A 1 10/6/17 120 I T12206956 I F10 10/6/17 1 14 1 T12206940 1 CJ1 1 10/6/17 121 I T12206957 I F11 10/6/17 1 15 1 T12206941 1 CJ3 1 10/6/17 122 I T12206958 I F12 10/6/17 16 1 T12206942 1 CJ5 1 10/6/17 123 I T12206959 I F13 10/6/17 17 1 T12206943 1 E7A 1 10/6/17 124 I T12206960 I F14 1 10/6/17 18 I T12206944 J EJ2 1 10/6/17 125 I T12206961 I F15 10/6/17 19 I T12206945 J EJ7 1 10/6/17 126 I T12206962 I F16 10/6/17 110 I T12206946 F01 1 10/6/17 127 1 T12206963 1 FG1 10/6/17 l l I T12206947 I F02 1 10/6/17 128 1 T122069641 H7A 10/6/17 112 I T12206948 I F02A 1 10/6/17 129 1 T12206965 J HJ2 10/6/17 113 I T12206949 I F03 1 10/6/17 130 1 T12206966 1 HJ7 10/6/17 114 I T12206950 I F04 1 10/6/17 131 I T12206967 I T03 10/6/17 115 I T12206951 I F05 1 10/6/17 132 I T12206968 I T04 10/6/17 116 I T12206952 I F06 1 10/6/17 133 I T12206969 I T05 10/6/17 117 I T12206953 I F07 1 10/6/17 134 I T12206970 I T06 10/6/17 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: Magid, Michael 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 ANSIlTPI 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. 1 7 - 3 5 8 5 C. No 536 ' Ct S TAOT E O F •:. A, 4 O R 1, P ,: N Michael S. Magid PE No.53681 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 6,2017 Magid, Michael 1 of 2 RE: TBO159 - Site Information: Customer Info: Taylor Morrison Project Name: TB0159 Model: Anastasia Lot/Block: 159 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. Se -al # Truss Name Date 135 I T12206971 I T07 10/6/17 136 J T12206972 I T12A 10/6/17 137 I T12206973 I T13 10/6/17 138 I T12206974 I T14 1 10/6/17 J 139 I T12206975 I T15 1 10/6/17 140 I T12206976 I T16 1 10/6/17 1 41 I T12206977 I T17 1 10/6/17 1 142 I T12206978 I T18 10/6/17 1 143 1 T12206979 1 V01 10/6/17 144 1 T12206980 1 V02 10/6/17 145 1 T12206981 I V03 10/6/17 146 1 T12206982 1 VO4 10/6/17 1 147 1 T12206983 1 V05 10/6/17 2of2 Job Truss Truss Type city Ply T12206937 TB0159 CIA Jack -Open 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant Chy, Florida 33566 ADEQUATE SUPPORT REQUIRED 2X4 — 1-0-0 1-0-0 1-0-0 1.b4u S Aug to ZVl ( MI I eK mausines, Inc. — — vo I 1 , it — i i raye i I D:0837CakN CJ U5yS DiQmCDdnyd 11 m-BrmvidLKUAiwhKhQ?nBepTVuR6Nv Fcu2PgVyhVyW 9 W i Scale = 1:7.1 LOADING(pst) SPACING- 2-0-0 CSI- DEFL. in loc) I/deft 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 WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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 5 lb uplift at joint 1 and 23 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 - Verity 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 MiTekb connectors. this design is based only upon parameters shown, and is for an individual building component, not a In.iss system. Before use, the building designer must verify the c1pplicabilityof design parameters and prope-rly InCIAPOlate 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 MiTeke 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 Qi PN T12206938 TB0159 C3A Jack -Open 1 1 Job Reference optional Builders FirstSource. Tampa, Plant City, Florida 33566 ADEQUATE SUPPORT REQUIRED 3-0-0 t.b4v s Aug i 6 20 it Mi ek inuusui—, i u. Fr V "i 06 11.44.17 ajc 1 I D:0837CakNCJ U 5ySDiOmCDdnyd 11 m-BrmvidLKUAiwhKhQ?nBepTVrj6MbFcu2 PgVyhVy W 9 W i Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Cade FBC2014lrP12007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=129/Mechanical, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl= 17(LC 12), 2= 65(LC 12) Max Grav1=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. 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) 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 17 lb uplift at joint 1 and 65 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. s Design valid for use only with MiTekJ connectors. This design Is based only upon parameters shown, and Is tot an individual building component, not - a truss system. Before use, fhe building designer must verify fhe cipplicability of design t;xlramefers and properly incoi7xxate ibis design into the overall pbuildingdesign. Bracing indicated is to prevent truckling of indivdual truss web and/or chord members only. Additional temporary and penrranent 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, seeANSUTP11 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 T12206939 T60159 C5A - Jack -Open 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant Cry, Florida 33566 5-0-0 640 s Aug lb 20 i / Mi I eK indusinus, IIIc. rll Ui! 06 11.441, 8 cv i rage ID:0837CakNCJU5ySDiQmCDdnydl lm-f1JHvzMyFTgnJUGcYUirMh2w7Weh_38BeUFVDxyW 9Wh Scale = 1:17.3 2x4 = ADEQUATE SUPPORT REQUIRED 5-0-0 5-0-0 3 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/detl Lid 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 n/a BCDL 10.0 Cade FBC2014/TP12007 Matrix) Weight: 16lb 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 Grav1=219(LC 1), 2=171(LC 1), 3=98(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) 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 31 lb uplift at joint 1 and 109 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MilekC connectors. This design is based only upon parameters shown, and is for an Individual building component, not a MISS syslem. Before trse, the building designer must verity the applicability of design parameters and properly incogxxale 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 busses and truss systems, seeANSI/TPI t 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 ` Qtyr Ply T12206940 T80159 CJi Jack -Open 17 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 10 2017 Mi 1 ek n d—Iri—, inc. rr Uct v 20 yc I D:0837CakNCJ U5yS DiOmCDdnyd 11 m-f 1 J HvzMyFTgnJ U GcY UirMh22OW i8_38Be U FV Dxy W 9 W h 1-0-0 1-0-0 UP o 2x4 — Scale = 1:7.1 1-0-0 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 0.09 Vert(LL) -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 BOLL 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: 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=-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. (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. 11; 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 5 lb uplift at joint 3 and 48 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 M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek D connectors, this design is based only upon parameters shown, and is for an individual brtilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorr)0 ate this design into the overall building design. Bracing indicated Is to prevent t:xickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPI 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 r Qty Ply T12206941 TBO159 CJ3 ]Jack Open 13 1 Job Reference (optional) Builders FlfstSOUfce, Tampa, Plant City, Florida 33566 1.64U 5 Aug 16 zui 7 MI I ek industries, Inc. Fri Oct 06 11:44:i 9 20i / rage i I D:0837CakNCJ U 5yS DO mC Dd nyd 11 m-7Dtf7JMa?nyexdro6CD4uuaCvw 1 LjV0Lt8_31Ny W 9 W g 1-0-0 3-U-U 1-0-0 3-0-0 Scale = 1:12.3 2x4 = 3-0-0 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 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 n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 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) 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 (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 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 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 52 lb uplift at joint 3 and 56 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 Mll-7473 rev. 10/0MOIS BEFORE USE. _ s Design valid for use only with MiTeke 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 Hurst verify the applicability of deskgn ixtrarneters and pioperly incogN7rate this design info the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord mernbers 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, see-ANSI/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 rl2zossa2 TBO159 cis Jack -Open 13 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug i o 201 r mi I ek inousules. Inc, i- vci uo 1.44., y zi)I i Faye I I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-7 Dtf7J Ma?nyexdro6C D4uua6Xw_5j VOLt8_31NyW 9 W g 1-0-0 5-0-0 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/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) 0.08 2-4 727 180 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: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 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. 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 & 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 104 Ito uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 41111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITel<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 must verify the applicability of design parameters acid ptahorly incorfxxate this design into the overall IIYf building design. Bracing indicated is io prevent buckling of Individual truss web an pd/or chord members only. Additional temporary and permanent bracing IYI 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 t 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 T12206943 TBO159 e7A Jack -Open 6 1 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 7-0-0 Us = ADEQUATE SUPPORT REQUIRED 7.6405 Puy 1620,/-1—uwuatl nm. rnv w i 1.-": GV,I i aya ID:0837CakNCJU5ySDiOmCDdnydl l m-bQR1 KfNDm44VYnQ?gvkJR67CXKFQSyeU5okclpyW9Wf Scale = 1:22.2 7-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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 W B 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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 pUrlins. 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 Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2= 129(LC 12) Max Grav1=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; MW FRS (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 & 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 44 lb uplift at joint 1 and 129 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 Mll-7473 rev. 10/0"015 BEFORE USE. Design valld 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 Ixiilding designer must verify the al plicate lily of des gn paramete s and proix.rly Incoq oraTo this desgn 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 fabrication, storage, delivery, erection and bracing of trusses and inns 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 Qt)I Ply T12206944 TBO159 EJ2 Jack -Open 8 1 Job Reference o tional Builders FIrStSOUfce, Tampa, Plant Cdy, Florida 33566 7.640 s Aug 16 2017 Mi fek Industries, Inc. Fri Oct 06 11:44:20 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnyd t t m-bQR 1 KfN Dm44VYnQ?gvkJ R67OVKOCSyeU 5okcl py W 9 W f 1-0-0 1-10-8 1-0-0 1-10-8 Scale = 1:9.4 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 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 8 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8, 4=18/Mechanical Max Horz2=56(LC 12) Max Uplift3= 33(LC 12), 2= 46(LC 12) Max Grav3=44(LC 1), 2=175(LC 1), 4=37(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=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 chard 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 33 lb uplift at joint 3 and 46 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev. 10103/2015 BEFORE USE. _ s 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 trt= system. Before M., the brrildlrx3 designer must verity the applicalAity of design parameters and piopei ly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual inns Web and/or chord nlemt>ofs only. Additional teml:wrary and permanent bracing MiiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regarding the fabrication, storage, dellveiy, 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 T12206945 TBO159 EJ7 Jack -Open 19 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11:44.21 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-3c?PX_OrXODMAx?BEdFYzJgPwjchBPueKST9gGyW9We 1-0-D 7-0-0 1-0-0 7-0-0 Scale = 1:22.2 3x6 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1-25 TC 0.76 Vert(LL) 0.11 2-4 >698 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.27 2-4 >290 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n1a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz 2=163(LC 12) Max Uplift3= 125(LC 12), 2=-76(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(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=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 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 fora 10.0 psf bottom chord five 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 125 lb uplift at joint 3 and 76 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. 1010312015 BEFORE USE. _ Design valld for use only with MllekR connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a irrrss system. Before use, the building designer must verify the applicability of design parameters and properly incogxxate this design into the overall building design. Bracing indicated is to prevent buckling of Individual buss web and/or chord memo efs 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 Ply T12206946 TBO159 F01 Floor 1 1 Job Reference (optional) tsunuers rirstzource, i ampa, riam uny, rroriva asaoo y `; " .. ID:0837CakNCJU5ySDiOmCDdnyd11m-xoZoIKPTIiLDZS nKmnWXCWA70iwhOnZ6DjMiyW9Wd 0-1-8 H1 14-0 0103 Scale = 1: 33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 II 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 I 1 2 3 4 5 6 7 8 9 10 1112 13 26 V4 _ 1 i IAI I. . A/1 Y Y Y-i•Y 1.5x3 = 3x6 FP= 5x6 II 3x6 FP= 18-5- 4 6x8 = Plate Offsets ( X Y)-- 113 0-3-0 Edge], 125.0-1-8 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.98 Vert(ILL) 0.02 16 999 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.05 16 999 240 BCLL 0. 0 Rep Stress Incr NO W B 0.71 Horz(TL) 0.01 13 n/a n/a BCDL 5. 0 Code FBC2014/fP12007 Matrix) Weight: 133 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No. 1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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 Qt=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. (Ib) - 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, 9-10= 1717/0, 10-11=- 1040/0, 11-12= 1048/0, 12-13= 1040/0 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 ANSUTPI 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 Mll-7473 rev. 10ID312015 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 fit= system. Before Me, the [Adding 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 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the pq M iTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and SCSI 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 T12206947 TBO159 F02 FLOOR 1 1 Job Reference o tional Dmiuero r-1111i , mnya, 1i 11 .uy wive .,...,,,1 0-1-8 H1 140 3 23 22 1-9-4 I D:OB37CakNCJU 5ySDiOmCDdnyd l l m-??7AygQ53?T4P FgaL 1102klhrXCJf FrxomyGu8y W 9 W c 24 3- 1-3-0 Scale = 1:33.3 3x6 II 3x6 II 25 8 9 10 11 000019 1.5x3 II 3x6 = 1.5x3 II 11-B-0 11 8-0 14-1U-U 3-2-0 Plate Offsets (X Y)-- j6:0-1-8 Edqe] 118:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 n1a BCDL 5.0 Code FBC2014/TP12007 Matrix) 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 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. All bearings 0-7-4 except Qt=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 Gray All reactions 250 lb or less at joint(s) 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 Ib uplift at joint(s) 11. 4) "Semi -rigid pitchbieaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. ELANEd Design valid for use only with MiTek8 connectors. This design Is based only upon parameters shown, and Is for an individual buNtling component not a truss system. BefOie, use, the building designer must verify the applicability of design Ix1ra11eters and Ixoperly incoq oraie 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 t 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 T12206946 TBO159 F02A Floor 1 1 Job Reference (optional) ounoars niawuwce, mrrya, r mu "uy, ..... os>oo 0-1-8 H i 1-4-0 I D:0837CakNCJ U 5ySD iQmC Ddnyd 1 t m-U BhYAOQj gJbxl PkmvlpFbylsjxXeOi 14OQigRbyW 9 W b 1-9-4 3a, a Scale = 1:33.3 1.5x3 11 1.5x3 = 1.5x3 = 1.5x3 11 3x6 11 3x6 II 1 2 3 4 5 6 23 7 24 8 9 10 11 22 21 19 18 17 16 10 1 13 12 1.5x3 II 3x6 - 1.5x3 II Plate Offsets (X Y)-- 6 0-1-8 Edqel f 17:0-1-8 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 ri/a BCDL 5.0 Code FBC2014/TP12007 Matrix) 2 PLATES GRIP MT20 244/190 Weight: 104lb 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 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. All bearings 0-4-0 except Qt=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 3-1 Od (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 MTTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a fmss system. Before use, the building designer must verify the al -.Meal ility 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 regrdred 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 Qt)r Ply T72206949 T80159 F03 Floor 8 1 Job Reference o tional ounaers nis ouwce. i uniyu, rimn ,uy, Huard o.oo 0-1-8 H 11- 40 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 2 22 21 I D:0837CakN CJ U5yS DiQmC Ddnyd 11 m-UBhYAOQjgJbxl PkmvlpFbylxnxZvOdS40Qiq Rby W 9 W b 1-9-4 1.5x3 II 5 6 3Qn81 3x6 II 4x6 II 8 9 10 11 Scale = 133.3 4x6 = 1.5x3 11 4x6 = 1.5x3 11 Plate Otfsets (X Y)-- 16:0-1-8 Edgej 111 0-3-0 Edge], 117:0-1-8 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 0.59 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 FBC2014/TP12007 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 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) 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=0/757, 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 3-1 Od (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 MI1.7473 rev. 10103/2015 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 appllcabdity of design Ixuramelers and properly incogxxafe this design into the overall building design. Bracing Indicated is to prevent trickling 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 properly 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 ob Truss Truss Type Oty` Ply T72206950 TB0i59 F04 Floor Girder t 1 Job Reference o tional o ei Builders FlrstSOUTCe. Tampa, Plant City, Florida 33566 0-1-8 H' 1 40i 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 23 22 1.5x3 11 I D:0837CakNCJ U 5ySD iOmC Ddnyd l l m-yN EwN M R LbdjofYlyTSKU 89gOjLsr7Oo DF4RNz 1 yW 9 W a 3Oa Scale = 1:33.3 46 11 3x6 I I 5x6 8 24 9 10 11 0oN ' 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 11 1.5x3 SP= Plate Offsets (X Y) 16:0 1 8 Edgej 111 0-3-0 Edge] 117:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 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 HO2(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/fP12007 Matrix) Weight: 108lb 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 puffins, 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, 10-1 1=-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=013295, 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=0f712, 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 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) 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 design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + 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 11111-7473 rev. 10/03/2015 BEFORE USE. Is based upon shown, and is for an individual building component, not Design valid for useonlywithMiTekr3connectors. This design only parameters a III us system. Before use, the building designer must venry ilne applicability of design paramelers and prolxxtly Incogxxate this design into the overall buckling of individual tausweband/or chord members only. Additional temporary and permanent brachng M iTek' building design. Bracing indicatedistopreventisalwaysrequiredforstabilityandtopreventcollapsewithpossiblePersonalInjuryandpropertydamage. For general guidance regarding the 6904 Parke East Blvd. fabilcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t 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 Qty Pty T122osssl T60159 FOS Floor 1 i Job Reference o tional D-u— ri—auu—, aurya, r,aii, i y, ..... ow 0-1-8 H ' 19 18 3x4 = 2 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-yNEwNMRLbdjofYlyTSKU89g23Lv3761DF4RNzlyW 9Wa 1-11-0 044-Q t i Scale = 1:26.3 3x4 = 3x4 = 1.5x3 II 1.5x3 II 4x6 = 3x6 4x6 I 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1,5x3 II Plate Offsets (X Y)-- 10 0-3-0 Edclel 113.0-1-8 Edgej 14 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 0.87 Vert(LL) 0.19 14-15 887 360 MT20 244/190 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 rda BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 84lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 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=-1105/013-4=-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=-724/017-13=0/846, 6-13=-444/0 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 3-10d (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. Verify 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 MITek0) connectors. This design Is based only upon parameters shown, and is for an individual rxiliding component, not a inrss system. &fore rrse, the twildUyl des gner must verify the alx licahfliry of design parameters and properly h aoq orate Th s desk3n 11 110 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 properly damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DS8.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available Irom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qt13 Ply T12206952 T80159 F06 Floor 1 1 Job Reference (optional) ou .. 1111—ui unrya. Mani.. uY, rn . - 0-1-8 1— i 3 17 16 I D:0837CakNCJ U 5yS DiQmC Ddnyd l l m-QaolbiSzMwrfGit90ArjgNN SI kH6sbmN UkBwVTyW 9 W Z 2-1-12 1.5x3 II 4 5 6 0-11 8 Shale = 1:25.7 1.5x3 II 1.5x3 = 7 8 1.5x3 II 3x6 = Plate Offsets (X Y) 16 0 1 8 Edgej (12 0-1-8 Edqe) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Veri(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 FBC2014ITP12007 Matrix) Weight: 82 lb FT = 20%F, 11%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 (Ib) 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 Mll-7473 rev. 10/03/2015 BEFORE USE. _ _ Design valid for use only wilh Milek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nol - a IRISs system. Before use, the building designer must verily the alDfAlcability of design parameters and ixoperly Incorporaie, this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temparaiy and permanent bracing M iTek' Is always required for siability 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 imss systems, se.eANSI/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 T12206953 TBO159 F07 Floor Girder 1 1 Job Reference o floral Builders FirstSOUTCe, Tampa, Plant City, Florida 33566 7.640 s Aug i6 20i / Mi eK ind-i e5, 4n hi VU U6 1 1.44:26 01 r Fayo I D:0837CakNCJU 5ySDiQmCDdnyd l l m-QaolbiSzMwrfGit90ArjgNNM6kLrseUN UkBwVTyW 9W Z 1-4-0 3x4= 1 3x4 11 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 = 3x6 = 3-7-15 3-7-15 Plate Offsets (X Y) 1:Edge 0-1-8) (2 0-1-8 Edge) (3 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 0.28 Vert(LL) -0.01 7-8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.40 Vert(TL) -0.02 7-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 27lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-15 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=569/Mechanical, 5=494/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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=-688 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. _ e Design valid for use only with MITek® connectors. flits design Is based only upon pafameters shown, and Is for an Individual building component, not -- a truss system. Before use, the building designer must veiify the applicability of design pUameters and f:aop erly 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 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/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 Oiy Ply TB0159 FOSA GABLE 1 1 T122.6954 Job Reference o tional aunoers rrtsraouic.'e, I a 1p., i Y, 1-1— 0-H-8 I D:0837CakNCJ U5yS DiOmC Ddnyd l l m-umM ho2Tc7 EzV usSLatMyDavay8nCb7tW iOwU2vy W 9 W Y 4 8 Scale = 1:49.1 3x4 = 3x6 FP= 3x4 = 1 2 3 4 5 6 7 8 9 10 11 1213 14 15 16 17 18 19 20 21 22 23 24 25 m 4 Lj51 - 53 5 KXX 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 = 3x6 FP= 3x4 = 7-4-0 2-8-0 4-11-0 5-4-0 6-8-0 8-0.0 9-4-0 10-8-0 72-0.0 73-4-0 14-8-0 16-0.0 174 1-4-01-4-0-4-0 1-4-0 1-4-0 1-4-0 1-4-0 i-4-0 1-4-0 7-4-0 ffsets (X Y)-- t8.0-1-8 Edge] 118 0-1-8 Edge] [32.0-1-8 Edge] t44 0-1-8 Edge] 24-0-0 29-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 26 n/a ri/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 1471b 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 29-10-8 lb) - Max Uplift All uplift 100 lb or less at joint(s) 26 Max Grav All reactions 250 lb or less at joint(s) 50, 26, 49, 48, 47, 46, 45, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 27 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 26. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Ver1/y 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@) 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 applicabitity, of design parameters and piorpedy incorporate this design into the overall building design. Bracing indicated is to prevent txickling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse will) 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 Qiy Ply T12206955 TBO159 F09A Floor 5 1 Job Reference o floral m ,. 1a 2017 k1i Inriumricc Inr Fri flub OR t t'dd'9R 9n17 Pans t owioers rnsraoumu, ianrya, raw i.ny, nunua oa uo .... ... .. .... ... __.. ..... 1 D:0837CakN CJ U5yS DiQmCDdnyd 11 m-Myw3?OT EuY5M W 0 t X8btBloScuYxzKUigx2g 1 aMyW g W X 0-1-8 H 1 4 1_11.12 0_g_0 1-1-12, 0-I1-8 r-I Scale = 1:52.0 1.5x3 II 1.5x3 II 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 II 4x6 = 3x6 FP= 1.5x3 I 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3617 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 4x6 = 3x6 FP= 4x6 = 1.5x3 I 3x6 = 15-3-4 29-10-8 14-7-4 35 0 34 Plate Offsets (X Y)-- 13:0-1-8 Edge) (20 0-1-8 Edge) 128 0-1-8 Edge] 129 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.11 19-20 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) 0.15 19-20 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.04 18 n/a r a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 163 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 6-0-0 oc bracing. REACTIONS. (lb/size) 18=637/0-7-4, 31=681/0-7-4, 24=1928/0-8-0 Max Grav 1 8=692(LC 7), 31=734(LC 10), 24=1928(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1008/0, 3-4=-1563/0, 4-5=-1563/0, 5-6=-1563/0, 6-7=-1257/69, 7-8= 442/398, 8-9=0/1538, 9-10=0/1538, 10-1 1=0/1538,11-12= 412/451, 12-13= 1162/113, 13-14= 1410/0, 14-15= 1410/0, 15-16=-941/0 BOT CHORD 30-31=0/623, 29-30=0/1370, 28-29=0/1563, 27-28=0/1515, 26-27=-208/972, 25-26- 706/0, 24-25- 706/0, 23-24=-776/0, 22-23=-267/909, 21-22=0/1410, 20-21 =0/1 410,19-20=0/1269, 18-19=0/585 WEBS 2-31=-929/0, 2-30=01589, 3-30=-553/0, 3-29=-65/296, 8-24=-1264/0, 8-26=0/928, 7-26=-892/0, 7-27=0/512, 6-27=498/0, 6-28=0/518, 5-28=-364/0, 16-18=-871/0, 16-19=0/544, 15-19=-503/0, 11-24=-1222/0, 11-23=0/877, 12-23=-838/0, 12-22=0/490, 13-22=-562/0 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 MITER REFERANCE PAGE M11-7473 rev. 1010312016 BEFORE USE. _ Design valid for use only with MlTek0 connectors. Ihls design Is based only upon parameters shown, and Is for an Individual building component, not a 1n M system. Before arse, file building designer nnusl verify tine applicability of design paramete s and prof e ly incogxxate mis 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, see-ANSi/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 T12206956 TB0159 F10 Floor 4 1 Job Reference o tional umaers rusraource, Tampa, ram i y, no . ss 0-1-8 Fi 1 1.5x3 II 1.5x3 = 1.5x3 = 18 17 ID:0837CakNCJU5yS6i6m660ydll m-g96RDjUsfrDD7AcjilOQl??IAyFQ3ybpAiPb6oyW9W W 1-9-12 1 0-8-0 1.5x3 1.5x3 II 4 5 6 Plate Ottsets (X Y)-- 13 0-1-8 Edge) 114:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.15 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.22 12-13 822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(tlat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(tlat) BOT CHORD REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 0118 Sale = 1:26.3 1.5x3 II 1.5x3 = 8 9 3x6 = PLATES GRIP MT20 2441190 Weight: 85 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, Except: 2-2-0 oc bracing: 12-13. 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=01700, 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, 8-1 0=-1 050/0, 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." 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 MilekO connectors. this design is based only upon p aramefers shown, and Is for an Individual building component, not a truss system. Before ruse, the building designer must verify the applicability of design puramelers and properly incorporate this design into the overall 6 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 me 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 T1z2osss7 TB0159 F11 Floor Girder 1 1 Job Reference o tional Duuuam nisi , oily,-, ream vary, I 1 — 1- 0-1-8 H 1 140 — 18 17 1.5x3 II 1.5x3 = 1.5x3 = 3x6 = 1 2 I D:0837CakNCJ U 5ySD iQmCDdnyd 11 m-q9 U RDj U sfrD D7Acjil OQ1??ieyEP3wQpAiPb6oy W 9 W W 1 1r9-12 I 10— 3x6 = 1.5x3 I 1.5x3 11 3x4 = 3 4 5 6 0-1.r8 Sue = 1:26.3 1.5x3 II 3x4 = 4x6 = 1.5x3 = 7 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = Plate Offsets (X Y)-- j13 0-1-5 Edge] (14:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grfp 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 Veri(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85 lb 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 pudins, 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, 14-15=0/1827, 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=-80710, 3-14=0/805, 4-14=-419/0, 8-10= 1358/0, 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to 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 (pit) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. _ Design valltl for use only with MITek connectors. This design Is based only upon paranne leis shown, and Is for an Individual building component, not a puss system. Before use, the building designer nnust verify the al:h>licability of design parameters and properly incorporate this design into the overall Abuildingdesign. 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 busses 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 T12206958 TB0159 F12 Floor 1 1 Job Reference (optional) owioers rnswowce, ianrya, ream wy, nvnva ua oo 0-1-8 H 1 I D:0837CakNCJ U5ySDiQmCDdnydl l m-IL2pQ3VUQ9L41KBwFOwfrDXxBMgroPryPM98eEyW9W V 0-8-0 A-4-01 1-3-0r1— Scale = 1:19.9 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 I 1.5x3 11 4x6 = 3x6 11 3x6 11 1 2 3 4 5 6 7 8 9 I 14 13 12 11 10 a.,e. = are = 3.6 = 1.5x3 II 1 3x4 = 11-1-0 Plate Offsets (X Y)-- 12 0-1-8 Edqe] (13.0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.08 13-14 999 360 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 FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 PLATES GRIP MT20 244/190 N 0 Weight: 67lb FT=20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-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 3-10d (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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0,1I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek0 connectors. lhis 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 [Duckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe 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 Insillute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Type Qty Pry T12206959 TBO159 T11' U21S6 Floor Girder 1 1 Job Reference o tional Builders FIr51Source. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ex industries. Inc. rn Ucr vo 1 1.44.3U cv I i Faye I I D:0837CakNCJ U 5yS DiQmCDdnyd l l m-I L2pQ3V U Q9L41KBwFOwf rDX3QMmkoS3yPM9Be EyW 9W V 1-4-0 3x4 $-9-3i 1 3x4 II 2 3 3x4 = 4 3x4 II Scale = 1:10.0 3x6 = 3x6 = 3-5-3 3-5-3 Plate Offsets (X Y)-- 11:Edge 0-1-81[2:0-1-8 Edge], 13:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.00 7-8 >999 360 MT20 244/190 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 FBC2014fTP12007 Matrix) Weight: 26lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-3 oc puriins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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 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=-496 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2016 BEFORE USE. This design Is based only upon shown, and Is for an Individual Wilding component, notDesignvalidforuseonlywithMiTekftconnectors. parameters a truss system. Before use. the txrildlrq designer must verify the applicability of design parameters and lxoperly hlcorlwrate this design into the overall Wilding 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 6904 Parke East Blvd. fabrication, storage, dellvery, erection and bracing of trusses and In= systems. seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from lfuss Plate Institute. 218 N. Lee Street, Suite 312, Alexandrla. VA 22314. Job Truss Truss Type Ply T12206960 TBO159 F14 ty Floor 5 1 Job Reference (optional) trmiaers rasraource, Tampa, ram t, ny, rwnaa a,oo 0-1-8 H 1 14-0 1.5x3 11 1.5x3 = 1.5x3 = 1 2 I D:0837CakNCJ U5yS DiQ mC Ddnyd l l m-mXc BePW 6BTTxNTm6pj RuNQ48Llx3Xub6dOuhBhy W 9 W U 1-11-12 i 0-8-0 01 8 Scale = 1:19.6 1.5x3 II 1.50 11 1.5x3 = 4 5 6 7 3x6 = 16 Plate Offsets (X Y)-- 15 0-1-8 Edgej (11 0-1-8 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL) -0.15 11-12 >866 240 BCLL 0.0 Rep Stress Incr YES W B 0.24 Horz(TL) 0.02 8 ri/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 65lb 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. REACTIONS. (lb/size) 8=603/0-3-8, 13=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-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=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9=-536/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 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 - Verily 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 pxararneters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verify the oFgAtcability 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. Addilional temporary and permanent bracing MiTek' is always required for stahilliy 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 Ply T12206961 TB0159 F15 Floor 10 1 Job Reference (optional) is Ullaer5 resraource, Tampa, Warn i y, nonaa as000 0-1-8 1F40 1.5x3 II 1.5x3 = 1.50 = 3x4 = 1 2 I D:0837CakNCJ U 5ySDiamCDdnyd 11 m-mXc BeP W 6BTTxNTm6pj RuN Q46kl?_Xs36d0uhBhy W 9W U 1-9-4 i 1 0-8-0 pr3-8 1-3-0 r Scale = 1:19.9 3x4 = 1.5x3 1.5x3 11 46 = 3x6 I 3x6 I 3 4 5 6 7 8 9 I I 14 13 12 4x6 = it 10 ara — 3x6 = 1.5x3 11 1 3x4 = 11-1-4 11-4-Ir11-1-4 0-3-8 Plate Offsets (XY)-- 12:0-1-8 Edge], 113:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 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 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 67lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fiat) 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=597/0-3-8, 15=597/0-7-4 FORCES. (Ib) - 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 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 - Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10MI2015 BEFORE USE. IILMMIII 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 Irrrss system. Before use, Ilne building designer must verify the applicability of design parameters and pioperiy 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses 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 Ply T12206962 TBO159 F16 QttyFloor1 1 Job Reference (optional Builders FirstSource, Tampa, Plant Oily, Florida 33566 r.ovv a nuy io cv r Ivu nn uwumnoa, . T .d , ay= I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-FkAarlW kxmbo_dLI NQy7wedK79LOG FSFsgeFj 7yW 9 W T 0-1-8 1-4-0 1-8-4 J 0-8-0 3-8. H - Scale='1:18.9 5 4 1.5x3 II 1,5x3 = 1.5x3 = 3x4 = 4x6 = 1.5x3 11 4x6 = 3x4 = 3 4 5 3x4 = 6 7 3x4 = 4x6 = 4x6 = 4x6 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) B-2-4 11-1-4 II-4-I 7-10-4 1 r11 0-1-8 Edge] CSI. DEFL. in loc) I/defl Ud PLATES GRIP TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 BC 0.61 Vert(TL) -0.12 10 >547 240 W B 0.59 Horz(TL) 0.03 8 n/a rda Matrix) Weight: 64lb FT =20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 Ib or less at joint(s) except 11=-128(LC 4) Max Grav All reactions 250 lb or less at joint(s) except 13=978(LC 1), 13=978(LC 1), 12=1859(LC 1), 11=581(LC 7), 8=1897(LC 4) FORCES. (Ib) - 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 Ito 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 (pit) Vert: 8-13= 10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-450, 4-7= 188 Continued on A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-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 a truss system. Before rise, the building designer nxlsl verify the applicalAlity of design parameters and properly Incorporate this design into file overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Buss systems, 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. ILAN! MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Pry T12206962 TBO159 F16 Floor 1 J.b erence o tional Builders FITStSource, l amps, Flans urry, HOT= 5-.Sbbb ID:0837CakNCJU5ySDiQmCDdnydl tm-FkAarlWkxmbo_dLINQy7wedK79LOGFSFsgeFj7yW9WT 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 (pit) 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 (pit) Vert: 8-13_ 10, 1-7=-450 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10AI3/2015 BEFORE USE. Design valid for use only with MllekJ connectors. This design is based only upon parameters shown, and is for an Individual building component, notaIRISSsystem. Before use. the building designer must verify the applicability of design I:>arameTers and prol rly incaqporale this design into the overall A building design. Bracing indicated Is to prevent buckling of individual IMSs web and/or chord members only. Additional temporary and permanent bracing M iTek* Is always required for stability and to prevent collapse with posslhle personal injury and property damage. For general guidance regarding the East Blvd. fabrication, storage, delivery, erection and bracing of trusses am6904 Parke ( Ind trusssystems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa. Parke East Safety Information available from Truss Plate Institule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Oty Ply T12206963 TBO159 FG1 Flat Girder 1 fG Job Reference o tional M llaers r frsioource, T ampa, ram any, nonan o,oo _-._o.-_ m-jwjy _.-.Mi4j ..--,__ ID:0837CakNCJU5ySDiQmCDdnydll m-jwj 5XMi4jfcnwVzBTMSr9RzZho?fpPSKNoFZyW 9W S z-6-6 5-i-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20-10-91 2-8-6 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 ' 2-7-3 2-7-3 0-8-6 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 2x4 I I 5x8 = 2x4 1 4x12 = 2 3 4 Scale = 1:36.2 8x14 MT20HS= 2x4 11 3x8 = 6x12 MT20HS WB = 5x12 = 2x4 11 3x4 11 5 6 7 8 9 10 11 22 23 - 24 -- 25 26 -- 2/ 16 2a Za du 16 ar oc11 — ow — to 3X4 11 4x6 7x10 = 3x6 11 5x12 — 5x6 = 2x4 II 5x12 = 2X4 7x10 = 112x4 WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 20-10-9 2-6-B 5-1-e 7-6-8 9-11-9 12-4-9 14-11-12 17.6-15 102.-2 211 I5 28-8 N'o 2-5-0 2-5-0 2-5.0 2-7.3 0-2- 3 0-5-9 Plate Offsets (X Y)-- 16.0-5-9 Edge] [10.0-3-8 0-1-8] 14 0-5-0 0-4-4] 19:0-3-12 0-2-0] [20:0-4-8 0-1-81 121:0-4-8,0-3-8j LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 999 360 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.23 19-20 626 240 BCLL 0.0 Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 *Except* BOT CHORD 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 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=-296/10113, 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= 207/7289, 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 PLATES GRIP MT20 244/190 MT20HS 187/ 143 Weight: 238 lb FT = 20% Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16,14-15. 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. II; 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. Pa A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 111U3M I S BEFORE USE. Design valid for use onlywithMITekOconnectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer rnust verify the applicability of design parameters and p ropedy Incorporate this design into the overall building design. Bracing indicated is to prevent Ixfckling of individual truss web and/or chord members only. Additional Temporary and permaneni bracing 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, see.ANSI/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. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Ply T12206963 TBO159 FG1 ty Flat Girder 1 fL Job Reference o tional Builders FirstSource, pampa, Flan Gny, Honda 33bbb i.vvv a nuy iu cvir c.. ,,,..,..,,,o., ,,,,,, ,,, ,,,I ,... ..., ..9 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-1wfy35XMi4jfcnwVx8TMSr9RzZho?fpP5KNoFZyW9WS NOTES- (14) 6) N/A 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 Ito uplift at joint 22, 296 Ito 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 (pit) 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 MU-7473 rev. 1010312015 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 fn.rss system. Before use, the trtllding designer must verity the apFAicability 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 WOW 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, secANSI/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 Ply T12206964 TBO159 H7A t% Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 7.640 s nu9 io cu i r rvu i — mu—i—, nrii i vv i i age I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-B6HKGRY?TOr W ExU hU r_b?3ighz2YkCTYJ_7Ln?yW 9 W R d 5- 1-9 ' 4-8-7 cxw 4 2x4 — 3x4 = I 0 Scale = 1:22.3 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/dell 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 FBC2014/TPI2007 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. 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 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 17 lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 100 lb down and 117 Ito 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 (pit) 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 - 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 MITekJ connectors. This design is based only upon parameiers shown. and is for an individual building component, not a muss system. Before use, the brdldirxg designer must verify the applicability of design parameters and iropedy 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 WOW 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 inns 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 Ply T12206965 T60159 HJ2 Diagonal Hip Girder 2 Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11.44.34 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl l m-B6HKGRY?TOrW ExUhUr_b?3ikOzg?kl6YJ_7Ln?yW9W R 2-7-1 _ 1-5-0 2-7-1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 15.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 Rep Stress Incr NO W B 0.00 BCDL 10.0 Code FBC2014fTP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9, 4=23/Mechanical Max Horz2=68(LC 4) Max Uplift3=-55(LC 19), 2= 108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.2 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.00 2-4 >999 180 Horz(TL) -0.00 3 n/a rUa Weight: 10lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD 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. 11; 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 55 lb uplift at joint 3 and 108 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 lb down and 94 lb up at 1-4-15, and 69 lb down and 94 lb up at 1-4-15 on top chord, and at 1-4-15, and at 1-4-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 2-4=-20 Concentrated Loads (Ib) Vert: 5=80(F=40, B=40) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTekrP connectors. This design is based only upon parameters shown, and is for an Individual txtiltling component, not a inrss system. Before use. the building designer must verify the appllcotAity of design paramelers and properly incogorate this design into the overall i building design. Bracing indicated is to prevent Ixickling of individual Inks web and/or chord members only. Addilional temporary and permanent bracing MiTek' Is always required for slability and to prevent collapse with posslble personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricailon, 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 Qty Ply T12206966 TBO159 HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11:44:35 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1l m-flriTnZdEhzNr53t2ZVgYGFrFNOvTfliYesvKSyW 9W Q 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22..4 Ia . 00 uw n J 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) I/dell Ud TC 0.57 Vert(LL) 0.04 6-7 >999 240 BC 0.53 Vert(TL) 0.11 6-7 >999 180 WB 0.39 Horz(TL) 0.01 5 n/a rVa 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=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=-278/756 WEBS 3-7=0/29213-6=-821/301 PLATES GRIP MT20 244/190 Weight: 42 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins. 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. It; 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 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 Ib 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 Ito down and 110 Ito up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 Ib 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 + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 70, 2-5= 20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 1 0=- 1 18(F=-59, B=-59) 13=-39(F=-20, B=-20) 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 MilekU connectors. This design is based only upon parameters shown, and is for an Individual building component not INNatrusssystem. Before use, the !wilding 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 Inkcin sweband/or chord members only. Additional temporary and permanent brctg MiTek" 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 systems, seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tn1SS Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss QIy PlyT122069671— TBO159 T03 Tuss— Type— mon t b Reference o tional 17 P 1BuildersFirstSource, Tampa, Plant City, Florida 33566 1-0-0 5-7-4 1-0-0 5-7-4 31 7.640 s Aug 16 2017 Musk Industries, Inc. Fri Oct 06 11. age I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-7V P4h7aF??5ET Fe4cG 134Un2gmkW C9V rnHcSsuyW 9 W P 10-8-0 15-8-12 21-4-0 5-0-12 5-0-12 5-7-4 Scale = 1:38.3 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = — 4 — 7-3-8 14-0-8 Plate Offsets (X Y)-- 12 0-1-0 Edge) 16:0-1-0 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) 0.06 6-7 999 240 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 FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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) PLATES GRIP MT20 244/190 Weight: 96 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. 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; 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 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 - 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 Mllekn 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 opplicalbillty of design parameters and properly incoq-arate this design Into the overall !!! building design. &acing Indicated is to prevent buckling of individual puss 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 buss systems, seeANSI/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 1 ty Ply T12206966 TBo159 T04 Common 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.b4U s Aug 16 20 r M11 ex mousmes, Inc. Fri Oa Uo 1 i.44.36 2017 rage I ID:0837CakNCJU5ySDiQmCDdnydl1 m-7VP4h7aF??5ETFe4cG134Un35mkiC9brnHcSsuyW9W P 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 = 1:38.5 4x6 = Ia 0 3x4 = 3x4 = 3x4 = 3x4 = 3x4 — 7-3-8 14-0-8 -- 21-4-0 7-3-8 6-9-0 7-0-8 Plate Offsets (X Y)-- f2 0-1-0 Edgel (6:0-1-0 Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 2-10 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.20 2-10 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 98 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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 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. 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 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 -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-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 building component, not Nowamasssystem. Before use., the building designer must verify the applicability of design parameters alai Ixoperly incorporate 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/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 Ply T12206969 TBO159 T05 tjr Hip 1 1 Job Reference (optional) Builders FirslSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11:44:37 2017 Page 1 I D:0837CakNCJ U 5ySDiQmC Ddnyd l l m-bhzTuTatmJ E55ODGA_YI dhK D IA04xcD_0xL00KyW 9 W O 1-0-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 1-0-0 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 4x6 = 5x8 = 3x6 = 3x6 3x8 = 4x6 = 3x4 = 21-4-0 Scale = 1:39.0 1 0 Plate Offsets (X Y)-- 9-0-0 15 0-6-0 0-2-81 3-4-0 9-0.0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.15 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.43 7-9 >583 180 BCLL 0.0 Rep Stress Incr YES W B 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1559/696, 3-12=-1518/711, 3-4=-1242/561, 4-5=-1049/564, 5-6=-1241/561, 6-13=-1517/7ll, 7-13= 1559/696 BOT CHORD 2-11= 538/1332, 10-11=-290/1049, 9-10=-290/1049, 7-9=-544/1332 WEBS 3-11= 334/289, 4-11— 80/319, 5-9=-76/319, 6-9= 335/289 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 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 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 217 lb uplift at joint 2 and 217 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- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekb connectors. [his design Is based only upon porameiers 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 incor oiate 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 WOW is always required for stabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tresses and truss systems, se.eANSI/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 TypeTBO159TTHipGirder11 Job Reference o tional Builders FirstSource, Tampa, Plant Cry, Florida 33566 1 oqu s Aug io eu i r mi i erc muusmns, inc. vco0 0 Qy= I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-3tXr6obVXcMyiYoSj h3X9vtN 1 aN9g2c8 Eb5ZwnyW 9 W N 7- 0-0 10-8-0 14-4-0 17-6-12 21-4-0 22-4-0 1- 0-0 3-2-12 3-8-0 3-8-0 3-2-12 3-9-4 1-0-0 3 0Scale = 1:39.0 4x6 = 3x8 = 4x6 = 14 ' 15 3x6 — 3x8 = 3x4 = 2x4 11 3x8 = 3x6 = 7_ 0_0 10-8-0 7- 0-0 3-8-0 14- 4-U 3- 8-0 7-" LOADING ( psf) SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.21 8-10 >999 180 BCLL 0.0 * Rep Stress Incr NO W B 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 109Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1442/0-8-0, 8=1467/0-8-0 Max Horz2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2444/1590, 3-4=-2262/1576, 4-14= 2000/1461, 5-14=-1999/1460, 5-15=-2045/1500, 6- 15=-2045/1501, 6-7= 2315/1623, 7-8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16= 1640/2251, 12-16= 1640/2251, 11-12=-1640/2251, 11- 17=-1640/2251, 10-17=-1640/2251, 8-1 0=-1 358/2129 WEBS 3-13=-296/240, 4-13=-474/645, 5-13= 378/460, 5-11=-30OR3, 5-10= 335/390, 6- 10=-421/613, 7-10=-301/246 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.Opst; 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 842 lb uplift at joint 2 and 865 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 143 Ito down and 139 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 10-8-0, and 124 lb down and 139 lb up at 12-3-4, and 243 lb down and 258 lb up at 14-4-0 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 Ito up at 10-8-0, and 24 to down and 141 lb up at 12-3-4, and 250 lb down and 228 lb up at 14-3-4 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 6-9= 70, 2-8=-20 ontinued on pacie z 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 MITe1k6 connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss systern. Before use. the building designer must verify The applicability of design parameters and properly incogwrate This design into the overall •iY building design. Bracing indicated Is to prevent truckling of individual truss web and/or chord members only. Additional temlwrary 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 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 Type Qty PlyT12206970 T60159 7usss Hip Girder 1 1 Job Reference (optional) tfullders Hrsibource, I ampa, Plant l rry, Yiorlaa d6 oo I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-3tX r6obVXcMyiYoSj h3X9vtN 1 aN9g2c8Eb5ZwnyW 9 W N LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=-124(F) 6=-1 96(F) 13=-229(F) 11=96(F) 5= 124(F) 10=-229(F) 14=-1 24(F) 15=-1 24(F) 16=96(F)17=96(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10/03V2015 BEFORE USE. ILM91, hd v Design valid for use only with Mi lekO connectors. This design is based only upon parameters shown, and is for an individual pMobuildingcornonenT, not a In= system. Before use, the building designer must verity 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 tabrication, storage, delivery, erection and bracing of trusses and IrusS systems, secANSp/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY PN T12206971 TB0159 T07 HaH Hip Girder 1 J.bR.f.r.nc.e optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.6,40 s Aug to 2017 mi ek ind-Ifi-, mc. Fri ucr vo 11:44 9 201 , age I D:0837CakNCJ U5yS DiQmC Dd nyd 11 m-X45DJ8c7lwUoK iNeHOami6PXx_ocP W DHTFg6T DyW g W M 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"=1' 3x4 = 7 b 2x4 11 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.05 2-7 999 240 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 W B 0.14 Horz(TL) 0.00 6 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.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 10-10-1 PLATES GRIP MT20 244/190 Weight: 58 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) 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 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 lb uplift at joint 2 and 481 Ito 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 lb down and 139 lb up at 8-7-3 on top chord, and 325 lb down and 117 lb 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 (Ib) Vert: 4=-124(B) 7=-325(B) 8=-124(B) 9=96(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 MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a miss system. Before Use. the building designer must verify the aprilicablll y of design parameiers and properly 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 fabrication, storage, delivery, erectlon and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instilute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Qt Ply T12206972 T60159 T12A Pilus.-6i" T. Y7 1 1 Job Reference o tionaI Builders FirstSource. Tampa. Plant City, Florida 33566 r.ovv s Nug o cv i r MiT ek muus e, I-. H. ! ,. . age , I D:0837CakN CJ U5yS DiOmC Dd nyd 11 m-OGebXUdl3Ecfysyrr65? FKyh_0748rXRivag?fyW 9 W L r1 0 Oi 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-130 21 -0-0 31-0-Q 1 00 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 3-9-4 c nn 4x10 MT20HS i Scale = 1:55.2 4x10 MT20HS 3x8 = 3x4 = 1 16 17 5 18 19 20 6 21 22 7 3x12 MT20HS -i 15 14 6x12 MT20HS = 1e r 3x12 MT20HS 3x8 3x4 = 3x8 = 2xa 11 7- 0-0 12-4-9 17-7-7 23-0-0 30-" 7- 0-0 5-4-9 5 -2-13 5-4-9 7-0-0 Plate Offsets (X Y) f2:0 2 9 0-1-8j (4 0-5-12 0-1-12) 17 0-5-12 0-1-12) 19:0-2-9 0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.25 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.65 12-14 >545 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(TL) 0.15 9 n/a rda BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-3-4 oc purlins. 4- 7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-5-9 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=2648/0-3-8, 9=2687/0-3-8 Max Horz 2=67(LC 7) Max Uplift2=-738(LC 8), 9= 775(LC 9) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 5257/1487, 3-4=-5039/1461, 4-16=-4551/1348, 16-17=-4551/1348, 5-17= 4550/1348, 5- 18=-6161/1872, 18-19=-6161/1872, 19-20=-6161/1872, 6-20= 6161/1872, 6- 21= 4626/1416, 21-22= 4627/1416, 7-22=-4627/1417, 7-8- 5125/1539, 8-9=-5341/1565 BOT CHORD 2-15= 1328/4625, 15-23=-1796/6148, 23-24=-1796/6148, 14-24=-1796/6148, 14- 25=-1796/6148, 13-25=-1796/6148, 13-26=-1796/6148, 26-27=-1796/6148, 12- 27=-1796/6148, 12-28=-1798/6161, 28-29=-1798/6161, 11-29=-1798/6161, 9- 11=-1345/4700 WEBS 3-15=-262/234, 4-15=-361/1693, 5-15=1966/670, 5-14=0/448, 6-12=01432, 6- 11 =-1 880/599, 7-11= 324/1657, 8-11= 264/236 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. 11; 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 738 lb uplift at joint 2 and 775 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) 153 lb down and 143 lb up at 7-0-0, 134 lb down and 143 lb up at 9-0-12, 134 lb down and 143 lb up at 11-0-12, 134 lb down and 143 lb up at 13-0-12, 134 lb down and 143 lb up at 15-0-0, 134 lb down and 143 lb up at 16-11-4, 134 lb down and 143 lb up at 18-11-4, and 134 lb down and 143 lb up at 20- 11-4, and 252 lb down and 262 lb up at 23-0-0 on top chord, and 389 lb down and 105 lb up at 7-0-0, 88 lb down at 9-0-12, 88 lb down at 11-0-12, 88 lb down at 13-0-12, 88 lb down at 15-0-0, 88 Ib down at 16-11-4, 88 lb down at 18-11-4, and 88 lb down at 20- 11-4, and 389 Ib down and 105 Ib 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). Continued on page 2 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M17-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with Mtfek(9 connectors. This design is based only upon parameters shown, and is for an individual building component, not - a in.w system. Before use, the lxilldng designer must vedfy the applicability of design parameters aid properly incorporate this design into the overall building design. Bracing indicated is to prevent lxickling of Individual truss web and/or chord rnendors only. Additional temporary and permanent brachlg MiTek" Is always required for statAlity 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 hUss systems, seeANSUTPl1 Quality Criteria, DS8-89 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 T722oss72 TBO159 T12A Nip Girder 1 1 Job Reference o tional Builders FirsiSource. Tampa, Plant Gey, Florida 33,56s -1. 5 ^tea I 1 -1. _^ . ^ - I I ^-^- - • • _,_ I D:0837CakNCJ U 5yS DiQmCDdnyd l l m-OGebXUdl3Ecfysyrr65? FKyh_0748rX Rivag?fyW g W L 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-7= 70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert:4=-134(F) 7=-205(F) 15=-389(F) 11=-389(F)16= 134(F)17=-134(F) 18=-134(F)19=-134(F) 20=-134(F) 21 =-1 34(F) 22=-134(F) 23=-64(F) 24=-64(F) 25=-64(F) 26=-64(F) 27=-64(F) 28=-64(F) 29=-64(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. LDesignvalidforuseonlywithMileknconnectors. This design is based only upon parameters shown, and is for an individualYwilding component, natrusssystem. Before ruse, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. &acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingisalwaysrequiredforstabiiilyandtopreventcollapsewithpossiblepersonalinjuryandproperlydamage. For general guidance regarding the Nd. fabrication, storage, delivery, erection and bracing of trusses and Truss systems, se.eANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12206973 T60159 T13 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11.44.41 2,, Page 1 I D:0837CakNCJ U5yS DiOmCDdnyd 11 m-USCzkgdOgXkW aOX1 PpcEnXVsQnLftK6awZJ DX5yW 9 W K i1 0 Oi 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-D 4-2-12 4-9-4 1-0-0 4x6 = 15 3x8 = 16 4x6 = Scale = 1:53.5 m la0 3x6 = 13 . — 3x6 = 3x8 = 3x4 = 3x8 = 2x4 11 9-0-0 15-0-0 zi-u-u 9-0-0 6-0-0 6-0-0 i .w-vv 9-0-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(ILL) -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 FBC2014fCP12007 Matrix) Weight: 150 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc purlins. 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. 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, 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015BEFORE USE. Design valid for use only with MITek connectors. fits design Is based only upon parameters shown, and is for an Individual building component, not a inrss system. Beforeuse, the Ixrildblg designer must verify the alN0icability of design p arameteis and pxoperly Incol orato this design into the overall iii building design. Bracing indicated is to prevent Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Fabrication, storage, delivery, erectionandbracingofbussesandtrusssystems, see-ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Inslilule. 218 N. Lee Sireet. Suite 312, Alexandria, VA 22314. Job Truss Truss Type plyT 12206974 TB0159 T14 Hip 2 1 Job Reference (optional) Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MIT ek Industries, Inc. Fri Oct 06 11:44:42 2017 Page 1 I D:0837CakNCJU 5ySDiOmCDdnyd 11 m-yfmMyAeObrsN BA6DyXTFK111 zBIOcgLj9D3n3YyW 9W J 11-0-0 19-0-0 24-2-12 30-0-0 31-0-Q 5-99 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0 it 0 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = 13 12 1u a M = 2x4 3x4 = 3x6 = 3x8 = 2x4 11 5-9-4 11-" 24-2-12 Io 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 999 240 MT20 244/190 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 FBC2014IT-PI2007 Matrix) Weight: 151 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 Max Horz 2=-101(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; MW FRS (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 MITEK REFERANCE PAGE Mll-7473 rev. 10703/Y015 BEFORE USE. Design valid for use only with MITek0 conneclors. This design Is based only upon parameters shown, and Is for an Individual building component, not a hrrss 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/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. Nexandrla. VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T12206975 TBO159 T15 Hip 2 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s nu9 i6 2017 mi 1— umusuies, P-. ri 1 !..< < age ID:0837CakNCJU5ySDiQmCDdnydl 1 m-yfmMyAe0brsNBA6DyX7TKIl OsBkSclBj9D3n3YyW9WJ i1 0 Oi 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-D-0 5x8 = 4x6 = Scale = 1:53.5 3x6 = 13 1z ry ' 3x6 = 2x4 3x4 3x8 = 2x4 11 3x4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-" 6_9-q 6-P..1 P 4-0-0 6 -2_12 6-9-4 Plate Offsets (X Y) 4 0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -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 FBC2014fTP12007 Matrix) Weight: 157lb 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16= 1671/794, 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, 5-1 0=-1 49/445, 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 & 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 296 lb uplift at joint 2 and 296 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek(D connectors. This design is based only upon parameters shown, and is for an individual brrllding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 MiiTek' is always required for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of IfUSSeS and truss systems, seeANSI/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 iy Ply T12206976 TBO159 T16 Common 13 1 Job Reference (optional) Builders FIr51Source, Tampa, Plant Cry, Florida 33566 7.640 s Aug ro 20 i r nn; en mu—ii —, -. , .1. I D:0837CakN CJ U5yS DiQmC Ddnyd l l m-QrKk9 W feM9_EpJ gQ W Ef isya7Fb3V LGItOtoKc_yW 9 W l 1 0-Oi 7-9-4 15-0-0 22-2-12 30-0-0 01-0-0, 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-01 4x6 = 6.00 12 Scale = 1:52.6 3x6 = M = 3x4 = 4x6 = 3x4 = 1 10-2-3 9-7..t1 10-2-3 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 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/TPI2007 Matrix) Weight: 137lb 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 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. Max Horz 2=135(LC 11) Max Uplift2=-309(LC 12), 8=-309(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(l) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 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 Pit 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 -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(_5) connectors. hits design is based only upon parameters shown, and Is for an individual building component not a trrrss system. Before use, the building designer must verify the <.1pplicalAity of design parameters and properly incorporate Ihis 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 fabrfcaiion, storage, delivery. erection and bracing of trusses and truss systems, ser-ANSI/TPI1 Quality Criteria, DS8-89 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 t`Y Ply T12206977 TBO159 T17 HIP i 1 Refer n oJob tional Builders FirstSource, Tampa, Plant Cry, Florida 33566 7.640,s Aug 16 2017 MiTek Industries, Inc. Fri Oct 06 11.44.45 2017 Page 1 I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-M ESUaChuum Ey2dgoefhAyNfS9Ph4p33ArBH RgtyW g W G it 00 01 3-9-7-0-0 11--o-1144 3150--0 8-111-2 23-0-0 6-2-2 30-0-0 1 4- 0-1440 123-2-12 3-9-43-9423-1-2 -0- 0 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 6 00 12 4 18 5 19 6 20 f 21 8 m 2 Scale = 1:53.5 10 11 Ir? 1 < 0 17 22 16 23 15 14 24 13 25 12 5x8 = 5x8 = 3x8 = 2x4 4x10 MT20HS = 2x4 3x8 = 3x8 = 2x4 -' 2x4 i 9 3 7- 0- 0 11-0-14 15-0-0 18-11-2 23-" 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)-- 2:0-1-11 Edqe) ll O:0-1-11 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 TCDL 15. 0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr NO W B 0.88 Horz(TL) 0.26 10 n/a r1/a BCDL 10. 0 Code FBC20141TP12007 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 puffins. 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=2406/0-4-0, 10=2648/0-4-0 Max Horz2= 67(LC 7) Max Uplift2=- 1060(LC 8), 10=-926(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. 11; 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 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 Ib down and 258 Ito up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 Ib down and 139 lb up at 11-0-12, 147 Ib 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." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. s 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 in= system. Before use, the building designer must verify the applicability of design Ixirameters and properly Incorporate 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/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 Q Ply r12206977 TBO159 T17 HIP 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant fitly, Florida 33566 64a S Aug 16 LU1 f MI I eK Inausines. Inc. Yrl VCi uD 1 —:— zu 1 / rage c I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-MESUaChuum Ey2dgoefhAyNfS9Ph4p33ArBH RgtyW gW G LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 4=-196(B)8= 218(8)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 - 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 MI1ekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a IR1SS system. Before Luse, the building designer must verity the applical-Aity of design parameters and properly Incorporate this design into file overall building design. Bracing Indicated Is to prevent truckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for sfabllity 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 T12206978 TBO159 T18 Hip birder 1 1 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 20, r Vi i r C, aga I D:0837CakNCJ U5ySDiOmCDid nyd11 m-gQOsnYhW e4MpgnP?BNCPUbCdyo2MYW RJ4r1_DJyW 9W F 1- 0-0 1-10-8 6-1-7 10-2-9 14-5-8 16-4-D 1- 0-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 Scale = 1:29.6 6x8 = 6. 00 12 2x4 5x8 = 4x6 = 3 13 4 14 15 5 16 6 2 7 ^ I 1 17 12 18 19 20 11 21 22 23 24 10 9 25 26 27 8 28 3x6 = 2x4 5x8 = 6x12 MT20HS WB = 6x8 — 3x6 — 1- 10-8 6-1-7 10-2-9 14-5-8 16-4-0 1- 10 1 4-2-15 4-13 4-2-15 1-10-8 Plate Offsets (X Y)-- 3:0-6-4 0-2-81 (8 0-3-8 0-3-01 f11 0-1-8 0-1-121 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.32 9-11 >603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.87 9-11 >221 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 74 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 "Except` 3- 6: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 `Except` 3- 11,5-11,5-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. ( lb/size) 7=1785/0-3-8, 2=1519/0-3-8 Max Harz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. WEBS 1 Row at midpt 5-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14— 6309/1430, 14-15=-6309/1430, 5- 15=-6309/1430, 5-16=-3280/709, 6-16=-3280/709, 6-7=-3529/749 BOT CHORD 2-17— 573/2505, 12-17=-573/2505, 12-18=-577/2549, 18-19= 577/2549, 19-20=-577/2549, 11- 20=-577/2549,11-21--1484/6744,21-22=-1484/6744,22-23=-1484/6744, 23- 24=-1484/6744, 10-24=-1484/6744, 9-10=-1484/6744, 9-25=-1484/6744, 25- 26=-1484/6744, 26-27= 1484/6744, 8-27=-1484/6744, 8-28=-640/3062, 7- 28=-640/3062 WEBS 3-12= 26/308, 3-11=-877/3868, 4-11=-262/142, 5-11=-455/82, 5-9= 68/674, 5- 8=-3581/827, 6-8= 268/1488 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 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. OL_ _ Design valid for use only with MITek® connectors. this design is based only ur»n parameters shown, and is Tor an Individual building component rwt - a Irt s system. Before rrse, Ilse building designer MUST verify the applicability of design parameters and Ixoperiy 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 huss systems, seeANSI/TPI t Quality Criteria, DS8-89 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 T12206976 TBO159 T18 Hip Girder 1 1 Job Reference o tional tlallaer5 rnsl6ource, Tampa, riam uny, rionaa —u I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-gQOsnYhW e4MpgnP?BN 6PUbCdyo2MYW RJ4rl _DJyW 9 W F NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ito down and 29 lb up at 1-10-8, 69 Ib down and 29 lb up at 3-11-4, 69 lb down and 29 lb up at 5-11-4, 69 lb down and 29 lb up at 7-11-4, 69 lb down and 29 lb up at 8-4-12, 69 lb down and 29 lb up at 10-4-12, and 69 lb down and 29 lb up at 12-4-12, and 63 lb down and 29 lb up at 14-5-8 on top chord, and 24 lb down and 14 lb up at 1-1-1, 18 lb down at 1-10-8, 109 lb down and 37 lb up at 3-1-1, 8 lb down at 3-11-4, 199 Ib down and 51 lb up at 5-1-1, 8 lb down at 5-11-4, 289 lb down and 64 lb up at 7-0-12, 8 lb down at 7-11-4, 8 lb down at 8-4-12, 289 lb down and 64 lb up at 9-0-12, 8 lb down at 10-4-12, 289 lb down and 64 lb up at 11-0-12, 8 lb down at 12-4-12, 289 lb down and 64 lb up at 13-0-12, and 18 lb down at 14-4-12, and 289 lb down and 64 lb up at 15-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 2-7=-20 Concentrated Loads (lb) Vert: 17=-24(B) 18= 109(B) 20=-199(B) 21=-289(B) 24=-289(B) 25=-289(B) 27=-289(B) 28=-289(B) 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 MilekJ connectors. This design is based only upon parameters shown, and Is for an individual building component not a tn.rss system. Before use, the building designer must verify the aprilicalAiN of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent I:xrckling 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 posslNe personal Injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systerns, 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 —ty Pty T12206979 TBO159 Vol Valley 1 i Job Reference (optional) Builders FirsiSource, Tampa, Plant City. Florida 33566 vb0 640 s Aug i6 20i 7 MI I eK Industries, Inc. Hi Ud uo 1 :44:4o cv 1 i rage 1 ID:OB37CakNCJU5ySDiQmCDdnydl l m-gQOsnYhW e4MpgnP?BNCPUbCofoDfYj4J4r1_DJyW9W F 4-0-0 2X4 2x4 II Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well 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) rda 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 Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Uplittl— 21(LC 12), 3=-55(LC 12) 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) 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 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 M1I.7473 rev. 1010312016 BEFORE USE. Design valld for use only with MITek0 connectors. This design Is based only upon parameters shown, and Is for an Individual building component. notamatrusssystem. Before use, the building designer muss verity nine applicaNlily of design purameleis and properly incorporate this design into the overall a AA 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, dellveiy, erecilon and bracing of trusses and truss systems, se -ANSI/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 ty Ply T12206980 TBO159 V02 Valley i 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 i 2-0-0 644 s Aug 16 2017 MI I ak Industries, Inc. Fri Oct 06 1 1.44A7 2017 Page I ID:0837CakNCJU5ySDiQmCDdnydl 1 m-IcaF?tiBPNUglx_814jelokOiCcgHAJTJVmXllyW9W E LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl L/d 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 FBC20141FP12007 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=55/1-11-8, 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=4.2pst; BCDL=5.Opsf; h=25ft; Cat. 11; 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 - 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 MITekr.R) connectors. this design Is based only upon parameters shown, and Is for an Individual building component, not a firms system. Before use, the buildli rg designer must verify the applicability of design parameters and properly Incorporate this design into the overall q 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 fabrication, storage, delivery, erection and bracing of trusses and ttvss 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 — Y Ply T12206981 TBO159 V03 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant Cry, Florida 33566 7.640 s Aug 16 2017 MTek Industries, Inc. Fri Oct 06 11:44:47 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnydl l m-IcaF?ti8PNUglx_BI4jel okyyCa3H93TJVmXIIyW 9W E 1-10-8 6-2-0 10-5-8 12-4-0 1-101 4-3-8 4-3-8 1-10-8 6.00 F12 4x6 = 2x4 11 Scale = 1:20.5 4x6 = 3x4 i 8 r - 3x4 2x4 I 2x4 I I 2x4 11 4-3-8 4-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(ILL) n/a Na 999 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) a PLATES GRIP MT20 244/190 Weight: 37lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 12-3-0. lb) - Max Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 except 7=-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 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=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Interior(1) 6-2-0 to 10-5-8, Extedor(2) 10-5-8 to 11-8-7 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) Gable requires continuous bottom chord bearing. 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 100 Ito uplift at joint(s) 1, 5, 8, 6 except Qt=lb) 7=123. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 bullding component, not - - a truss system. Before USe., the building designer must verify the applicability of design pararrreleis a cl prolx-rly incorfx)rate 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, sec-ANSi/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 o russTruss Type ty P' T12206982 TBO159 VO4 Valley 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 22 2016 Mr I eK industries, Inc. Fri ucl U6 14123:Ud 2ul / rage 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-Mx4RCmontXej6Kcy2wUekdlfd7EVt9Mw3AnoiZyW7Bn 1-10-8 4-2-0 6-5-8 8-4-0 1-10-8 2-3-8 2-3-8 1-10-8 a0 0 6.00 12 3x4 2x4 3x4 2 7 3 8 4 2x4 4-2-0 2x4 I I 2x4 C Scale = 1:15.5 a 6 Plate Offsets (X Y)-- f2:0-2-0 0-2-81 f4:0-2-0 0-2-81 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) rVa n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.22 Vert(TL) rVa n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 24 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=167/8-3-0, 5=167/8-3-0, 6=302/8-3-0 Max Horz 1=-11(1-C 8) Max Uplift 1=-36(LC 12), 5=-36(LC 13), 6=-65(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc puffins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6-1-7 to 6-5-8, Extedor(2) 6-5-8 to 7-8-7 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) Gable requires continuous bottom chord bearing. 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ito uplift at joint 1, 36 Ib uplift at joint 5 and 65 Ito uplift at joint 6. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Weld) connectors. this design Is based only upon parameters shown, and is for an Individual building component, not truss system. Before use, the bUldirlg designer must verify if le al.pliC(lbility of design parameters and pioperly Incorporate 11 its design into if Be-ie overall ii building design. Bracing indicated Is to prevent truckling 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 systerns, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type —— Q`y Ply T12206983 TBOi 59 VOS Valley 1 1 Job Reference (optional) Builders FirslSource, Tampa, Plant fitly, Florida 33666 v a0 2X4 i 1-10-8 rnnFi-9 7.640. nvy ,o cv„ nn, c ,,,vwF.C. „cc, ID: 0837CakNCJUSySDiQmCDdnydl tm-np7dCDjnAhcXv5ZNJnEtZOHBCcwHOdZcX9W5HCyW9WD 2- 5-8 4-4-0 0- 7-0 1-10-8 3x4 = 3x4 = 2X4 Scale = 1:8.4 Plate Offsets (X Y)-- 2:0-2-0 0-2-81 13 0-2-0 0-2-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 11 lb FT = 20 % LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. ( lb/size) 1=138/4-3-0, 4=138/4-3-0 Max Harz 1=-11(LC 8) Max Upliftl= 27(LC 12), 4= 27(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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- ( 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. 11; 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 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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 100 lb uplift at joint(s) 1, 4. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 verify the applicatAity of design parameters and Ixoperly Incoip:xxate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Addilional 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 fabrication, storage, delivery, erection and bracing of trusses and doss systems, seeANSI/TPI 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 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-'/1 d' For 4 x 2 orientation, locate plates 0-'a6" 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. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 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 General Safety (Votes 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 19`Xo 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, n n L L CJ 1 w lJl CJI ti m CA ti m CJS L.. .... L................_...._............_._............. CJS T I 2F T14 T15 sm m cc...... s w s ` m T16 T15 T14 T.I 3- T 117 LJS IU04 CJ3a UO3 Nd CS)u CJ wu Q, CJI l_ .... mCJ T18; m CJl m 2C L N N N N N N N fU ` "I-,. W 3 T o Ln z cZ ao Ln 30- 0-0 14- 4-0 E 15- B-0 F08A n O d n 0 c W JO zro' o°or myp m° rD> 9A > i O ornrnQ7 Z mD @r DAA s 9 J N 0 • < ` Np ZA _D Avn AZr^ j Q% 9 `' • > r @? ` zm' oz n n N 3 oil V/ a m _ m 7w mo r ooy o tD I^1 7C C N _ cY ..f i a Z A E A o mz p-,@ oz fit O. O T '^ - .t. A m L, . mor..n .Zyn m@ o o A'"JO fzo CD 7 D . D O VJ E . a m o z oo a z i < oN A y -i G = x ' t X0ca O N= rnoo .norn AAT S CL 3 W - 70 .n rn A m (-1'T m z p Vl N z N o f a?a 0 z o r Al DA r C. CDy o D Z> M S m N a SJ r c I.VCOIZD COPY SanfordCityof Building and Fire Prevention Product Approval Permit # # 1 7- 3 5 8 5 Specification Form q\P-DING SANFORD OFpAR. Project Location Address: 488 Red Rose Lane, Lot 159 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 4 include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door (Garage) single & dbl. 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 MA 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 up 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 71 31' 53' F j\- WINDOW CALL-0LITS 12 5H b7 32 $4 72 SW 32 54M576' 13 514 0 33 a{ 73 5:1 33 5H39' Q O 51' 3 14 51.4 W 34 SW 74 54 34 54 G 514 47 35 SW 25 &4 35 54ze,3' 8 I6 SJ y2 36 SHI 76 SH 5Hli' 3 Jk C-r_ t'EF l' r.450:RT Ch-,AKS FOR ALL uA 0m.. LnW ODM 51:E5410 I!:i1ALLLIMMY VARY F£R O i AIUACTU;ZER 4\7 5PECSC411025. z R',ER 10 FLXR PL4\5 FOR STYLE OF WICCU L^ ED (STELE W7•Y -5{ CAS,c\T- C6 1, OR FIXED GLA55-fG) r t k t r k R A11 E ER:SCT ES'A.g 4V IE54E OFE"a 5444L C01P.11M 010 FER FBCR - 5M EDIiq: fNRt t t t R t r k A TYP. ARCHWAY xAIE W. • 1 V IFA0l4E rl. 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X. 30. 3E PIO Y FORCCRSEWO06 FVOF U ES IF k t k IF k t IF jr C Nm n' 0 n'w ir i a a fR E V 2De LOT 159 18 ISi. co A1-07-17 iEI^ ff0 z DAVIS BEWS DESIGN GPD" LSO STAlESFTtFEF EATF DIPWI, IIDRM FIA-1l BL9. m.,300 TII. BOOFAXN' N'v.'MV6aEWSC A Vortex Ergneerq, LLL 011 1,, 1— IF) 4 BF )3X3 IL & 3 n. Col. PR, I D. KdlCll, PZ. CLEAR W W16 HE6475 * R aslrc Nls. _ ` - nE n aa a Av oPEr+4B1E U4C0. 15 LOCATED rM Tv A it WAS AbM R6 FN9ED MAX OR WAE E 6P-C6, T-E LO_F.StPART OF T. CLW OF W16 OF M Lela 5RYL BE A iE RE MITT. CF)1 kDECAIDOW LOCATIC R'AI R U(fil NE UrCgP tl LOA'.ED. CFER:SE OKME2582 5ECT06L'F LFQOk 54Y110! F ERiT Of E TAT A1Cc PA%I(d OF A • Kl DA ErR y.E E UEJE 9X4OV, D0 A& LOCATED LIMN TA FLIES O TIE Ff 6.ED FLOOR FiC FBCR - 5..N ED(TOlI 'AI RS]J Dar LWXFALL WMYMO, CEV/.cs 410 ufnA:GA05, x01E5 UEl PRNM, N&L CORT MTV TIE OC7" I,—I' ll DE7ARs REQi c\'i5 OFASTr F 7CW PER FBC.R . SN ELYTA fYJA.• R,OJ vlfE! UPPER FLOOR PLAN NOTES 2B1 D. GARAGE LEFTT Florida Building Code Online Page I of 3 Regulation QIrh& re,..,..r.wt' U(i,t3 phi e°'/[lj/ SOS Home Log In ( User Registration Product Approval i Hot Topics Submit Surcharge ! Stats & Facts i USER: Public User Regulation AydtkA9M:S"!Ch1fOtl-nU.AtviO4 Kind $r 0johCtar b Aboftd%l L.KI > AF*kC*UOR bbs'bil FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived PubllcatIons I FaC Staff I BUS Site Map unks I Search Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.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 XQK 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding-orglpr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instivctions. Note- Glazing Shali-comply with ASTM E1300 04. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FI IS R3 n 1.5 25 5 PIAMI certs.irdf. Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes 15225.6 f. "Premium Series". "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of 1. Use Certification Agency Certificate Approved for use in HVHZ: No n 522S Aa C CAC t M S NAMI ¢erts.odf' Approved for use outside HVHZ: Yes quality Assurance Contract Expiration Date impact Resistant: No 12/31/2021 Design Pressured N/A Installation Instructions Other: See INST 15225.6-68 (68 Door Products) and 225 03 II INST 55125 6- 8.ndf 15225.6-80 (8'0 Door Products) for installation instructions. Fi?S]?5 R3_IS INST 1 3S 8-80:adf Note - Glazing Shall comply with ASTM E1300-04) Verified Byi Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Contact Us : sa:: te'r` MomottttWL Tk tlt_;:. ft'iL 32M Ohooil; •487•1t)24 The State of Florida is an AA/EEO employer. r„hv+ieht ;!047.20Y3'~rats of Fiorrdaa :: Privacy Statement :: Accessibility Statement ::Refund Statement Under Florida law, email addresses are public records: If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. *Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address iftheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which c n be madehere ,available to the public. To determine if you are a licensee underChapter455, Product Approval Accepts: - a M -R-R = Credit +Fr, l 4aEhttps:// www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-R4 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 Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinCertiflElPramisaccredifedhyTheAmericanNationalStandardsinstituteANSINAMI's. Certified Product Listing,at iv V N ,mr mill it Glazed or Opaque Opaque NAMI IS. Maximum Size 3'0" x 61" ca on Design Pressure Pos/Ne 67/-67 Missile Impact Rated No Test Report Number Comments ETC-01-741-10703.0/L-2097/TTF-253F Configuration X Inswing or Outswin I/S Single X O/S Opaque 3'0" x 6'8" No ETC-01-741-t0703.0/L-2097/TTF-254F Sin le Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/'"TF-253F Standard Aluminum AstragalXXI/S Double XX Do..uble O/S 1/S Opaque Opaque 6'0" x 6'8" 6'0" x 6'8" 40/-40 47/-47 No No ETC -Standard Aluminum Astragal 254F ETC-01-741=10703.O/L-2097fTTF-25 F Coastal Aluminum AstragalXX Double Opaque 690"x 618" 47/-47 No ETC-01-741-10703.0/L-2097/I7F-254F Coastal Aluminum Astragal . _. XX Double O/S Opaque Door 5'4" x 6'8" 401-40 No ETC-01-741-10593.0/L-2097/TTF-253F OXO/OX/XO I/S Sin le wlSidelites _. OXO/OX/XO O/S Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Sin le wlSidelites :. OXXO Double w/Sidelites. OXXO Double w/Sidelites OXXO Double w/Sidelites_ OXXO liDoublew/Sidetes I/S O/S I/S O/S Accreditation Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Gazed Sidelites Management 8'4" x 698" 8'4"x 6'8" 8'4" x 6'8" 8'4" x 6'8" Institute, 40/-40 40/-40 47/-47 47/-47 Inc./4794 George No No No No Washington ETC-01-741-10593.0/1,-2097/TT17-25317 Standard. Aluminum Astragal,.. ETC-01-741-10593.0/L-2097/ITF-254F Standard Aluminum.Astra al ETC-Ol-741-10593.0/L-2097/TTF=253F Coastal.Aluminum.Astra al. ETC=O1-741-10593.0/L-2097/TTF-254F Coastal Aluminum Astragal Memo..rl" y/Hayes, VA 23072National Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: :—A—Ky — NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 0212412015 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 certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfired. This product has been approved for listing withinNatinnalStandardsInstitute (ANSM NAMPs Configuration X t Inswing or Outswin li/S mc Glazed or O a ue Opaque t . fMaximum Size 3' 0" x 69819 Design Pressure Pos/ Ne 67/- 67 Missile Impact hated No Test Report Number Comments ETC- 01-741-10702.07L-2096/TTF252F Single Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/17F25IF X O/S Single XX I/S Opaque 6T$5 x 6'8" 140/-40 No s 7TT 1. ETC- Ol-741 d Alu .0/ um Astragal. StandardAluminumAstraal. Double....... XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F Standard Aluminum Astra al Double - Opaque 6,0„ x 6 8" 55/-55 No ETC-O l-74 1 -11 008.0/L-21 5 1 /TTF252F Coastal Aluminum Astragal XXI/S Double Opaque 6'0" x 6'8" 55/-55 No 251E ETC -Coastal Alum num Astragal XXO/S Double I/ S Opaque Door 514" x 6'8" 40/-40 No ETC=O1-741-I 1008.0/L-2151/TTF252F OXO/ OX/XO Sin le. w/Sidelites .. OXO/ OX/XO Single w/Sidelites O/ S Glazed' Sidelites- Opaque Door Glazed Sidelites Opaque Glazed. Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed. Sidelites. Opaque Door Glazed Sidelites . 5' 4" x 6'8" 8' 4"x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" T_ ` ` - 40l- 40 40/- 40 40/- 40 55/- 55 55/- 55 t__ ie-fnA r_o..r..0 No No No No No Woeh nntnn ETC- 01-741-11008.0/L-2151/TTF251 F ETC- Ol-74]-11008.0/L-2i5]/ITF252F Standard Aluminum Astragal I251 F ETC. StandardAluminum Astragal ETC- 01-741-11008.0/L-2151/T1'F252F Coastal Aluminum Astragal ETC- 01-741-11008.0/L-2151/TTF251F Coastal Aluminum Astragal MemrtriaYl I YI1laves. VA 23072 OXXO Double w/Sidelites . OXXO Double w/Sidelites OXXO Double w/Side. ltes : OXXO Double w/.Sidelites US O/ S I/ S O/ S National Accreditation & 1rlanageXIMIL ivatILU , _,...,.,» ...b---"""'a ___ _ ___ Tel: ( 804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: A r itw I I `MULL.ION I I `MULL.ION 1? Jt!!* Vol i*'1` MASONRY i it SHOWN FOR MASONRY. d .11 SHOWN FOR OPENING { I REFERENCE OPENING TYp.:I I REFERENCE . 11 q g HEADIi HEAD" iI f 5q. JAMBS & JAMBS I I rn W a l 11 2X BUCK 11 2X BUCK ti II I 11 1IMULLION I I u ti rn I SHOWN FOR I ni O O REFERENCE.. I I Ii II 11 Ir A,.. _. INCI F SID R SINGLE W/.`al_p I iUC,K ANCHORING BUCK ANCHORING 1E CO.' o nO yam g a 4 i 4- --1 4y 4 _ 0 m B" MASONRY OPENING NOTES: 1.2Xbuckmin.S.G.20.55. 2X BUCK c r: r, NOL; I: rxtefe archer locpgb/lz of the comers maybe adjusted to maintain the min. edptdkfatKt bo es 6oaons not2Carrlassalie{sorlecatksns nosed as "MAX. ON CENTER" rnusl be adjusted to malnforn:ftw min. edps dltonc6'fa;fiat[ar)*K trcldlNa+dcot>cieta a^cho's may bre regtiYed to'Mori the WAi dN 4;EA1* diinerefprtam not exceeded. 3. Concrete anchor tobte: i i .Il *. A tCF/Dit ANGti1431 lidtMkSflRR1. O kD,lttCENT 7YYE' EAA8E11iMEM' k IC>1t. Af iK7R ITW 0 1/4" 1-114" r TAICON ELCO. 1/4" 1-1/4" 1" 4" UURA ON fj fj r i kk v4.MULLIO 8 4 : a I MULLION J l SHOWNNFOR SHOWN FOR I l TYP. ;II REFERENCE M REFERENCE HEADJAMBS I i 2XBUCK t:t II X i l' ASTRA 1A n I} SHOWN .FOR Uo II REFERENCE 1:I N Z Ifarc+:; 2 21 12 _ 0 sowc; N 7:5. mvc, er: JK e' nOU12 V! AID 1 t t,IC rfi._.SiS•tS pRAWIN[i NO. BUCK ANCHORING MASONRY BUCK ANGJ:io.131N0 FL-15225.5-68 OPENINGpHm 2 or. 6 IN i2n°N C. PAIRS JO' 7`• L F if . 11 SEE NOTE 311 s" A W/2X BUCK SHEET 3 1 SEE DETAIL INSTALLATION o II g, W/tx BUCK o _ - zwzIINSTALLATIONwa TYP. HEAD N rn z p ' ASTRAGALJ MULLION JAMBS iv SHOWN FOR Q SHOWN FOR REFERENCE REFERENCE ONLY 1 SEE DETAIL xQ f6 t6' 1'S wNN rOj+ DOUBLE DOOR WISIDELt7 S VIEW SHOwH w/ rATED o - 3 FASAllIFN13 (nP. S/DEUTE TO DOOM .W/D i:ONNEC1xlNS) SIDEU.'E To REM %JO 3 C E tern DESCRIPTION Material A 10 x 2-1 2 PFH WO D SCREW STEEL. 37 10— :4 FH 00 C _ STEEL 10 X i PFH WOOD SCREW STEEL 1 0 x 3. F OD REW Hin e to rome4LG STEEL t0 x '2 LG_ PFH WOOD SCREW L L 3 B x 2- i 2 CG. """PFH WO D SCREW ST ' 4 1 x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW 1 4. x i -J 4, fTW PFH ..ON RETE SCREN! EL STEEL 1 IT t 4..:z 3-3 4 f7W P H ONCRETE SCREW 3 i6 x 3-14 ITW PFH. CONCRETE SCREW —STEEL 1 4 x 3-1 4 ITW PFH CONCRETE -SCREW STEEL STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO AC) 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 t 4 X 2-1 4 PFH ITW CONCRETE SCREW I HEADER JAMBUGAR PINE SG ?=.0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X 17 X 7.5 GA... CO RUGATED FAST..NER STEEL fi A" 14 tic SEE DETAIL it',4.' 1 Wj2X'.BUCK 6INS TALLATIOMAr Wj1X BUCK ASTRAGAL "' INSTALLATION y c: SHt} WN' FOR: o IJ n m d 4 R£ FERONLY d i 1 SEE-1Z f6: 1 IB DETAIL o I ti s: w DOUBLE DOOR VIEW 'A"-- A" I: W/ 2X BUCK rc.? INSTALLATIONW/ 1X BUCKINSTALLATION . W/ 2X SLICK 3 INSTALLATION . 1 0 W/ 1X BUCK 11: DEJ 111 "1' INSTALLATION 0 rAE ATTACH ASTRAGAL THROW BOLT L r . STRIKE PLATE TO FRAME AS SHOWN. 1 L lomnnG, t DETAIL INTERIOR 0. EXTERIOR 44C„/ CAI:cROSSSI r ON INTERIOR 2 E GALCROSS mff bn EXTERIOR: , VERTICAL'C*OSS SECwty INTERIOR EXTERIOR 20 21 12 a r po z F, 3 Y! CAL CRf33S SEGTlt3N w EXTERIOR -INTERIOR I I I I 119 Er t 2 Utz. d VERTTCALCRDSSSECTION rail::2 21 1z N.T.S. oi+u: er. JK m N M-15225.5-68 0 N y Ec, 6 oe, 6 p 4' a r777 T tt r.,s. If II wAliR ' •da 11 MULLION4. MASONRY MASONRY r1 .I.j SHOWN FOR... MASUNRY 11 I 1 > h o TYP HEAD OPENING Ft REFREtYC OPENING )yp, i Efllt! * ti ti galOPENINGTYP, t l I.fJAMBSifHEAD JAtiBrl: & JAMBS 1.1 '— i z ma` to Cd n 1 t 1 t J o 2X BUCK a O l I Uo i I' MULLION / ' 1, ' 3a 2X BUCK o ii 11, SHOWN FOR li o '. ' ! fiEi ERENCE . I 2X BUCK 1. I ( p 6 EEO r II I. T 1r • ` —"•*"" S GLE W/SIDELITES '`•- m INCI, W,(SIDELITE SINGLE DOOR BUCK ANCH at1r.K ANCHQ@INS r _ s ,.ti`.! A8 I !. a IN BUCK ANCHOR1NG.ORING Say•• 8 r, 8 4« L G . o a f 1., r !i I I I ( : f q II SHOWNMULLIONFOR i MULLION. AII J 1, MASONRY OPENING TYP.,. HEAD i TYf?.. I REFERENCE .1 SHOWN FOR P'1 HEAD 8 REFERENCE IIJAMBSIIASTRAGAL SHOWN FOR JAMBS II 1.1 REFERENCE IE I i 2X BUCK NOTES: f 1. ASTRAG1, 2Xbuckmin. S.G,2Q,5S. I I 2X; ft, SHOWNFORf (. CONCRFTEANCHORtJOTES: locators at the comers may be adjusted to maintain the min. BUCK REFERENCE 1I 1. Concrete anctwr 1 edge distance fo mortarioinfs. notedas "MAX. ON CENTER" must be adjusted to 1 ! 11. 2. Concrete anchor locations oddittonal concrete anchors 11 malntoin the min. edge dtslance to mortor)oints, E I( 1t: wtl mayberequiredtoensurethe "MAX. ON CENER" dimension are not exceeded. I O Concreteanchortable: ...._. tf If: -I. ANCHOR. ANCHOR Mtli. _ TO`jj1A C?h17tY MIN. 1C5AdfilClM' T1rrRE' Siff .. EM8R4?J1tl r:/ AHY1flOk TAFFW 0 1/4• 1.114, .... 2, 4" 1N' 1•114" i" URACN: I t if I i 7 sam 0* 0 n nits E DOOR MASONRY DOUR W/SIDELITE FL 1 U_K. ANC ORING OPENING BUCK ANCHORING. SHE d zF 4 0 N. T.S. a: JK i merr, LFS 3 N 15225. 5-80 a ro 3. 1 Er DETAIL "3" ill III SEE NOTE 3 r ( SHEET 3 r MULLIONY SHOWN FOR " REFERENCE ASTRAGAL- rSHOWNFOR _. REFERENCE Q. ONLY r r r 1b f6 r ie 1.. 5 r 11l s i2 46 5 ie . WEW "C"—"C" OUO F DOOR w/SIDELITES Tt'P. h JI u7 In A"'. az w n 3" 6. r W 2x SUCK SEE DETAIL r.INSTAILATION- A k ^ r a 'EE, DETAdi 3" r. V?/t%'BUCK 1.. r, 1NSTALtA:TI(N1.- Item DESCRIPTION Material A 10 x . 2-1 2 PFH W00 SCREW STEEL STEEL: g 10 X 1—. WOOD S R L 1 TO X 1 PFH W D CREW iD x 3 4 LG, PFH WOOD SCREW (Hinge to Fro.me STEEL 4 1 4' 2-3 4 PFH .ELCO OR ITW CONCRETE SCREW.STEEL 5 1 4".x 1-3 4 1TW PFH CONCRETE SCREW aTEEL 1..4" x 3-3 4". ITW.,PFH CONCRETE SCREW srEl"L t. X 3 PFH .SCREW .. STEEL. 11 3 16" x 3-1. 4 ITW PFH CONCRF_FE SCREW EE 7 1 .4. x 3-7 .1 . ITW PF.H CONCRETE S R MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO AC1 CONCRETE 13 301 OR HOLLOW' BLOCK CONFORMING TO. ASTM C90 16 1 .4 X. 2-1 4 PFI1 ITW CONCRETE SCREW L WOOD H DER..JAMB .PINE. SG- O D 21. 3.4' T11K. PRESSURE TREATED SIDELITE PAD STEEL,. 30 1 .2" X 1" X 25 GA. CORRUGATED. FASTENER h w0az J0. ywu=S. r:TYP. HEAD do — 0 JAMBS SHOWN FOR I 0 n REFERENCE r' z —_ ONLY 5 SNOWN W/ OPTIONAL CORRUGATED FASTENERS. REM 130 M. ALL SIDEERE TO DOOR JAMB CONNECTIONS) 0 ... DETAIL ATTACH ASTRAGAL. THROW BOLT STRIKE PLATE TO FRAME. AS SHOWN. o w R a. r3 0 Tf 0 0 iATe p 21 I2 °z SCALE: N.T.S. JK n S L FS MWING NO, n FL- 15225.5780 0 Sa INTE @W-SCOMp" INTERIOR Z f d ' VE CAI: CROSS'SECfiQN y'tfvvjiT,®Gi77ffi'jjtRf.7BU- EXTERIOR. 2 :Am CA CROS4S ON tiltng,conagwalfon EXTERIOR INTERIOR a vgIfnck U63S sH OV . conli(dvm . n I I P in yy MT` gi- A1 LL .',. Jmtoch EXTERIOR. t IN, m z o. INTERIOR17i 2t? t 2T a U S 3. 8 o F5W V 3.: ERT( AI. OS SSEGT1tJN w- W.'N b m K EXTERIOR INTERIOR VIVICOS E Nn.00n' iv m N W Z J N p 2 ILilti N. T. S. mo. er: JK a 7NK an LF_ S 3 PAWCKCW. a FL-15225.5- 80 a sNM . 6 or: 6 INTERIOR EXTERIOR HClRU-WAL CRgSS SEC 2 CH lswin9r snflDt ion s9 E INTERIOR g yr' C 9 EXTERIOR 2 OR1iOMAt C aSS E CTF! pu. coral..... an 6.9llmb INTERIOR EXTERIOR. SlfQRUZOWALROSSSECtfON Ibnfiguration s MG. a JK I- NK: B:': LFS ; 6 MI WIN' NO,: FL- 15225-68M c siirFr 2_ S_ - n SHOWN FOR REFERENCE I6"JAMB KIM 3" O N SEE DETAIL If, VIEW "C%T" SINGLE DOOR W/SIDEWES VIEW "E"-"E" VIEW J CGNCR AANCFIORNt71i31ananehtonchorwatfsm of the comers may be adjusted to maintain the min. edge d9oInbw'to inorldiloints. 2. Conr'.to srefeanchocafionsnoted as MAX. ON CENTER"must on adjusted to maintain the Mtn. edge distance to mortarloints. additional concrete onUeors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor fade: TSE: Af fCeHOt; APTGttf3Jl MiM JRI iQA.DIdGENL tY1 F . S77J?. 1rMefbi41Qd a ow. TAPCON: — ac 1/1. . . 4" u14RACON " ' d RIM a 311C 1.1/4 AS: SHOWN ASHOWN TA. O SIDELITE NOTES: ThesidelHeIsdfrectset into the jamb with (12) #8 XT pfh. wood screws. There are (4) at each verticaijomb, from the top down at 135; 31", 48.5' d 66". There are (2) at the header at 4" y from the outside comers of the frame. There are (2) at the stif. 4" from the outside comers. 5 f3aT 3" 6._ D 6.9ji HEAD TYP. ®HEAD F 4¢/Id HEAD y Uri 0 MUwON SHOWN FOR REFERENCE _ 1 jcn 6.9f 16"JAMB TYP. ® JAMBS 4A/ 16"JAMB SINGLE DOOR WISIDELRE SEE L' 7 L'r r' d.._ 1r1 to ng TYP. 0 JAMBS 1 . j49/ 16" JAMB o n SEE DETAIL T 1 VIEW " r-"B" SINGLE DOOR VIEW "A" -"A" K :.. Wl' on 0 s n 1 52snN •• v Z p 2 mda 4 ou" 3a Kp O I'n z m a 4 i S. FL- 15225- 681,1I, R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryBD C P.O. Box 230 Valrico, FL 33595 Phonc 813.659.9197 Florida Board of Professional Engineers Certificate of Autlrorize0on No. 9813 Scope: Product ra Tru Corporation, based onportissuedyRWBuildingConsultants, RuaChapterNo. 61G20-3, Method 1A of he Startedof Florida 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 manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be Installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff, material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1; Test R„ - ALOWNct ttc ETC- 01441A0702.0 ETC- 01-741-11008.0 TEL 01460147 2. Drawlna No. No. FLA 5225.5-68 3. Calculations Anchoring Test Standard ASTM E330.02 / TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Ereoared by RW Building Consultants, Inc. (CA #9813) Ereoared by RW Building Consultants, Inc-(CA#9813) Sheet 1 of 1 Te itntx Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E. Lyndon F. Schmidt, P.E. StLno & Sew algid byLyndon F. Schmidt, P.E. sidni3d ;' Sealest bv. Lyndon F. Schmidt, P.E. teitrt;. Y` did Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED :0 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 ENGWEER 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. SELECTON OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS 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 9UCK 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. C. 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 DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/05/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. C SIGNED: 1012712015 MI WINDOWS AND DOORS LLC o\111IIIrri/ s R' O X/, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 N\ v •GENS 9s 0 sixSERIES430/440 XIX SGD 143" x 96" REINFORCED ENOTES a — OF v DRAWN: DWG NO. REV OS D ONALIN\,` 5005030Esc"= DATENTS 02/23/09 9 0 I 6" MAX - t B" MAX i 17" MAX O.C. 98" T- MAX FRAME HEIGHT J- 6" MAX 143" MAX FRAME WIDTH SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING I iMPACT RATING t40.OPSF NONE SEE CHARTS #1 AND 42 FOR OTHER UNITS RATINGS REVISIONS REV 1 OESCRiPnON I WTE RMO A ADDED CHARTS 03/06/12 iR. L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 6" MAX CHARTk1 D REVISED INSTALLATION DETAILS 08/05/15 R.L. WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (p4 Frarre Single Panel and Total Frame VMdth (in) Height 30.0 36.0 42.0 1 47.7 in) 90.00 108.00 126.00 143.00 P05 Neg Pos Neg Pos Meg Pos Neg 84.0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 48.0 88.0 40.0 60.0 40.0 54.6 40.0 48.9 40.0 45.0 92.0 40.0 59.6 40.D 51.7 40.0 46.1 40.0 42'3 96.0 40.0 56.6 0.D 1 49.0 40.0 43.7 40.0 40.0 CHART q2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psi) Frarne Single Panel and Total Frame 1Mdth In) Height 30.0 2&D 42.0 47.7 in) 90.00 108.00 126.00 143.00 Pos Neg Pos Neg Pos Neg Pas Neg 64.0 60.0 60.0 57.9 57.9 52.0 520 48.0 4B.0 8.0 60.0 60.0 54.6 54.6 48.9 48.9 45.D 45.0 92.0 59,6 59.6 61.7 51.7 46,1 46.1 42.3 42.3 96.0 65.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART#3 Number of anchor locations required Frame Height in) Single Panel and Total Frame Width (in) 30.0 36.0 42.0 47.7 90.0 108.0 126.0 143.0 H&S Jamb H&S 1.amb H&S Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 7 6 8 6 9 6 92.0 6 6 7 6 8 6 9 6 96.0 6 6 7 6 8 6 9 B Is SIGNED: 1012712015 MI DOWS D LLC 19 0 LAKESIDE PARKWADOORY FLOWER MOUND, TX 75028 GENS 9Jii SERIES 430/440 XIX SGD tic• 0 51 ir= 143" x REINFORCED rr, ELELE VATIONS e yf , TAT OFF DRAWN: F.A. owc No. 08-00503 REv iot4' Z4R10P• SS; •' - •' GD i i I//INA'( KALE NTS D^TE 02/23/09 SM== 2 OF 9 WOOD FRAMING OR 2X BUCK BY OTHERS 4110 WOOD SCREW 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE I 1 3/8" MIN. EMBEDMENT 1 3/8" M;N. EMBEDMENT MAX. _ SHIM L-- SPACE 1/2" MIN. EDGE DISTANCE EXTERIOR " 11 11 r 1I 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERN fETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 0 WOOD SCREW 3E SET IN APPROVED MIN. SENT WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4" MAX. SHIM SPACE REVISIONS EV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED PI.ANGE INSTALLATIONS 112/06/13 R. D REVISED INSTALLATION DETAILS 08/05/15 I R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: DWG N0. F.A. 08-00503 SCALE NTS I DATE 02/23/09 SH-ET3 OF 9 SIGNED: 1012712015 P. - IL 0 v,•GENSFgcPi TTAf O F ;' OR VD ALti G` METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE I SHIM SPACE 1 /4" MAX. SHIM SPACE 5/4., MIN. EDGE DISTANCE lj j j I i 10 SMS OR SELF DRILLING I SCREW INTERIOR I EXTERIOR j I INTERIOR # 10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN 10 SMS OR "\ j A BED OF APPROVED SEALANT METAL SELF DRILLINGST R I j OTUCTUREHERSSCREWnBY I METAL STRUCTURE BY CTHERS 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 INACCORDANCE WITH ASTM E2112 EXTERIOR F.A. SCALE NTS REVISIONS DESCRIPTION ADDED CHARTS REVISED PER NEW TESTING ADDED FLANGE INSTALLATIONS REVISED INSTALLATION DETAILS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS ORG ND. 08-00503 DATE 02/23/09 11 SHE4 OF 9 DATE PPPRO`/-0 03/ 06/12 R.L. 10/ 15/13 i R.L. 12/ 06/13 E R.L. 08/ 05/15 I R.L. SIGNED: 1012712015 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. e EMBEDMENT 1 1/4" MIN. i/4" MAX. EMBEDMENT T SHIM SPACE CONCRETE/ -- MASONRY BY OTHERS I 2 1/2" MIN. OPTIONAL EDGE DISTANCE 1X BUCK y+ TO BE PROPERLY : ILLS SHIM MAX. SECURED IM SPACE 3/16" TAPCON SEE NOTE 3 INSHEETi 3/16" TAPCON t' 1 3 CONCRETE/MASONRY I j BY OTHERS I I EXTERIOR I INTERIOR SILL BE SET IN' I II j A BEDOTOF APPROVED 3/' 6" TAPCON 1 Iil '• F MASONRY/ CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT a VERTICAL GROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE EXTERIOR OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REVIVONS REV DESCRIPTON DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NETESTING 10/15/13 E R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. J Jlfi d JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTME 221112 S ` J l 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 NO, F. A. 08-00503 SCALE NTS IDA7E 02/23/09 1 SHEETS OF 9 SIGNED: 1012712015 J\ S 11 111L1o i'i GENS 9cP i 0 51= D'. TAT. OF ate. F OOD FRAMING OR 2X BUCI< BY OTHERS 10 WOOD SCREW EXTERIOR 10 WOOD SCREW q WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 3/8'. MIN. MBEDMENT 1/4" MAX. SHIM SPACE INTERIOR SILL 70 BE SET IN A BED OF APPROVED SEALANT 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/8" MIN. 1/4" MAX. EMBEDMENT F SHIM SPACE T 1/2" MIN. I EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS DESCRIPTION WE APPROVED ADDEC CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS i 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. i EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION M{ WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIY, SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: TO G NO. F.A. 08-00503 SCALE NTS I DATE 02/23/09 5H E 6 OF 9 SIGNED: 1012712015 v .4 GENSF9J' o 5251*= T(,AY OF ;v= D. i S :`oR1oP \. s/ONAj1\ METAL STRUCTURE BY OTHERS jj10 SMS OR S=LF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. SHIM SPACE OR 3/4" MIN. LUNG EDGE DISTANCE EXTERIOR avicnrvn # 10 SMS OR SELF DRILLING SCREWS L TO BE SET IN BED OF PROVED SEALANT 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTAU ATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEVI TESTING 10/15/13 R.L. C I -ADDED FLANGE INSTALLATIONS 12/05/13 R.L. D I REVISED INSTALLATION DETAILS 108/05/15 R.L. 1/4" MAX. F SHIM SPACE FINTERIOR EXTERIOR JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 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 CALE NITS IDATE 02/23/09 SREE77 OF 9 SIGNED: 1012712015 r,`yXGENS`gcP pTAT 5EOF ;, 0RVD:' • i AIyE? M CEDGE DISTANCE ONCRETE/ L 2 1/2" MIN. MASONRY BY OTHERS 1 1/4" MIN. d' 4 d EMBEDMENT 1/4" MIN. 1/4" MAX. EMBEDMENT YI SHIM SPACE 11 • I OPTIONAL 2 1/2" MIN, 1X BUCK - EDGE DISTANCE TO BE ° , INTERIOR PROPERLY ECURED V J MAX. SEE NOTE 3 SHIM SPACE c C SHEET 1 - 3/i6" TAPCON 3/ 16" TAPCON e I ICI e CONCRETE/ MASONRY r EXTERIORIINTERIORBYOTHERS ° I ' I i ! L I 3/ 16'• TAPCON — REVISIONS DESCRIPTION ADDED CHARTS REVISED PER NEW TESTING ADDED FLANGE INSTALLATIONS REVISED INSTALLATION DETAILS DATE I APPROV_0 D3/ 06/12 R.L. 10/ 15/13 R.L. 12/ 06/13 R.L. 08/ 05/15 R.L. SILL TO BE SET IN A 9ED OF APPROVED I ° EXTERIOR' j I SEALANT j OPTIONAL 1 x BUCK JAMB INSTALLATION DETAIL TOBEPROPERLYSECURED CONCRETE/MASONRY INSTALLATION MASONRY/ 41 SEE NOTE 3 SI EET 1 CONCRETE BY OTHERS d _ `. 1 4/4" MIN. 1.N TERIOREXTERIOR 5' EMBEDMENT AND FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. a I I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/ 2" MIN. EDGE DISTANCE c lam- J SIGNED: 1012712015 MI WINDOWS DOORS LLC lo 00 LAKESIDEDPARKWAYFLOWERMOUND, TX 75028 SERIES 430/ 440 XIX SOD k• 0, 59 * 143" x A REINFORCED FLANGE INSTALLATION DETAILS OF DRAWN: DWC ND. REV O'n ' ORiQP• \ F.A. 08 SOOT D3 D fAL1EaG` ITS oAtE12/23/09 8 OF 9 I 1 5/8" MIN, DGE DIST. TRIM —` INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STR!P -- EXTERIOR 1 1/4" MIN. EMBEDMENT X BUCK BY OTHERS, lX BUCK TO BE PROPERLY SECURED IIIF 3/16" HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM PANEL INTERLOCK METAL STRUCTURE BY OTHERS TRIM --,, REVISIONS REV DESCRIPTION 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. 0 REVISED INSTA! ASION DETAILS 08/05/15 I R.L. 3/4" MIN. EDGE DISTANCE HOOK STRIP 10 SELF DRILLING I `I SCREW1/2" MIN. PANEL EDGE DISTANCE EXTERIOR !NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 3/9" MIN. EMBEDMENT I HOOK STRIP —'' j10 WOOD I SCREW EXTERIOR --J PANEL INTERLOCK HOOK 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: DWG No. F.A. 08-00503 cALE NTS DATE 02/23/09 1 sNEET9 OF 9 SIGNED: 1012712015 E N S''9cP 0,.6 51is • .. t =_ TAT E OF ' 1 i0 . LWZ: Z 0 R1DP r SCIS Home Log in User Registration Hot Topics Submit Surcharge Scats & Facts Publications iFBC Staff Bcls site Map finks Search Prod 77 p i ;! USER; 4 \ uct Approval Public User 4nurr h1,-,t+— > Prca"c! or Ar+nl,c _Search > ALoh:.a:wn c;St > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA WJINDSOR 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 I Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies' i 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 )OHN 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 Certificate of Independence EL 5Q80 R. SQL e r of znd Scii?$ 015 s od` 1 Referenced Standard and Year (of Standard) l Standard Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS i MODELS 724, 426, 735, 750, a55 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15£480 R1 II 99A0 -z revF= JambAttach s odf Approved for use outside HVHZ: YesLJ92 11 91.)AO75 Loc' n tal! s. dfImpactResistant: No R1 FI. -5080 P:I '" q ;.7. dDesignPressure: +22.9/-26.4 Verified By: JOHN E. SCATES; PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X 7' 0" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FL15680 R1 AE Eval Reoord ResPan Fla s Ddf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPUCE.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 11/4'-20 X R; CK BOLTS, OPENINGHEIGHT b4NOOVERTD HEIGHT) 3 3/ 4' X 1-1/2" X 13 GAGE MAN. 1/4" X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT NUT 1/ 4" X 3/4' HEX HEM SELF DRILLING/ SCREW USESHEEi2LE1TAL SCREWS, LV. STEEL HORIZONTAL rK 16 GAGE OR 13 GAGE ED ON THE WEIGHT 1HE DOOR. DETAIL D 63" ( 16 X 7) 74" ( 16 X 8) 42" ( 16 X 7) 50"( 16 X8) i GAGE GALV. STEEL 5 STRUTS IP BRACKET WITH 14 13' 20CA WIDE ([16 X VGEROLLERHOLDER3' IBOA WINE (16 x EDETAILD. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. IFF 2* ROLLER WITH t 7/ 16" TDIIA. STEM. TIRE:,XS7)Q7 BALL SNORT STEM rrrr8 16 X 8) 10 BALL LONG STEI OPTIONAL LOCK STRUT ON UPPER PART OF SECTION AVER HINGE LEAF. ( SEE DETAIL B). GALV. STEEL 14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUED WITHT1/4"AXN 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 21' ( 16 X 7) 1/2" POLYSTYRENE BRACKETS EACH SIOE 24" (16 X 8) INSULATION STANDARDFOR STRUT ON UPPER PART OF MODEL 7J5. N MR HINGE LEAF.0(SEE pETNL 8). N3 S III 1- 3/8' POLYSTYRENE 20 GAGE END STILES - FASTENED WITH 21' OR 24" HIGH INSULATION OPTIONAL FORMOD. OPTIONAL OROD- TOG- L-LOCS TO PANEL USE END CAP GALV. PANELGALV, AND 426. OVER END STILES. (SEE DETAIL Cj PANEL STEEL STOP MOULDING NAILED EVERY 9" 25 GAGE ALL MODELS EXCEPT STRUT ON BOTTOM BRACKET 6- D TYPE MAIL MIN. — 24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTON BRACKET 2 ATTACHED WITH 2 X LAGSCREW5/16" 1-1/2" FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B-B 20 GAGE GALV; STEEL CENTER STILE SECTION A -A OR BELOW ROLLER. TOG- L-LOC OR POP RIVETED TO PANEL. 18 GAGE GALV, STEEL CENTER HINGE RESIDENTIAL 1DGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4' X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16' X1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR S2C...DESJONPRESSURE 1,.TEST, PRESSURE WIDTH HEIGHT TIVE NEGATIVE i6'-0' 7'-0"8,t PMIIVE'208 31. 2 16'-0" 8'-0" 8.1 31.2 NOTE' ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"- 20 X 5/8' HEX BOLTS h 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 I TX-PE 383FQ9--2203 LISTED INTHE TABLE ABOVE VIA TESTING TO ANSI/OASMA 106-05. FL-P -51737 972 492--95DO DETERMINATION OF SUITAIN TTY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Prof—ionol Engineer's xol a dkoeC 'cnn, l ucG ddiA . No.61737 r 4t STA7EOf It% OPTIONAL SSB GLASS LIGHTS 16' ( DOUBLE CAR) 4") X 16' MR( 12VENTS INCH MIN TOTALOPENAREA). OPTIONAL. ZCEI CEN USE ONE EXTRASELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE k RAIL. 7' OR 6' B OPTIONAL LONG PANEL STILES ( 5 COLUMNS] EMBOSSES HINGES j3 COLUNN5) TYPICAL FOR EACH END GINGER 1 25" -, 20 GAGE END STILES I '- 20 GAGE ENDCAP 3(• e 1 04 I— 2. 75" I . DETAIL A DETAIL C 3" 20GA SNOE STRUT 16 X 7)) 3" IBGA WIDE STRUT ( 16 X 8) I C.H.I NOTE: DOOR MUST BE INSTALLED DETAIL B OR EITHER qN ELECTRIC OPERATORlK::x_rl OR A LOCK [MUSTENGAGEBOTHTRACKSONDOORSWITH EXTENSION SPRINGS). NOTE: GLAZING DOES NOT SATISFY IMPACT 1 DEBRIS IN FBC Ll MR... 1LITTLE 72219-6915, AR 501) 562-1872 24, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/11 RLB TOLERANCE W1 8 2866 3 TO 0bPROV. RLB fRAc.31/ 64- DEC. t .015. NEXT LEVEL DATE: DWG. N0. 2848 11/1/0RLBANG. t 1 11 1 07 99—B-079 E.C.N. DATE: SCALE PLOT SCALE DRN. BY o r 13 GAGE STEEL TRACK 3) 1/4" CARRIAGE BOLTS 3/4" X 1—i/2" SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB X 13 GAGE MIN. WITH 5/16" X 1-1/2" GALV. STEEL LAG SCREWS HORIZONTAL ANGLE. 1 /4' X 3/4' SHEET METAL AXSCREWS1/4 3/4" HEX HEAD SELF 2" GALV. STEEL HORIZONTAL ORIWNG SCREW 2" GALV. STEEL TRACK 16 GAGE OR 13 GAGE DETAIL D VERTICAL TRACK BASED ON THE WEIGHT OF 16GA BOLTED TO THE DOOR. 1.25"I-- TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 63" (18 X 7) OPENINGHEIGHT NOT OVERDOROVER DETAIL E 4 BRACKETS EACH SIDE 13 GAGE GALV. STEEL TOP BRACKET WITH 10 GAGE ROLLER HOLDER. NOTE THAT HOLLER HOLDER CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WITH B 7/15" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK CONSTRUCTION STRUTS OPTIONAL SSB r GLASS LIGHTS u I rl l r 1 111 7 11r1m1 1 wi'I'rl,f,— I I IO 1 1 111 1 111 1\a'r",r 74 18 X 8 3 S1RUT ON UPPER PART OFIs SEE DETAIL "E" SECTION OVER HINGE LEAF. (SEE DETAIL 8). 4.75^ -- DETAIL A a CHED H GAGE) COMMERCIALGALV. STEEL(14 TAENDGE W BNFASFASTENERS. 42" (18 X 7) 3" 18GA WIDE STRUT o SEE DETAIL B 4" X 16" AIR VENTS 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. — _ ( SECTION OVERUPPERPARTOF 1WHRMIN. TOTAL OPEN 1/ 2" POLYSTYRENE LEAF. ( SEE DETAIL B. AREA). OPTIONAL. INSULATION STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING MODEL 735. LE CFTIONABOVE HINGE SCREWS THROUGH HINGE LEAF, GALVANIZED STEEL END STILE &RAIL AS SHOWN. TYPICAL EACH ENO HINGE. OPTIONAL LONGPANELEMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP c" 0, rNrrAll r NOTE: DOOR MUST BE INSTALLED LS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). 18' X 7' SCREW CAN BE ABOVE L. H. 2 OR BELOW ROLLER. SECTION A -A NOTE: GLAZING DOES NOT SATISFY IMPACT SECTIONB-B 8 , X 8 , 20GAGEGALV. STEEL CENTER STILE DEBRIS REQUIREMENTS IN FBC 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE ABOV TOG—L—LOG OR POP RIVETED TO PANEL. FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/I6" X 1-1/S. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL F L 15080 EE SCREDETAIWS"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 I DESIGN PRESSURE I 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 2" STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLINGSCREW 2 PERRVERTICAL STILE) p 1- 3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. Api 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL p BOTTOM BRACKET ATTACHED WITH 3 FASTENERS BOTTOM DETAIL B 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. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. 3121 FAIRGATE DR. Carrollton TX 75007 TX — PE 56308—F-2203 Professional Engineer's seal provided only for verification of Windlood construdlon details. OR 1"It P. O. BOX 8915 72219 8915 AR 5DQ 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC.t1/64" DEC. t .015 ANG. t 1" NEXT LEVEL DATE: 11 1 07 DWG. NO. 99- B-079 284811/1/07 RLB E. C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH 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 1/4" X 1/2" LONG CARRIAGE BOLT & NUT DRILLING SCREW 3/4" X 1-1/2" X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE AL"SCRL"I " OR FLAG BRACKET. FASTEN TO WOOD SHEEi2ME11 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). 16GA. (9 X 8). OPENING HEIGHT III 63" (19 X 8) NOT OVER j DOOR HEIGHT) 2 BRACKETS EACH:SIDE) COMMERCIAL (9 X ) 42" (9 X 7) 1/2" POLYSTYRENE 37" (9 X 8) FC3. EACH SIDE} INSULATION STANDARD MMERCIAL (9 X B) FOR MODEL 735 —\ 20 GAGE END STILES — FASTENED WITH I frTOG—L—LOCS TO PANEL. USE END CAP 2 1 " OR 24" OVER END STILES ON 9 X 8. 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 GAGE MODEL 750, 755 2 MD i— LAG SCREW — 5/16" X 1-1/2" SECTION B—B 20 GAGE GALV. STEEL CENTER STILE TOG—L—LOC OR POP RIVETED TO PANEL. 10GA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A - FOR SPACING. 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 POSIRVE WE 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: 1 4 -20NON—DESCRIPTIVEHIEX BOLTSERS SHOWN & NUTS OR TO BE 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton TX 75007 TX —PE 51737 —2203 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL—PE-51-9LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 972 492-9500 Professional Englneer'e seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. provided only for verification ndload construction detail.. 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 6). OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS J TRACKS ON OORS WITH EXTENSION SPRINGS). 3" 20GA SEE DETAIL A) OPTIONAL i 1--_- 9' SINGLE CAR) --CENTER 'STILES AND NGE X 16" AIR VENTS (1 COLUMN 2 REQ'D. 60 SQ. I& MIN. TO AL OPEN GALV. STEEL END HINGE COMMERCIAL AMv ). UYI IUNAL. ATTACHED WITH 5 FASTENERS. 1 25" 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 3" 2 PER VERTICAL STILE) THIS STRUT ON HINGE USE ONE EXTRA SELF LEAF. (SEE DETAIL C) DRILLING SCREW THROUGH OTHER STRUTS IN MIDDLE TOP LEAF OF HINGE OF TOP & BOTTOM SECTIONS. END STILE &RAIL. 2.75" --- DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 1-3/6" POLYSTYRENE INSULATION - p OPTIONAL FOR MOD. 724, 730 t ° 750, 755, 426. Oe O 13 GAGE GALV. STEEL BOTTOM BRACKET p ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR RAILS BELOW ROLLER. 20 GAGE ENDCAP U5ED ON L.H. 9 X 8 DOOR ONLY NOTE. GLAZING DOES NOT 5AT15FY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC A FL 15080 9 X 8 P.O. BOX 8915 WUMBOR DMR 72219 815 AR 501) 562-1872 M ODEL5: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLg TOLERANCE 2866 3/10/08 RLB FRAC" 1/64" DEC. t .01s ANG. t V NEXT LEVEL DATE: 11 1 07 DWG. NO. 99-B-079284811/1/D7 RLB E.C.N. DATE: APPROV, SCALE NONE PLOT SCALE DRN. BY gH 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 04 NOT OVER OVER D OR 3 3/4" X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG CALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE DOLT do NUT 1/4' X 3/4' HEX HEAD SELF DRILLING// SCREW USESHEEi2ME1TALSCR3EWS.. 2" GALV. STEEL HORIZONTAL n TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. DETAIL D BY( 16X 7) 74"( 16X 8) 42" ( 16 X 7) 50" ( 16 X 8) r' 516 X 7) 4 BRACKETS EACH SIDE (16 X 8) 20 GAGE END STILES — FASTENED WITH TOG— L—LOCS TO PANEL. USE END CAP OVER NO STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6— D TYPE NAIL MIN. B- B 1'.11-..."SIECTION L 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 I DESION PRESSURE I TEST PRESSURE WIDTH HEIGHTI POSITIVE NEGATIVE I POSITIVE NEGATIVE 16'- 0" 7'-0" 18.7 20.8 28.1 31 .2 16'- 0" 8'-0" 18.7 20.8 1 +28.1 31 .2 16 GAGE GALV. STEEL 5 STRUTS 1 TOP BRACKET WITH 14 3" 2DGA WIDE 16 X GAGEROLLERHOLDER3" 1BOA WIDE I6 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2" ROLLER WITH I 7/16" DIA. STEM. 1 T116E: X5 7)EL7 BALL SHORT STEM B 16 X 8) 10 BALL LONG STEM OPTIONALLOCKSTRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 2"— 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 MODEL 735. LEAF. (SEE DETAIL B3. F_ 1-3/8' POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL PANEL GALV. AND FOR MOD. 724. 730. 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750. 755 lz 13 GAGE GALV. STEEL BOTTOM RACKET ATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2'. FASTENERS. BOTTOM BE ABOVE SECTIONA —A ORREW BELOWNROLLER. 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 k 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 I IX—F'E aa.5Ua—F-2LUs LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-51737 972—PE492-9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Pro1ess1-1 En9lneer's seal provided only for Verifcabon of nd load construction details. A OPTIONAL SSB GLA55 LIGHTS 16'( 000BLE CAR) 4(")) X 16" AIR( VENTS IN4CHRMIIN. TOTAL OOPEN AREA). OPTIONAL. `C CEIUSE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE do RAIL. TYPICAL FDR EACH 1. 25" "I I— CONSTRUCTION STRUTS 7' OR 8' B OPTIONAL LONG PANEL STILES ( 5 COLUMNS EMBOSSES HINGES ( 3 COLUMNS)) '. ui 1--- 2.75" —1 DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT 16 X 8) 20 GAGE END STILES 20 GAGE END CAP 0e I L.H. NOTE: DOOR MUST BE INSTALLED 7 WITH EITHER O R A LOCK(qN ELECTRIC OPERATOR GEXTENSIONBOTH1 DETAILBTENACKSONDOORMUSTSWITHSPRINGS). NOTE: GLAZDEBRIISGDOES NOT SFY PACT TIN X/ 1 REQU REQUIREMENTS FBC1 6 R 8 FL15080 P.O. BOX 8915 7221s 8915 AR W'11MSORDOOR501) 562- 1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B 12/15/ 11 RLB FRAC.11/ 64' DEC. >_ .015ANc. t 1' 2866 3/ 10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99-B- 079 2848 11/1/07 RLB E.C. N. DATE: APPROV. SCALE NONE SHT 2 OF 3 Florida Building Code Online FL17676.9 Page 1 of 4 BCIS Home ; Log In User Registration Hot Topirs Submit Surcharge s Slats &Facts Publications FBC Staff BQS Site Map Links Search 3usinesProfessiQ4"a'l Product Approval USER: Public User Regulation rah. Product Approval Menu > Product or Application Search > Application List > Application Detail - - I 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 Ext2560 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 Building Code Online Page 2 of 4 Products FL # I Model, Number or Name Description 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.pdf 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.t)df 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.pdf 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 ndf 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.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676. R2 C CAC APC 3540 Fin 44x84.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: LC-PG30. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH Fin 44x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 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 R1 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 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.Ddf Created by Independent Third Party: Yes 117676.11 13540 SH 148x96 Finless 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 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 48x96.p Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.Ddf 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.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 Is https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Florida Building Code Online Page 4 of 4 IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.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.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.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_pdf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Certification Agency Certificate FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326 01 3540 AWS.IG,FIN.48X72.R35.(072016) Rev.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use 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 CHS Fin 10804.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back 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-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 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: 5eC i 'Mi:Trics https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 A-L•1 vaudator, l Operations Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION: PROGRAM. AUTHORIZATION FOR PRODUCT CER11FICATION k The product.dasa 0 l below is hereby approved for :fisting:m.the ttmd issue of the AAtvlA CertifiedProducts Directory.. Tice approval Is based. tin sum( =nptetion. of tests, and the reporting to the Administrator ofthe results of Tests* acoornpanied by rel d drawings; by an AAMA Acc Wited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMANVDNA(CSA 101..kS21A4 0-08 LC- PG40"-914x2134 (38x'S4)-H Negative resign Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODELA PRODUCT fl€ SCRtP71t?N MAXiMU M -St2E TESTED 3540 SH (FINLESS) FRAME SASH M# WindowsADoors, LLC 7157 PVCHWARIGHINS GL) 914 e' m x 2134 rntn 861 mm.x 892 mm Cam_ R TIL7T)(AS M) 3-0- x 7'0,#) 211V x 714") 2. This Certification. will expire July 27, 2020 (extended from.July.27, 2015 per AAMA.103-14a) and requires validation until: then by continued listing. in the.current AAMA Certified Products Directory. 3. Product Tested. and Reported by. Architectural Testing, Inc. Report No,: B1910.01=109=47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AANIA. JGS AGP- 04 (Rev. 1111) Validated for Certification J J , 4-4-. I!= ted Laboratories, Inc. Authorized for Certification Dt="— Ameri. Architectural Manufacturers Association 36" MAX. FRAME N!!OT'h': I............................ I ............. ............. 4' MAX. I... ANCTiOTiS TO BE EQUALLY SPACED, SEE ANCHOR CI,JART SIZE AND ANCHOR QUANTITY 4" MAX i I I I 1 ! 84" MAX. FRAME: HEIGEIT i I 1 i 1.... F SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors rmewqulred et each emb Hpightl in) PonelwidtA in 1 24.0 1 30.0 1 36.0 24.0 2 2 2 30A 2 2 2 36.0 3 3 3 4?0......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 76.0. 4 4 5 84.0 4 5 5 TABLE. OF CONTENTS I.._..........._... _...... _....................... _.... ............... ...... ......... --...................... ....... __............ SHEET NO, DESCRIPTION 1 ELEVATIONS. ANCHORING ,.AYOUfS AND NOTE 2. -3 INSTALLATION DETAILS DESMPTON DATE I APPROVED NOE.S: 1) -'' HE: PRODUCT SHONJN HEREIN IS DE:::iI.'oNE:D AND MANUFACT::'JRE:D TO COMPLY WITH REOUIREMENI' S OF THE FLORIDA BUILDING CODE. 2) W`JOD FPAMRNG AND MASONRY OPENING TO HE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STI..'UCTUREE. FRAWN G AND MASONRY OPENING I;, THE RESPONSIBILITY OF THE' ARCHITECT OR ENGINEER t)F RECORD. 3) , Y. BUCK OVER MASONRY/CONCPEiE. IS OPTIONAL. WHERE 1X RUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR 1EMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILr 0' THE ARCilITE::C'TOR ENGINEER OF RECORD. 4) ALLOWABLE STRESS INCREASE C'F 113 WAS NOT USED IN THE DESIGN CIF 1Hc PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR. Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC, F) SASH UNITS MUST HE. REINFORCED WITH GVI..-451-02 0 STEEL. REINFORCEMENT. MFETING RAILS MUST BE REINFORnETi WITH RF-- 104S-02Q STEEL. REINFORCEIvIFNT. 7) UNITS MUST HE (3LA..D PEE? AS'I'M E1300 -04. 8) APPROVED IMPACT PROTECTIVE SYSTEM _MJRR jIR)-LI FOR TFii, PRODUCT IN WIND BORNE DEBRIS REGIONS. 9) `:HIM AS REQUIRED AT EACH INSTAI...I.A T'ION ANCHOR W!TH LOAD BEARING SHIM. PITH WHERE SPACE OF 1f16" OR GREAiE1R OCCURS. MAXIMUM A! OWAIBLL SHIM STACK.'10 BE 1/ 4". 10) FOR ANCHORING INTO MASONRY/CONC"RETE: USE 3/16" TAF'CON' WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DiST.ANC;E. LOCATE. ANCHORS AS SHOWN IN ELEVATIONS AND INSTAI..LATION.- OETA!L.S. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X SUCK USE d8 WOOD SCREW WITH SUFFICIENT LE:: NG"il TO AfH!EVI:: A 1 ;i/lfi" MINIMUM Lb113E'DIAEN'T IN10 SUBSTRATE. LOCCAH: ANCHORS AS ::SHOWN IN EU?VAT!ONS AND INSTALLATION DETAILS. 12) ALL, FASTENERS 10 BE. CORFOSIC;! REST VA.NT.. 13', !NSI' AL.IATION ANCHORS SHALL. BE. INSTALLED IN ACCOROANGE WITH ANCHOR MANUFACTLIRE4'S jNSTAL.I..4TlON INSTRUCTIONS. AND ANCHORS SHALL. NOT BE - USED IN SLIBStRAt::, WETH S"RENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIM1..1M SPFCIF!C GRNOTY OF C=0.42 B. f: ONCRETE. MiINIMUM COMPRESSIVE. S'TRE'NG'IH OF 3.192 PSI. MASONRY -- S' TRE:NG'TH CONFORMANCE TO ASTM C--DSO, GRADE. N. TYPE 1 GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS ut1F lf1/lip N s650G, RANW Z IPA AR7O30KET STREET 0370 r L `(i Il1Si'p SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 r STEEL REINFORCED — NON—IMPACT . 36" X. 84 ELEVATION, ANCHORING LAYOUT AND NOTES V Ai 0 MOWN: DWG N:. RE"I V. L. 08— 01372 SCALE NTS PATE 10/17/11 s"EEit OF 3 - L. 41 2)e '.*31JC.F1',';.f)() FRAMING By OTHFPS, 2X BUCK TO, B ,.E 1: LA,411"E, Tc fu'L t. N BED OF EXTERIOR IGI, BE ET IN E0'-) OF APPROVE.1) SEALANT li is illw* MAX.._.. S, H! M TO Pf.. IN A, FED OF APPROVED, INTERIOR NO 6; ' : * SET IN DED OF APPROVED 1/4" MAX. HIM. RENASIONS 1 J4" MAX. 8 WOOD II INTERIORF\ 1 J.- ................................. 2.X Gz K.K/V0,01D FRAMING BY Of;lE:P,,,. X RUCK TO BE PROPERLY -SECUR"ED EXTERIOR F. ANCE LIB SE7 jN BED OF APPROVE' SE LANT HORIZONTAL CROSS SECTION 2K BUCKIWOOD FRAMING INSTALLATION VIA I F I AFf- r"o'..F. f NOTE: INTERAOR AND EXTERl'OR FRVSHES, By OTHERS, HC. ,,A -N. CLA!2'Ty. MI WINDOWS AND DOORS oTlF-.f.*.P"";, 2.X VERTICAL CROSS SECTION 650 WEST MARKET STREET S lk. Lo E P1,9KIINSTALLATIONBEP- OPERLY SECURED 2x B UC WO 0 D FRAMING GRANTZ, PA 17030-0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW A STEEL REINFORCED - NON -IMPACT 36' X 84 INSTALLATION DETAILS QRAWN: ewc ha. 11V. L. 08-01372 f'/ONALNALNTS10/ 17/1 1 2 OF 3 All. At ONRI'j,'0NCRE.tE. l E3Y {)TITERS aPl!ONAL, hX. 3UCIt E;Y SE' . ...... PJ.E_Irc.t ar_CL;F2E:l.-. :,c.E N0,Tr 3 SHE;". I t f;- t,-1t 1 4 C '.............................................. SE'i!N NE.D l;F S.,E AL.ANT r \ IIIp SF6! AP. n0'VED l F'EAD O BE SET iN A RED OF APPRQVFD i....,,..... CONSTFiL;CTON SEALANT EXTERIOR 11 i2 i +"" ' ' J INTERIORI. K .._ ......... UJ SILL SF- 'n JI E [iF Al PROVE l MAX, CPTIi:;NAL 1;X Bil.;CK 3r.._`. Bl 101HERS. t,iE.t OTHEIRS, 1 X BUICK TO 14E Y PROPERLY SECURED. SEE I { NOTE 3 SHEET 1 " VERTICAL.. CROSS._ SECTION MASONRYfCONCRETE INSTALLATION p'nislks DErckrPlION EMBEDMENTBYOrliERS h.iaa r y INTERIOR IjiY L DIS L rI OPIIONA! ;X 0uCK 3Y ...., \ EXT........ PROPEFLY SF: )UF?t.;. SE:'r: ` iTLAN E 'TO BE v:,... .3 SHEET 1 a•c_!. D CiF A,7,'ROVFJD SEALANT HORIZONTAL. CROSS SECTION MASONRYICONCRETE INSTALLATION DATE: I ApvP:D NOI E: INTt'RI':`,R AND EX T ERIOR F'INiSHE. BY fiTF P:.RS, NOT SHOV041 FOR C AR!TI. MI DOORS R11Lt0650IWnOMARY,ED STREET\`` GRANTZ, PA 17030-0370 ti v,'ENS$1.,s 0 61OF k= SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW*' STEEL REINFORCED — NON —IMPACT 36" X 84 DETAILS ATINSTALLATION0 Fs ;c<ORM . ,\ , sIONAL1 DRAWN V.L. nrro t,6. 08 Fc DATC. `'OEl''372NTS10/17/11 3 OF 3 10 L. Roberta Lomas P.E. 1432 WoWord Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 11030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single clung Window— Non -Impact Report Flo.:: 811989 compaanc The above mentioned product has been evaluated for compliance with the requirements of the Florida Qepartmentof Commundy Affairs for Statewide Acceptance per Rude 9€J-3- The ProdIuct fisted herein complies with requirements of the Florida Binding Code. Suppar#hg Teclarnical Documentation: 1. Approval document drawing number 0"1372 tMed Series 3.540 Finless PVC Single Hung Window - Non- tmpact. signed and sealed by Luis Roberto Lomas RE. Z Test report No., B1910.01-109-47, signed and seated by Michael D. Stremmei, P.E. Architectural Testing, Inc: York, PA AAMAIWDMA,/CSA 101/13.21A440-0 Design pressure. +40.101-50.UW Water penetration resistance 6.06psf 3, Anchor calculations; report number511989-1,ptepared. signed and sealed by Luis Roberto Lomas P.E. Limitations and Corgi Boas of use: a MWmum design pressure: +40.01-50.0 psf Maximum unit size: 36" x 84' a Units most be glazed per ASTM E 1300704. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed .meeting railrdrdbrcement bell formed steel. This product is not rated to be used in the iVHZ. This product is not impact resistant and requires impact protection to wind borne debris regions. Installation Units must be installed in accordance with approval dpo meat, 08-01372. rtiticat%ri of independence. Please note that t don't have nor will acquire a financial interest in any company manufacturing. or distributing the product(s) for which this report is Wng:7 ued Also. l don`i have nor wild acqulre a financial interest in any other entity inuolOd' in the approval process of the listed protluct(s), toff 1_••••'t! fi 0 # * N • TAT5 OF 0 Ltlllt Luis. R. Lomas, P.E. FL No., 62514 11107/2011 Florida Building Code Online Page 1 of 4 FL17676.16 come C= i'b,7 pontlas, Wampen: CCD 3usine f x- 1 rofessia al BGS Home ; Log In User Registration ; Hot Topics Product Approval USER: Public User Submit Surcharge Stats & Facts Publications j FBC Staff y BCIS Site Map i Links Search Regulation Product Aooroval Menu > Product or Application Search > Application List > Application Detail of"'f a. F1 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 t 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/prlpr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 e of Products 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 3S40 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +3'5/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 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 511 Fin 44x04.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 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.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.DdfASTME1300-04. 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.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.ndf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant, No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 4402 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 10.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 Y IFL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 5202 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 5202.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 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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.pd 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. DdImpactResistant: 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.odf 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 10804.0f Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade 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-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 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 ham. Product Approval Accepts: CreditSAEhttps: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Vefidatct 1,OperaU0M AdmInlstc W) MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product.dewibed_below'is hereby approved for fisting in the nextissue of the AAMA Certified Products Directory. Tice approval is based on sinful rom. pledon of tests, and the reporting t4 the Administrator of.tlse lasul#s of Tests, a antpanieci by related dragvings, by an. AMNIA Accredited Laboratory. 1. The listing below wAl tie added to the next published AAWA. Cdr1J t! Products Directory. SPECIFICATION AAMA1WDMAICSA 1 d11LS. 21A44"8 LC4'G35` 2731x16t37 001W411 Negative Des gn Pressure = -W Ps# COMPANY AND CODE RECORD OF PRODUCT TESTED CPD NO. SERIES MODELS PRODUCT MAXIMUM SrM 7E ED DESCRIPTION 3540 TRIPLE SH (FIN) FRAME SASH MI Windows A Doors, Inc. 10817 (PVCXO1X OIX.ti1Xj(10) . 2731 rttM x INT MM 860 Mitt x 919 MM . Code: MTL ONS GLj(REtNF)('TrL:ij(AS'fiW) x 6'2'!j (24,1)" x 3'O"} 2 ` 1-As Oerthication will expire April 12, 2017 and requires validation until then by continued listing in the current AAMA Cef fled Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc.. Report No.: C7327.01-109-47 Date of Report May 7, 2013 Validated for Certification oa r' tedLabora", Inc. Date: May $, 2013 Authorized for Certification Cc: AAMA JGS ACP-04 (Rev.1111') American Architectural Manufacturers Association 2" typ. 22" typ 1 I 2" o.c. Max. L tr. N W CLEARANCE ALL FOUR SIDES) WHICH ELEVATION tosr HEAD DETAIL F1.ASF BY M Anchor See Sectioi Details) Min. Edge &" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. SHIM AS REQUIRED 6 X 1-5/8" SCREW (SHOWN WITH 1/2" SHEATHING) MUST ACHIEVE 11-1/4" PENETRATION INTO.STUD. , SILL DETAIL Notes! 1. Installation depicted based off of structural test report Iti C7327.01-109-47. 2. Wood screws shall satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P-F (G-0.42) or denser.. Buck width shall be greater than the window frame. width. Tapered or, partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design loads. 4. Wood screw lengths shall be sufficient to guarantee 1-1%4' penetration into wood buck. 5. Maximum shim thickness. of 1/4" permitted at. each fastener location. Shims shall be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the instailotton. 7. installation shown.is that of the test Window for the size shown and the design pressure clalmed. For window sizes smaller than shown, locate fasteners approx. 2" from comers and no more than 12" on canter: Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN. PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-5D UNITS UP TO 108" x 74' SEE TEST REPORTS FOR INDIyDUAL UNIT:SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) s I HIND Min 'Edge Distance +"' ' """" ''" INSTALLA110N, INSTRUCTIONS V.M.R. 8 20 do FASTENER SCHEDULE: — FIN— JAMB DETAIL ` 3540 .Single Hung FIONE 1 Q Windows &. Doors Gratz, PA Continuous Head and 5i11 354a sit csit RN 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. DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I REV 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: 350OPW, 3500T, 350OSDLITES, 3500SP, 3540PX, 3540T, 3540SDLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 324OSDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-350OSP, S-3540PW, S-3540T, S-3540SOLITES. 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, TAml' Ttx tj, (D. L45-s t= SIGNED: 0211712016 MI WINDOWS AND DOORS x R Ilt 1i 6GRATZ,SPAMARKET17030 STREE50370T V\XCENS'q i'` 0, fi 61SERIES3500FIXEDWINDOW 96" X 60" NON —IMPACT p` NOTES 6o • TAT OF , tp AA .:[ORIQP N4' DRAWN: DWG NO. REV N.G. 08-02859 Zllllll1111 X scAEe NTS 01E 02/04/16 SHEET 1 OF 3 2" f FI HE 96" MAX. FRAME WIDTH MAX — 10 MAX OC. -{ 2" MAX I 2" MAX J 10" MAX 10° O.C. AM AMEIGHT SEE FOE OF OFSERIES 3500 FIXED WINDOW EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING i 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 Iocat ons required Frame Frame width (in) Height 36.00 1 42.00 1 48.00 1 54.00 60.00 66.00 72.01 2" MAX -J CHART # 1 NUMBER ANCHORS REVISIONS DESCRIPTION DATE I APPROVED Il l_M IA14SIGNED:0211712016 MI WINDOWS AND DOORS i 0\11 11111//1 01f9/ i 650WESTMARKETSTREETGRATZ, PA 17030-0370 J 5 ir•• GENq 0y 81 = SERIES3500FIXEDWINDOW96" X E NON -IMPACT a+f4lrb(n'1 ELEVATION EL0'',n SAT OF tDRAW` 01/ 111111\0`\\ N N G DWC NO. 08- 02859 REV: CAIE NTS' DATE SHEET 02/04/16 2 OF 3 APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION OATS APPROVED JAMB INSTALLATION DETAIL 1/4" MAX WOOD FRAMING OR 2X BUCK INSTALLATION SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD FRAMING 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ' DESIGNED IN ACCORDANCE WITH ASTME2112 BY OTHERS l.tl O SIGNED: 0211712016 M650IWEST S ANDMARKET DOORSTREET 1RiILIo GRATZ, PA 17030-0370 J\ v•6ENS.cP SERIES 3500 FIXED WINDOW Oy6 251 +t= 96" X NON —IMPACT FIN INSTALLATION DETAILSAL 0 , TAT OF DRAWN: OWG NO. REV 0•'° CORiOP• \\ N.G.08 s0 E85s - iisS ONA'1 ? G\\\ SCALE DATENTS 02/04/16 3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 tion BQS Home Professional ; Log In User Registration ' Hot Topics. Submit Surcharge Stats & Facts Publicatl ; FBC Staff BQS Site Map 1 Links ; Search ; Pro ductApproval USER: Public User Product ADoroval Menu > Product or AODlication Search > Application List > Application Detail FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report PE-62514 Florida License Architectural Testing, Inc. Quality Assurance Entity 018 Quality Assurance Contract Expiration Date Steven M. Urich, PE Validated By Steven If Validation Checklist - Hardcopy Received Certificate of Independence FL18504 RO COI FL COIodf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 option B https:Hfloridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgs9%2f %2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email addreFss which i can be made available to the public. To determine if you are a licensee underChapter455, ick Product Approval Accepts: 99 CrecK CwY Soto https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f/o2ftCOhpJQgi... 9/6/2016 10:7 "s' COMBINED 'WIDTH W1 -{I- W2. - 8 FRAME HEIGHTWINDOWILMUI_I_ICN SPAN) 107 va. COMBINED WI01'1-1 w W i W2 FRAME WINDOW HEIGHT . WINDOW MULLION f 107 3/8'. COMBINED WIDTH W1 ., . ._........ _ - W2..... ._........... 8311 J FRAME WINDDl WIND0 HEIGHT MULLION SPAN) /117 I W1 I-- W2 107 3/8" COMBINED WIDTH Design pm +agng (061 Units.&Mhorod Into Wood. riemtng Mu111oR span(fnj ribuiary 8?3. 2350 Width 6 0>1 325,00 130.0 130:0 10 127.2 W72- 03438130:0 13 .0. 0. 49.63 120.7 94.3 77 9 62200 92.4. 70i6 56;0 615 48:G 47.4. 858 , 51.7: 47 3 4:4.4_...43.0 72,00 7T,B 5@ 7 45.6 41.4 38:8 37.0; Sa00 6 :1 46: 33.1 . 29.1 25i3 24:9 107 3!8" COMBINED WIDTH W1 ._.. W2 83" FRAME 40OW IINDOW HEIGHT MULvON SPA 3/8"^- Comas iED WIDTHFW., Y0Z 1-142- ................ WINDOW FRAME riEIGI-1T WINDOW MULLION yFA Lj Wi I W2 107 3/8" COMBINED WIDTH REVISIONS REV._..DESCRIPTION - D'ATE APPROVED A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH WI ....., . W2 ............ I 83" FRAME HEIGHT MULLION SPAN)/ I 1NQ/ WINDOW y/ WINDOW APPROVED CONFIGURATIONS MULTIPLE UNI t3 MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NO7'EACEED. 107 3M AS SHOWN HEREIN. Design pressln'e.raHng (ps1 Units.anehomet into nreson&C001CMte INii111on . Van (in). Tributary wide i is:13: 36,30 P&OP 4100 to . 48.ob 52.13 26:00 130.0 130iD30 0 130.0 130 821 37.36 130. 130.1 1.30.0 1.30.0 49.63 130.0. 130:Q 13Q:0 13D 0 130! 0 T 30.0 8200 ..1300 VS.4 87.8. 793 73.9 71.5 i i3Q 0 2i 72 9 6$ 5.. 60:5, 58.2_' 72.08 99.3 72.14 54,0 48,1: 4.4,0 42.0 a4.tV 62,1 45.0: 33.1 29.1 2 3 24,9 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WINO ZONES DIMENSIONS IN GHARi ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE W 1 --I W2 -- 107 318"L:- COMBINED 'WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: 0P/G NO. V.L. 08-01 445 SCALE NTS DATE 01 / 1 1 / 1 2 1 SHEET 2 OF SIGNED: 08107,12015 x%I 11 I II110/////i ENeFq` P': 3V ATOF4F•: j0R10P •G\ i/ tOMAI.t L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllorn as@I rlom aspe..com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department ofBusinessandProfessionalRegulationforStatewideAcceptanceperRule61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E_ Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1 /8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -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 theproduct(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 1 140 l i 59 TAT of a •' 1711 O:NA1tti` Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Florida Building Code Online t - t Page 1 of 2 A 1 s x+N ta tof pgyrt gne. UJII tLV i1:Ji{ SCIS Home Log In User Registration I Hot Topic Submit Surcharge Slats B Facts i Publications FBC Staff BCIS Site Map Links Search Product Approval USER: Public User Regulat ori , 1: RmAuttAomovai Menu >ggdtldort iteSiita_54l>ee.% tsst > Alsplittlpt+OeuiA. FL # Application Type Code Version Application Status FL12019- RS Revision 2014 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@rwbidgconsultants. 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 kA Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence B3019RS CO ertFf3gate n[I_ndenendence.odf Referenced Standard and Year (of Standard) S,Aandard. YearASTM 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=wGEVXQwtDqu3EQf8P6a6F3... 7/20/201 S t TM AC AMERICAN CONSTRUCTION METALS 5140 West Offlon 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 7' x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TALILE OF CQN1ENTs. SHEET# DESCRIPTION 1 T ical elevdrlons &. generaf notes 2 Panel details 3 Soffit detatls &des' n pressures 4 Saftit detolls & desl Jr, pressure, 5 Sofrrt details, design pressures & bill Ot moterials TRIPLE 4.(T4j T,4-0i2(.0 isTH!CK) TZ4 (Ai37THICK) QUAD 4 (04) G-•wn (.mis'THICK) t -"l4 tDIWTHICK) r m In 4 ,0: m 3 cmn If r11: t D n °B i 4. UC4 •• v i r, o z 4 10 J'. CW maa I E 4 s= M N.T.S. BY, JK Br: LFS WI o NO,: FL.-12019.1 c T OF 5 ROOF ALUMINUM ROOF OVERHANG TRIM UK. T. SOFTIT ( MU WOOD SEEDETAiI"A FRAMED SEE DETAIL" B ° SIDE VIEW - SINGLE SPAN w/F-CHANNEL Shown wl truss/Tramin9 cantilever) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSl) POSITIVE NEGATIVE B" 70.0 141.0 10^ 60.0 60.0 12" 50.0 50.0 t4" 38.5 16^ E38.[30.0 IVUI C: Y'I V VV mmi DESIGNED BY HEroAvCvOR •ENG•..IN•.E..E-R- OFRECORD 4 MDETAIL " B " F- Channel A " ftS i . N n SPAN "' A ' ROOF OVERHANG ROOF OVERHANG d. n G n ROOF ROOF 1MING FRAMING '/ f lr ll* ti ALUMINUM — o UN •; u x z q FASCIA. TRIM ^:. Em Z m co c p 2 0 a CMU OR SPE " EUONRG SSUFfIIW..0 WOOD SEEDETAII"AFRAMDETAFRAMEDIadyP SEE. DETAIL ° D" SEEDETAIL." C "— SIDE VIEW - SINGLE SPAN w/)-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w! bruss/fratnin- cantilever) (Shawn w/ truzMarning cantlevei) In TRIM NAIL ATTACHED THROUGH FASCIA @ 16" O.C. MAX. STAPLES INSTALLED @ END OF PANEL. AND 8"MAX. O. C. SEE DETAIL "J ", SHEET 5) L 1/ 8'"MAX. DETAIL " A ". Fascia STAPLESINSTALLED@24" O.C. ( INTO WOOD) ON FLHANNEL LEG OR T-NAIL @ I O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 12' O.C. (INTO WOOD) IN F-CHANNEL SLOT OR T-NAIL @ 12" O.C. INTO WOOD OR MASONRY) NOTE: FOR SQUARE CUT OVERHANG. TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES LOCATED STAPLES INSTALLED @ 17 O. C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12' O.C. DETAIL" D" J-Channel Fascia N pp n'N z ^ STAPLES INSTALLED @ 12" O.C. ( INTO WOOD) 4; a Fn BJ J•CHANNEL SLOT OR T-NAIL 012" O.C. o INTO WOOD OR MASONRY) PLES LOCATED. 24" O.CAINTO FRAMING ' T y r117 v.. MAX... DETAIL " J-Channel o i a MALL. N. T. S. bwc. w. JK m SUBSTRATE NOTES: ow: BY, LFS ; rc 1. WOOD SUBSTRATE: G = 0.42 OR BETTER bw an+b NO,: P 2. MASONRY SUBSTRATE: 3,ODD PSI CONCRETE (ACI 301) FL 12019.1 °a OR HOLLOW BLOCK (ASTM C90). 0 SHEET . 3 OF 5 A REM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105 - H 14 ALUMINUM 2 J"CHANNEL .0155' THK. AL. 3105 - H24.. ALUMINUM 3 F"CHANNEL.0156 THK. AL. 3104-H19 ALUMINUM 5 QUAD 4 PANEL (,9115 OR .0135" THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEi (0115 OR .0135' THICK) At.. 3105 ALUMINUM 7 15 x W/4"TRIM NAIL S.S. 8 18" GA. X 114" SS STAPLE w/ 7/8" MIN. EMBEDMENT STEEL 9 2'XTBATTEN STRIP (Cf.42ORBETTER) WOOD 10 APA B-C- GROUP 1 EXT.15/327 PLYWOOD OR BETTER WOOD 11 097" DIA. i NAIL w/ 5/8" MIN. EMBEDMEM STEEL 12d X 3.1 /4" H. D. GALV. STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMB. IRS DETAIL " H " I X2 VERDCAL FRAMING ( G>=0.42) ATTACH w/ 2.8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0I END OF PANEL AND W MAX. O.C. SEE DETAIL') ") C. MAX. IF uriAIL"J DETAIL" I " ROOF CVERHANG ROOF v' vi r om i .+..' y m z m n onma UN •: SEE DETAIL" B a x z E m m o SHEET 3)o v I FFcz6 12dX3- 1/X CHU DR H. D. GALV. STEEL COMMON NAIL @ ZV O.C. w/ 1-3/4" MIN. EMB. SEE DETAIL -A _ / r WOOD FRAMED SHE_ i 3) CONTINUOUS SEEDETAIL" H" BATTEN OCL SPAN SIDE VIEW DOUBLE SPAN W.JBATTEN STAPLESINSTALLED@END OF PANEL AND Shown w/ truss/framing cantilever) W MAX. O.C. SEE DETAIL"J ") SPAN " A TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A" DESIGN PRESSURE (PSF) POSITIVE_ NEGATIVE 16" 70.0 70.0 IV, 66.5 66.5 20" 60.0 60.0 22° 54.5 54.5 24" 50.0 50 0 SEE DETAIL"G" r ( SHEET 41 ROOF /' SEE NOTE 2 1 1. i jet 4.. cmu OR WOOFRAMEDSEEDLTAiI' 1' SEE DETAIL "A SHEET 31 SIDE VIEW - DOUBLE SPAN wJBATTEN Shown w/ truss/flaming 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" OW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACT 301) MIN. 1-1 JV EMBEDMENT) 0 24" ON CENTER OR HOLLOW BLOCK (ASTM C90). 09. s M N.T'.S. ' a": JK m NO.; u O FL-- 12019;I °o ner . 5 or .. 5: e Florida Building Code Online G, I N Page 1 of 2 Ai qa pf ; Hot Topics submit Surcharge Slats &Facts Publications FBC Staff ( 8CI5 Site Map ( Links Search BCIS Home Log In I User Registration Product ApprovaE USER: Public User Reguration Batt > ii,odtf[t tir Aooggtion search >.J,Sd ? A0011catlon 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 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 FL16305- R4 Revision 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroofing. com Meldrin Collins mcollins@atiasroofing. com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Zachary R. Priest PE- 74021 UL LLC 12/ 31/2020 Locke Bowden 6 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Y M ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https:/ lwww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMigUlj*3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 Summa of Products FL # Modell Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Installation Instructions FLtt.365 R4 11 ATt13002 2014 `Bt Proa uvalyatlori Shinoles.pdf Verified By: Zachary R. Priest 74021 Created by independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports R t 63175 a4 AE A7L13602.4 2014 F6C Product £yaluatlon Shinales.odf Created by Independent Third Party: Yes tm'.:..._,—353?SII#wne:85G 483=tp3.: Contact Us:: t rdenrorStreat Tipafiss( ... .. .... .. Thp Srate of Florida it an AA/FM er„ployer, . `.A " ft:: Privacy Statemar` ::g ^" Swdt = :: fidLf'A '`". 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. it 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, FS,y please click _here_. Product Approval Accepts: Creedit CArttSAFE https://SvwW.floridabuilding.org/pr/pr_app_dtl.aspx?param—wGEVXQwtDquJBMj*gU l j 3N... 7/20/201 S KTampa, Certificate of Authorization No. 29824 17520 Edinburgh Dr FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE C EDITION (2014), Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Issued June 29, 2015 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.Z7.1, 1523.6.,5.,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-119-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02-01' ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878). ATLA32-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) 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-151-62-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01` ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page.1 of 9 This evaluation report is provided for State of Florida product 'approval under Rule 611320-3: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. Asphalt Shingles TECHNICAL SERVICES, L.L.0 PRI Construction Materials Technologies (TST5878) ATL-171-02-61 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 19m PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: ProLAM'm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle@ Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerrield, Hampton & Meridian) StormMaster® Shake ASTM-D.3161, Class F & ASTM D 7158, Class H fiberglass. reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMasterS 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. ATU 3002A FL 16305-R..4. 1 8p8 2 of 9. This evaluation report is provided for State pf Pl.: product approval under Rule 6.113he20-3.. Tmane artttlrer 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. CREEKEE TECHNICAL SERVICES, L.LC INSTALLATION... . I . . GlassMaster® 30 & Basic Wind Speed (V„it): Tough -Master@ 20 Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ);: ATLAS.ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattem" detailed below. Nails l 12" . w 12-—+----12- —r--12` Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36", I1...,..s,. ....... . ". 0_ ... 12" 127 -- +— 12" ---12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL 13002.4.. _ FL,16305 R4 Page 3 of 9 This evaluation report pfb ed fot State of Florida product approval tinder Rule 61G20-3. The manufacturer shall rtr9tilic t.RE_ Technical Services, L.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. M CRZEEK TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Von): 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. 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 greaterthan 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. 393W rN mmn 318' haetl 1212 f 7YP 1G 0 0 0 o o eF: '- a o 0 0 0 l 6. 6 V9` Figure 3. ProLAMTM' Architectural Shingle 4 Nail Pattern (non-HVHZ only) L*112 ga. paWanWd ray Mvkrooling m Mtn ran..a ane.n 1• Try , tC1r ! Figure 4. Pro-LAMTu Architectural Shingle 6 Nail Pattern FL This evaluation reporYis provided for State of Florida product approval under Rule 61G20-3. The manufacturer 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. TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„u): StormMaster® Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HV.HZ); 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; Mina 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 F6C 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. 39 alb• a/h:12 9C.9Wenb,E mMn9 M9TYPMiM..31E•Matl i OOO(O't0 u1. 6• ' 6 7A' f f 4 t Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 393M' — M-1291 94NWdNd gsWknad wtn min 3ie• neaa 0 0 0 0 0 0 CD O CD 0 0 0 4 CDO O Oa SO O O Ci OO CD O CS Ce C! O. Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13002.4 ,.. FL 16305-R4 Page:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shaft 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. NCREE. TECHNICAL SERVICES, LLC StormMaster0 Slate Basic Wind Speed {Vmr): Basic Wind Speed (Vac): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min.. slope: Installation (HVHZ); Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. StormMasterO Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL93002.4 FL 16305-R4 Page 6 of. 9 This evaluation report is provided for State. of Florida product approval under Rule 61G2073: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation; recommended use, or other product attributes that are not specifically addressed herein; CREEK TECHNICAL SERVICES, LLC Pro -Cut AO Starter Strip Basic Wind Speed (V„it): Basic Wind Speed (Vasil): Deck (HVHZ): 3 Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ)' ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.: plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacture'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:. 22 gay 1-2Jr ring"a -11 I Z"1 1r Figure 9. Pro -Cut® Starter Strip ATL13o02.4. _ FL 16305-114 _ 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: CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip $ Ridge Basic Wind Speed (V„a): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in.. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and: Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind,: i. 12 ga. 1-1/2" ring r shank nail 3 n" I 1 fi Figure 10. Pro -Cut® Hip & Ridge 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. C r' K ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 6) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 51G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5m Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. t,i r,i>t i rr•ir t 41 N--o T4Q2 i •' r .. 1 STATE OF 2015.06.2 912:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE - ----- -- CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Pried, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 . Thlg evaluation repon is prvviueu Fu, —a-— 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. Certifrcote of Authorization No. 29824 CREEK 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLOPJDA BUILDING CODE 5T" 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: 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 D 3161 2009 TAS.107 1995 PRI Construction Materials Technologies (TST5878) ATL-083-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS107 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) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02701 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATLA27-02-01 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 D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL_16305-R4 . _. pw 1. of 9 This evaluation report is ed forState ofFlodda product approval under Rule 61G20z3:: 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. ATLAS ROOFING CORPORATION. CREEKo1EEK 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(D 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. ProLAM7m 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 compiles with ASTM D 3462- Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATU 3.002.4 FL 16, .305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under RuWSIG20-3. 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. REEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vuit): Tough -Master@ 20 Basic Wind Speed (Vasd); Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ):: ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 1.50 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. in accordance with FBC requirements; Solidly sheathed min..15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" 12' —--12" 12" Figure 1. GlassMasterna 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 3W- Nails 12"--+--12- J- 12° Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern This evaluation report is vI led for Sfate of Florida prodiicf approval under Rule 61G20-3, The manufacturer shall notify CREE 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 (Vui): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph in accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. aA e' T 7 Cl. co I 7 611M• e ia• O O O O O Figure 3. ProLAM1 Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern ATL13002.4 .. .. This edaluation report is provided for State of Florida product approval under, Rule 61G20-3. The manufacturer shall nptify 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. 4R K TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMastert7a Shake Basic Wind Speed (Vun): Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 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. exposurein 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 'A Nail Pattern" or "6 Nail Pattern" detailed below. Figure S. Pinnacle® Pristine and StormMaster9 Shake 4 Nail Pattern (Non-HVHZ only) rn cw:awwa-QjW*-" Wftp* rou 7 Ur O C7 0 O O O O Cj O 0 0 O, Q O O Cl Oa . G7: 0 0- - O O Cj C7Q..O O C3 Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern Technical Services, LLC of any product changes or quality assurance changes throughout the ourat(on for wnicn mis re This evaluation 'report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. CREAK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V„ it): Basic Wind Speed (Vasa)t Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVI44 Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max: 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min.. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster0 Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 ... Page 6 of 9 . This evaluation report is provided for State of Florida product. approval under Rule 61G20-1 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. REEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Vun): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Undertayment Min. slope: Installation (HVHZ)! Installation (Non-HVHZ)t 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. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and 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. 36' 37 12 gi. 1•112' 61* shank ear' d Figure 9. Pro -Cut@ Starter Strip ATL130D2.4 FL.163A,5-R4 _ rage 7 of 9 This evaluationreport Ls.prpvidW f6r:State of Florida product approvatunder Rule 61t32(l & The manufacturer 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. CRe TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vuit): Max. 194 mph Basic Wind Speed (Va,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 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12"__ 12 ga. 1-1/2" ring shank naili 12" i f Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 t§KO `y This evaluation report is .provided for State of Florida product approval under Rule 61G20-3: The rttanufacttir shall notify CREEKcechangesthroughoutthedurationTechnicalServices, LLC of any product changes or quality assuranfor 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 fit 1320-3. COMPLIANCE„STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. ph, 2015.06.2 41, 9 2:55:48NoT402.1 t Val 04'00' STATE rr flA11i Zachary R. Priest, P.EFloridaRegistrationNo. organization No. ANE9641021 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 Florida Building Code Online Uocker aul me -i f> Page 1 of 1 FD. e 1. Business & Mies ii'.1e..yl i}r eCiS Home I Log In ! User Registration t Hot Topics Submit Surcharge Stats & Facts I Publications F8C Staff BCIS Site Map Unks Search 3 sine- feProduct Approval ssi . , 1 USER: Public User RAni elation 0 1 _ piotklrYAdamvrtf5antrx '>JIpplKation;4kt. Search Criteria B_efine SParch. 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 mearcn :tc+ssvtta.- FL rr ..w- Tune Manufacturer .._ _ .._. Validated By StatUS FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved His— tory Subcategory: Underlayments Apprevad., y Di3m App)bJNS;. y DAFR ssnau W noncwed>+af,Tat contact us;.e*iiI2 ltafree Mttr1194 20r. P1_ 32299 11Sn- 187+1I24 The State of Florida is an WEED employer: g=da. 2hia 51>!te_4r Florida::: Privacy Statement :: Azsalbility State_me_nt :: Refund SMement 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 650.487.1395. *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 theyhaveone. The emails provided may be used far official communication with the licensee. However email addresses are public record. If you do not wish to supplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter455, F.S., please click here . Product. Approval Ar cepts: CPe it C.4rri SAFE https:// www.floridabuilding.org/pr/pr_appjst-aspx 7/20/2015 Florida Building Code Online Page 1 of 2 rilRftlO Bas Home { Log In { User Registration { Hot Topics { Submit surcharge Stats & Facts I Publications { FIX staff S eclS Site MOP { Links Search { 11S11CJuProduct Approval fOE'SS! USER: Public User Regulacicm ft"' ,e!'ifN4i3orAeakattuit-sin.>e`.a+yppittetirm+Detulk: 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 i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intettek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Wi Validation Checklist - Hardcopy Received Certificate of Independence FI.10 Si15 DI'CO! Niemineo.odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZl Q... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 5umiiiriatirof Products FL V Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Installation Instructions FL152,16 R2 II 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2_odf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Eyaluation.Reports .._,. , . _,. . ...; IS cn 1nf uufsrap kHit+10ROQf fL1 216- ft 4A i2Z AE 2f)15 cffunl R2.Ddf Created by Independent Third Party: Yes 191 ne .... Contact :: 19451,09Rfi Morikrei.,,, Tenahaaee FL 32.Phone: 8cna97-1824: The State of Florida is an AA/EEO employer OoovrtalR . . GZ,,' d.P4'!4' : 1...:... :: 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 oot sendelectronicmantothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. ;'piv1. suintto Section 455275(1), Florida Statutes, effective October 1, 201Z licensees licensi:d under Chapter 455, F.S. must provide the Department with an el, .. s If they have one. The emails provided mayb*4zmd.for official-Cdi muni.catlowwth the licensee. However ema8 #dWes' es are public record. If you do not wish to supplyapersonaladdress, Please Drovide.Me'lMDartritent with"kri etr:8 A40?IISS which can W inkle', vallable to:ttle pMc. To determine if you are a licensee under tspearAks.r- ,please dick tjLt Product Approval Accepto.. CrcctitSAFE https:// www.floridabuilding-org/pr/pr_app_dtl.aspx?param--wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 r'-Nr- V 1 PJN1N I ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance:02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 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 LASELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P,6 on 04/27/2M.' This does not serve as an electronically signed d=ment: Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIRCATION 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 I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. I 1 KIN(jYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3,1507.53,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ 006 10/27/2011 ITS (TST1509) Physical Properties 100539395C04002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.3 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. 5, LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1• ROOF COVER OPTIONS Asphalt Underlayment Nail -On Foam -On Tile Metal Wood Shakes Slate or Shingles &Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No ... 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or it or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 F Revision 2: 04/27/24/27/201S15 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4 )ZlhlrxoFtoof ltd 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-S/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sirtale tayeri Rdof Slog > 4:12 End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain -conditions. For exposure < 24 hours, use of every -other fastening. location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not,be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 ble Lavei! 2 12 <ROIA 1a0e <AIR 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 plus3-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 - Exterior Research and Design, LLG Evaluation Report 140510.02.12-RZ Certificote ofquthorizotlon #9503 FL15216- RZ Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization fl9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way . FL15216-112 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 LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityIERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3 Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E on D4/27/2015. This does not serve as an electronically signed dowmenu Signed, sealed hardcopies haw: been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l 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. 5. This is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. J TRINITY I 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 1507.83,1507.9.3, 1507.9.5 on Heating 1507.2.3,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference, Date ITS (TST1509) Physical Properties 100539395CO"06 10/27/2011 ITS (T5T1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395CQQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 iss-a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt.or D4869 Type II felt. RhinoRoof Underlayment is available in 42=inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. if not listed, a request may be made to the 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: TA811 1 RooF Covi:R OPnons Underlayment AsphaltNail-On Tile Foam -On Tile Metal woodShakes Slate or Shingles ngles Simulated Slate AhinoRoof 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 li 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 140S10.02.12-R2 Certificate of Authorization #9503 FL1S21&R2 Revision 2: 04/27/201S Page 2 of 3 IN(jY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 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 26&. aver Ro61.SldAg2 A 12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 f3ouble•Layei 2 32:< Roof.Sloae <4:12:: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASsuRANCE 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. Speelalty Structural Englneering 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 Secw. [kcvonlc seal ra Eknrnrdcwbmlttal L: BUC ti oGE.NS, No31242 , Oi{\ STATE OF .•` Pt O N A\- \\,' lrrffff Digkally Signed by: tames L. Buckner, 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 CEBIUCK Engineering Report NO.: 15-104-MM2-StORV-ER_14 Page 2 of 7 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.) Slope: Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) 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 ESUCKEnlgineerinqReport Iv0.: IS-104-MM2-StORV-ER_14 Page 3 of 7 Specialty Structural EncgineerinQ 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". Option 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 ri Report No.: 15-104-MM2-StORV-ER_14CSUCKPage4of7 Speclalty 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 Date: 2 / 26 / 15 r, i rin Report NO.: 15 104-MM2 StORV-ER_14 Page 5 of 7 Specialty Structural Engineering 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, Report Date: 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 Ineering Report No.: 15-104-MM2-StORV-ER_14 9-1 Page 6 of 7 Specialty Structural Engineerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attachedlo Wood Deck 5-1/9" Profile Drawings 18-1 /4" e I 3" i— Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14CE3UCKEngineeringPage7of7 Specialty Structural Enginserinq CBUCK, Inc. Certificate of Authorization #8064 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 OR Base Flange 10 min. Vbbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e ab\e 6 Ft. 8 Ft. \e Jat a 10 Ft. ° e o e • e 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 Page 1 of 3 Professional t lat.lon loll H T ics Submit Surcharge i Sots & Facts I!PUblirati.n I FBC amff I BCIS site Map Links search a fb„', rMt j BCIS Home 1 tog in 1 User Registration - of op f RFt471UCC+ n...p.C. Ui ' ! IGJ ' Product Approvali. :USER: Public User Aearaval kenu > P^d"^ ^' i.wita4fan `' > AAolication List > Application Detail FL # FL2197-R5 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 Miiek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2D35 Validated By ICC Evaluation Service,LLC. Certificate of Independence jU1yT R5 COI Certificate of Independence for EvaluatKtn Ddf Referenced Standard and Year (of Standard) namndprYear 2007 ANSI/ TPI 1 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Cre `tSmF E https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEX%2bbkf... 7/20/2015 Excerpt from 1CC-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 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org I (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil % M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012, 2009, 2006 International Building Code' (IBC) it 2012, 2009, 2006 International Residential Codee (IRC) r 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 Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)]. ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0;54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates..The metal displaced by the issat rigedhthtandformedintotwoopposingteeth, protruding angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-2.0 and Mll 20: Model M-20 and Model Mll 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 (0.68 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3,8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0,25 inch (6.4 mm). Each slot has a 0.33-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, M[120 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10'0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/47inch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0;25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are not ra be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construednoaarrantyby !CC Evaluation Senire, ! LC. express or implied, asasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is to any finding or other matter in this report, or as to any product covered by the report. Page 1 of 5 Copyright m 2015 ESR-1311. 1 Most mridely Acce/ fed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) I I.. 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 li4 102 98 Spruce -Pine -fir Southern pine 0.42 0.55 127 174 82 126 75 147 107 122 M-20 and MII 20 Douglas fir -larch Hem -fir 0.5 0.43 220 185 . 195 148 180 129 190 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0 55 249 190 184 11 200 M-20 HS, MI120 HS and MT20HS Douglas fir -larch _ 0.5 165 146 135 143 Hem -fir 0.43 139 1.11 97 109 . Spruce -pine -fir futhem pine _ .. Ot42 0,55 148 187 108 143 107 103 138 150 For Si: 111WIri° = 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 Ferpendicular to. load, "snood grain perpendicular to loadAiltrussplatesarepressed.into thewood for the full depth of theirteeth 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 M1116 M-20 AND M1120 M-20 HS, MII 20HS_ANp MT20H$ Efficiency Pounds/inchlPair of Connector Plates Efficiency Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/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 0.36 2012 1013 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Accordance with TPI-1 with a Deviation {see Section 5.4.9 (e)] Ma)imum iNet Section Occurs over the Jou11i Tension @ 0° Tension @ 900 6.68 0.30 1945 849 0.62 1091 0.48 841 0.67 0.52 1716. 1321 Shear Values Shear @ 01 Shear @ 30° Shear @ 60° Shear @ 90 Shear @ 1200 Shear @ 1501 0.54 0.61 0.73 0.55 0.48 0:35 1041 1173 1402 1655 914 672 0.49.. 574 0.63 738. 0.79 936 0.55 645 0.42 490 0., 544 0.43 761 0,61 i 085 0.67 1184 0.45 792 0.34 608 0.3 537 For St: 1 ibfinch = 0.175 Nlmm, 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 line passes through a line offt.les., ZMaxtn3um. 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-1 311 1 Most Widely Accepted and Trusted Page 6 of 5 0,12V 01W 0,5W 0 Wr 32mm 64mm 127mn 93mm 1goo 000 o5p, I goo Goo Ono kr-000 000 000 40 goo goo DOB goo Ono Ono M-20 HS, M11 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report E5R-1311 t-m; buppiemetit Reissued June 2015 This report is subject to renewal June 2017. wwmicc-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational CodeCouncil- 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: MiTeVTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mil 16, M-20, Mil20, M-20 HS, Mll 20 HS, and MT20HSTm. recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 111 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST"', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Buildingandthe201:4 and 201A..Ftonda Bulls tom' Code—ResIdetzt0l, provided the design and installation are in accordance with the lntemationa..l Mdb7g rode (IBC) provisions noted in the master report. Use of the MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 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 lobe construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construea - as an endorsement of the subject of the report or a recommendation for its use. There is no warranty by ICC Evaluation Seri -ice, LLC, express or implied, as . = to any finding or other rttatter in this report, or as to any product covered by the report. IofPage1of 1 Copyright 0 2015 IMES Evaluation Report I- - Reissued June 2015 This repot 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.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: P. 2012, 2009, 2006 international Building Code® (IBC) u. 2012, 2009, 2006 international Residential Code® (IRC) 92013 Abu Dhabi International Building Code (ADIBC)t iThe 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 MI1 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13. 7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally 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 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 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, 0.745 inch 11. 4 mm) long and 0.125 inch (32 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, Mli 20 HS, and MT20HSTm: Models M-20 HS, Mll 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [ 0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 10. 0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 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 (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4. 1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, y ICC-FS l;aluation Reports are nat to be construed as represenlrng aesthetics or any other attributes not specifically addressed, nor are the +o be construed asanendorsementofthesubjectofthereportorareconrmendationforitsuse. There is no warranty by ICC Evaluation Service, L LC, express or implied, as to any f ndingor other matter in this report, or as to any product cm ered by the report pyye 11 of 5 Copyright 0 2015 ESR-1311 I Most Widely tlepterl and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in21PLATE) LUMBER SPECIES SG AAEA... AE EE M-16 AND Mil 16 Douglas fir -larch Hem -fir Spruce -pine -fir Southern pine 0.5 0.43 0.42 0.55... 176.. 119 127 174 M-20 and Mll 20 121, 64 82 126 137 102 75 147 126 98 107 122 Douglas fir -larch 0.5 0.43 0.42 0.55 220 185 197 249 95 148 144 190 180 129. 143 184 190 145 200.. Hem -fir Spruce -pine -fir Southern pine.. M-20 HS, MII 20 HS and M720HS Douglas fir -larch Hem-flr _ 0.5 0.43 0.42 0.55 165 74 146 111 108 143 135 97 107 138 143 109 103Southern150Spruce -pin,-fir pine For SI: 1lb/in` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p ales 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 perpendieular:to load,.wood:.grain perpendicular to load3AIItrussplate;; are pressed into the wood for the full depth of their teeth by hydraulic taten emiedment presses, multiple roller presses thatusepartialembedmentfollowedbyfullembedmentrollers, or combinations of partial embetlrijent mill r presses and hydrautrc platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES u n ue mii -3nus eun MT2014S PROPERTY FORCE DIRECTION M-16 AND Efficiency Mil 16 Paunds/inch/Pair of Connector Plates 41.1 #%IILJ Efficiency twill PoundslinchlPair of Connector Plates Efficiency Poundstinch/Pair of Connector Plates . Tension @ 00 Tension, @ 90° Tension Values in Accordance with Section 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' 2012 0.50 880 0.59 0.70....................''; 0.36 1013 0.47 820 0:48 Tension Values in.Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maxtmum N .Section Occurs over the Joint 1505 1219 Tension @ 00 0.68 1945 0.62 1091 1716 0.30 849 0:48 841 ... d::::t72 1321 Tension @ 90° Shear Values 0.54 0.61 0.73 0.55 1041. 1173 1402 1055 0.49... 0.63 0.79 0.55 574 738 ; 936 64 5 Q.43 0.61 .- 0.67 0.45 761 1.0..85.. .. 1184 792 Shear @ 0° _ Shear @ 300 Shear @ 601 Shear 900@ 0.48. 0.35 914 0.42 490 _ 0.34 606 . . Shear @ 120° .. 672 0.46 544 0.3 Shear @ 150° For SI: 1 lbriinch = 0.175 N/mm, inch = [5.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes through a line of holes. 2Maximurn 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 5 _ . 0.126 . 0.25U' 0,8W 0 3W 3:2mm 64mm 12.7mm 93mm 4 D0 DUO DOD 0D0 000 POO Ono Dan C0 O Goo C; lB0 1900 Ono Don I a0 Oo0 05,01 e W20 HS1 Mil 20 HSI T20H S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) iCC-ES Evaluation Report " I Law Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mii.com EVALUATION SUBJECT: MiTek®TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, M1120, M-20 HS, MIi 20 HS, AND MT20HSTu 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, Mll20, M-20 HS, Mil 20 HS, and MT201-lSm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: i 2014 and 2010 Florida Building Code —Building A:2014 and 2010 Florida Building Code —Residential 2.0 IOUCONCLSNS The CONCLUSIONS MiTee IO Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HS rm, described in Sections2.O:UirOugh T.0 of the master evaluation re clrt. ESR-'3:.11!: comply with the 2014 and 2010 Florida Building Code —Building and :tile 2fl 14 alid 2(310 % id eed b provided stet report - Use design and installation are in accordance with the lnterriahanal Building Cole (IBC) p%;go dinUseoftheMiTek®Truss Connector Plates M-16, Mll 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. Foi .prfldue#s fagrrlg undei F)attda Rule : SN-3, verificatilott thai the repori holders quality assurance program is audited b a; Y qualify assurance -en approved by the Florida Building Gorrlsimssion for the type of inspections being conducted is. therespg sib Nty, of att ai?Pmved validation anti€y (or the code. official when Etta report. holder does. not possess .arti approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICCLS Evaluation Reports are not to be construed as representing aesthetics or. any other ailributes not specifically addressed, no ure they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. here is no warranty by ICC lboluation Seri -ice, 1.LC, 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 ® 2015 IMES Evaluation Report tbK_1J1_l Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Code® (tBC) A 2012, 2009, 2006 international Residential Code (I RC) 0: 2013 Abu Dhabi Intemational Building Code (ADIBC)t 1The ADIBC is based on the 2009 I8C..20091BC 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 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 shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (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 Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11 A 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 q.6 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 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, Mll 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)j, ASTM A653 Grade 60, high -strength, tow -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)j and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/42inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal,, Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch4ong (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-E,S rl alualion 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 warranty by XC Evaluation Semice, LLC, express or implied as ....: to arty finding or other matter in this report, or as to any product covered by the report Page 1 of 5 Copyright 0 2015 Page 3of5. ESR-1311. I... Most Widely Accepted and Trusted _... TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2lPLATE) FQ_. ..... AE - EE LUMBER SPECIES SG Douglas fir -larch 0:5 Hem fir 0.43 Spruce -pine -fir 0,42 Southern pine 0.55 Douglas fir -larch Hem -fir ...._. 0,5 0.43 Spruce -Pine -fir 0.42 Southern pine 0.55 Douglas fir -larch 0.5 Hem fir Spruce -pine -fir Southern pine OA3 0.42 0,55 AA M-16 AND Mill 16 176 121 137 126 119 64 102 98 127.. 82 75 1 07 174... 126 147 122 M-20 and Mil 20 220 195 180 190 185 148 129 145 197 144 143 137 249 190 184 200 M-20 HS, Mil 20 HS and MT20HS 165 146 135 143... 139 111 97 109 141.8 108._. 107 103 187 143 ,.. .. 138 150 For SI: 1lblin` = b.V Kra. 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 =; Platt, perperid'tculaf:to-bad!, Woos grain perpendicular to: load3AIIliq*S plates am pressed. into.the Wood for the full depth of th6ir 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 M-20 AND Mil 20 1111720 HS, M1120HS AND MT20H PROPERTY FORCE M-16 AND M1116 Efficiency PoundsCnch/Pair Efficiency P Connector' r DIRECTION Efficiency of Connector of PlatesPlates Values. in Accordance with. Section 5.4.4.2 of TPI-1. (Minimum Net Section over Dint)' Tension 2012 0.50 880 Oth59 1505 Tension @ 0° 0.70 0.47 820, 0.48 1219 Tension @_90° 0.36 1013 Values in Accordance. TPI-1 with a ppolation 1se2 Section 5.4.9 (e)] Tension Maximum .filet Section Occurs over the Joinl 1945 0>62 1091. 0 67 1716 Tension @ 0° 0.68 0.48 841 0.52 1321 tension @ 90° 0.30 849 Shear Values 761 Shear @ 0°.- 0.54 1041 0.49 574 738 0.43 0.61 1085 Shear @ 30° 1173 ... C.61 - 0.63 _. 0.79..... 936 0.67 1184 Shear @ 60° 0.73 1402 0.55 645 0.45 792 Shear @ 90' 0.55 1055 40.2 490 0.34. 608 Shear @ 1201 0.48 914 0.46 544 0.3 537 Shear @ 160° 0.35 672 For SI: 1 Iblinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, Net Section -A this line passes through a line of holes. with the maximum amount of steel for a specified orientation. For these 2Maximurn Net Seetiori - A line through the plate's tooth pattern plates, this line passes through a section of the plate with no holes. Page 5. of 5 ESR.-1311 .1 Most Widely. Accepted and -Trusted. _ 0125' 0.2Ur OAW 0 38 3.2m}m 4 m m }1-2 77+mm 9 3 mn eo A A 00 Gog BOB Ono 050 Ono 000 ODD a €0a 0 -- M-20 HSI Mil 20 HSI MyT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES EVafuation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. wwwkc-es.or (800)423-6587 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: of this evaluation report supplement is to indicate that MiTele Truss Connector Plates M-16, MII 16, M-20, MIIThepurpose 20, M-20 MII 20 evaluation and MT20HST"', recognized in IMES master report ESR-1311, have also been evaluated for compliance with the codes noted below,. Applicable code editions: A 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2 0 CONCLUSIONS The MB ek®Truss Connector Plates M-16, MII 16, M-20, MI c2o0i M 2S, Mil 20 HS, and M12UMP 0— ply with the 2014 and 2010 Florda Building2.0'througtl 7.0 ofthe:M.asfe{:e aluation repori 8ft 13I ir.. 9 g ancf tl3e0 4 and 2a )fl Florida BuAdin CpE--Rasiderrfral, provided the design and installatitir are an accordance with the lnterRplidnal E61ding. Code' 0BC): P sions<noted .in the master report. Use of the MiTele Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 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. is audited by a theForprodztctSfali'ing under Florida. Bute BN- ,verification Cotmmiss onrtfo lthe t peao'f inspections being. conducted is. e qualiIty asS.UMn6 :e appi wed by the Florida Buildingreogsibiiyot. art: ?PPraved Validation entity (or the .code` official when the teppit.holder.does not possess. an: approval byp: the Commissionj.. This supplement expires concurrently with the master report, reissued in June 2015. h -press ar im lied asCC -ES L'aJualion Reports are not to be conUrued as representing oesthetics or any other attributes not specifically addressed, nor are they to he construed as on endorsement of the subject of the report or a recomme" ctieoveared by thereporlere S no tivarran by ICC F.'aluation Service. LL,C, p P to any finding or other ataller in this report, or as to arty' p Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or (800) 423le -6587 ( (562) 699-0543 A Subsidiary of the International Code ounce DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: It 2012, 2009, 2006 International Building Code® (IBC) r 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t rThe ADIBC is based on the 2009 IBC. 2009113C 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 3A MiTek® M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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. pointch tooth is diagonally cut, The teeth are additionallytherebyformingasharpshapedintoatwistedconcaveform, 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'/4-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 MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 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 2 cross section is at its base, and twistsapproximatelyapp Y degrees to 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 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 OJ25 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 isseparatedbya0.254nch-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, CC -ES Evaluation Reports are not to be construed as representing aesthetics or airy other attributes no! specifically addressed, nor are They to be construed iid as an endorsement ojlhe subject of the report or a recommendationfor its use. There is no warranty by !CC Era/ualion Service, / LC, express or Implied as to any finding or other matter in this report, or as !o any product catered by the report.Page 9 of 5 Copyright 0 2015 Page 3 of 5. ESR-13.11 I Most Widely Accepted and Trusted _.. . TABLEHYDRAULIC-PLATEN EMB DMENT3 (IbAnCES, PLATE) 8G EA AE EE ... . LUMBER SPECIES M-16 AND MI1 US 0. 5. 176 121 137 1.26 fir -- larch 119 64 102 98 0. 43 127 82 75 ... . 107 pine - fir 0,42 147 122 n pine M40 and Mll 20 0. 5 220 195 180 190 s fir -larch .. 1 148 129 145 0. 43 197 144 143 137 Pixie - fir 24- 190 184 200 m pine 0- 55 M- 20 HS, Mll 20 HS and MT20HS 0. 5 165 . 146 135 143 s fir -larch 139 111 97 109 r OA3 108 ._ 107 103 Pine fir 0.42 18a 143 138 150 0. 55 For SI: 1 ib O = 6,9 kPa. NOTES: Toothholding 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 gram parallel to load AE = Plate parallel to load, wood grain perpendicular to load in.. ioutar t01 oad eet EE =. Plette POW load, v ttd 13m P All truss plates.are:.pressed Into th .wood b r the* f lrollers.dep. or timbin ns of partial a ambedr lent rolt ei presses: and .".;aultceplalen presses use pa tiai.embedment followed by thatfeedtrussesintoastationaryfinishroller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M- 20 HS, Mil 20HS AND MT2 OHS M-20 AND Mll 20 PROPERTY FORCE M- 16 AND M11.16 y .... y Pounds8nchlPair Efficient Poundsfinch/Pair Efficient r PofConnectorDIRECTION Efficiency of Connector of Connector Plates plates Plates .. 5. 4.42 of TPI-1 (Minimum Net Section over the .lbint) TensionValuesinAccordancewithSection0.59 1505 Tension @.0°012 0.50880 820 0• 48 1.. Tension @ 90° O. 70 1013 0.47 _.... TPI- 1 vath a Deviation [see Section 5.4. e Tension Values in Accordance with Maximum. Net Section Occurs over the Join 1945 0:62 1091 0.67 1716 Tension @ 0° 0.68 D; 48 841 0.52 1321 Tension @ 90° 0.30 849 Shear Values Shear @ 0 ° 0.54 1 0.4,9 574.._.... 104 738 0 61 1085 Shear . @ 301 0.61 1173 .... 0.63 0. 79 936 0.67 1184 Shear @ 60° 0.73 1402 ..... 0, 55.. 645 0:45 792 Shear @ 90 ° 0.55 1055 ,. . - ... 0. 42 490 0.34 63 Shear@120° 0.48 914 5 0_3 0.46 537_ Shear_ 1500 0.35 672 . For SI: 1 lbCinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: with the minimum amount of steel for a specified orientation. For these plates, MinimumNetSectionAlinethroughtheplate's tooth pattern this line passes through a line of holes: Alinethroughthe plate's tooth pattern with the maximum amount of steel for a specified orientation. For these ZMaxiriti.ici' Net Section - plates, this line passes through a section of the plate with no holes. Page 6 of 6 ESR-71311 (...Most Widely Accepted and Trusted I 0 126" 0.2W 0-504" 32mm 6Anvn 127mM 10.00 000 1000 1 000 000 000 00 ago Ono Boo Ogg OGG Do A Ono vo Boo 000 DTH W20 HS, Mll 20 H,S, MT20H. S FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-1,51-I ram 0uPNtC111CriL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.m-.--ii•com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mill 16, M-20, MI120, M-20 HS, Mil 20 HS, AND MT20HST11 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, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: A 2014 and 2010 Florida Building Code —Building 111 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS"m, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe201$ :Sd 2010 Flbrrda $ufkiiltg: Code—Residwitlal;. provided the design and installation are in accordance with the International Sulfdiag Code(IB£) revisions noted'in :the._master report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, M1120, M-20 HS, MII 20 HS, and MT20HST" has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ed ICC-E$ E,,afua[ion Reports are not !o be construed as representing esthetics or any other attributes t spec cdly addressed, nor ore 'hey to express or ito heAas as an endorsement ajthe subject ofthe report or a recommendation for its use. There is no warrant b ICC Evaluation Service, Ll C, exp P d b., to arty finding or other matter in thin report, or as to arty product covered by the report. Page 1 of 1 Copyright 0 2015 f `'(''. Florida Building Code Online A I bai Page 1 of 2 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 ICI 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? Validation Checklist - Hardcopy Received Certificate of Independence FL14239 Ra C01 Indep ndf 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 WA239 R1 Ed63Y ldwy.ddf; Sections from the Code hnps://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 Sumemary of Products Method i 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: Yes EL14 R3 :11 Dwt.odf Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the R 14239 R3 AE 'Eyal.iidF' system. The required site -specific design pressure (demand) Created by independent Third Party: Yes shall be calculated by others for use with this design. Uatlr Nort . Contad Us :: J" NdRh"Manrae5treWr. TaAAhasse FL a2392 UM L&67-1L4 The State of Florida is an AA/EEO employer. {4bVTjj ht 2D07-20 3'%W of Florida.,:: Pdvm Stattsn'Mit :: Acresslbiflty Stitement :: Refund Statement rider Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request do not send Mtorec tisall to this mtity..inSt2a0:-atiMaMatttlle dikeby phoft or by tradAinnal mat. It yqu,,have aoY questions, please contactt50.467.1395. 'Pursuant to on 455.275(1). Fbirj";$tat+RM effective 6a6ber1„2 12•41tepse" lkensod C54W chsptet 455, F.S. must Provide the DepNRmtht with ab ema0 address Ir F. tsivG ona..71 ¢rt4+.ik_ provides] r"y beUsedfaro deal bananuAlcat10r1 with the, llceased,. wowever'amat addresses are public record. If You00 rqt VA511 to a person5i pmvwe:** t`leparttAept withan enjid address which can be made available to the public. l"o determine if you are a licensee under CfWpttr 455,. F.S., please dick here Product Approval Accepts: Credit Ar r https:ll,% ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOS Cei... 7/20/2015 Ilk BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE L GEOMEI RIC CENTER OF THE MECHANICAL UNIT. Q tCENTER OF MECHANICAL UNIT MUST BE z GRAVITY SQUARE OR RECTANGULARNOIRREGULARSHAPES E z xgaiw Vr L t r NAIL HOST STRUCTURE DESK' BY OTHERS SEE DESI SCI ICOULES FOR ALLOWABLE SUBSTRATES r A f "XXX```+++ccc iYP. MECHANICAL UNIT TY"' i TIE -DOWN ISOMETRIC III; OM F'T'RIC 4 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. I -SFF. DESIGN SCHFDl1LE FOR i MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TY'P; STEEL TIE -DOWN CLIPS. EE DETAIL 1111. 2J3 t 7 `FOR CLIP INFORMATION, YP. i 3' MAXI t ..... TY'P, 140IV . TIE -DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING'EXAMPLE It.LUSTRA I tS PROCEDURE USED To DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGFR, I(, FOR ANY GIVEN MECHANICAL. UNIT T!!AT CONFORMS TO THE DIMENSION RES":'RICT70NS AND DESIGN CRtTER)'A LISTED HEREIN, SEE SHEETS 4-S FOR DESIGN SCHEDULES MECHANICAL UNIT CRITERIA: CONSIDER -HE INSTALLATION OF (i) MECHANICAL UNITWITH THE FOLLOWING CRITERIA'= Vuit- 170 MPH, EY.POSUR.E W 40" TALI. X Or DEEP X 48' WIDE.., 100 LS (WEIGHT AS VFRIFIFI) By OTHERS) HISTALLEDTO 3000 PSI MIN CONCRETE WITH (1,)•2' CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CUPS) PROGrUuxr: _ __,. PROCEDURE STEP - t DETERMINE THE'CONNELTION'TYPE BASED ON THE OIAGttAMS ON S}2tT 3 RESULT CONNECTION TYaE 3 , - ..._. . B. THISINSTALIATIOfILSINTENDEDFORAVVIt-170 MPH, EXPOSURE THIS DESIGN 2 DETEIX :tNE WH[CH CES]GN SCHEDULE i'ABLETOUSE CRITERfA CY)RRF.SPCPi05 TO TA01."c 5 E 3, RETERMCNE LARGEST FACE AREA CF MFLTiANLCAL UNTf TO BE [tiSTALLEO dg^x4B"=16FC' - ,.,.,,,„„ :-..--------- THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". i. T NOTE: THIS PROtlUCT APPROVAL ALLOWS THE UNIT TO SE INSTALLED ON TOP 4 CMf.CK MAXIMUM UNIT HEIGHT' NESTRICRON Of AN A/C STANA 7HA7IS A MAXIMUM 30" T:4l1. IFAN A/CSTAND I5 UTILIZED, CHECX TO SFE THAT THE STAND OOPS NOT EXCEED 30"IN HEIGHT S 7M.. 4 Wt .L YttA•TNAH. MfR1MUH OWABIZ. I 4` THIS UNIT MAY BE TNSTALI.FD AT ROOF HEIGHTS LEES THAN OR EQUAL'LO IS :(. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 6 DETERMINE THE ALLOWABLE ROOF OP HEIGHT OF THE 1N5'TALIATION THAN 6OFT AND LESS THAN 100 FT. SEE ('I ON TABLE 5 FOR THE NUMERICAL VAI. LIES OE THIS DESIGN EXAMPLE j DESIGN NOTES THIS PRODUCT HASBEENOESIGNEOIN ACCORDANCE WITH ASCE 7-10 AND THE FLO BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE iCk THE HEIGHtS LISTED IN THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL A/C STAND (CERTIFICATION BY OTHERS) ON l'OP OF THE HEIGHTS LISTED IN THE DESIGN SCH DUI FS,. GENERAL NOTES:, 1. THIS PRODLICT HAS BEEN DESIGNED AND .SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE 5, ASCE 7-I.0. THIS PRODUCT!' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE. ZONE, 2. NO 33-1J3% INCREASE IN ALLOWABLE STRESS HAS SEEN USED IN THE DESIGN OF I HIS SYSTEM. 3. DESIGN IS BAS[O ON CI LENT PROV DED PRODtXT AND DIE SHEETS FROM TEST REPORTS s DS-. YTFL B1970i$7B PY F.STINGEVALLIATION LABORATORIES, INC.. NO SUTTTUTIONS'WTINOUT WRTTTENAPPROVAL BY THIS ENGINEER SHALL BE PERMITTED; 4. MAXIMUM & MININ'UR DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL ME'CHANICA_ SPECIFICATIONS CLEAR SPACE, TONNAGE, M.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5- FASTENERS TO BE f12 X W OR GREATER SAE GRADE 5 UNLESS NOTED OT1!F.RW'ISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BIILDFX BRAND, CARBON STEFI. ONLY, INSTALLED TO 3000 PST MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMEN IS , All. FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SHALL BE ASTM A283 STEEL (GRADE 0) WITH Fy:+33 KSI OR BETTER ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVFO COAT OF PAINT, ENAMEL OR OTHFR APPROVED PROTECTION; G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS. 7. ALL CONCRET P SPECIFIED HEREIN 15 NOT PART OF THIS CERT TFICA'I ION, AS A MINIMUM, ALL CNCRETE SHALL BE STRU'TURA1 C'ONCRETEE 4" Mill, THICK AND SHALL NAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR 14AT[RIALG TO PR VENT ELECTROLYSIS. 9. EtiECTRICAL GRCIUNb, SVHEFt JIRED, TO BE DESIGNED i INSTALLED BY OTHERS. 10. THEADEQLIACY' Of MIYEXiSTI{tG sFRViTikE TO W"KSIANO 5U0ERIM4P09ED LOADS SHALL BEVERIFIEDBY111EON5tTtDESIGNPROFESSIONALANDISNOT`INaU(1ED IN THIS CERTIFICA'TION,EXCEP7 AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11, THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPErIFIC SITE. FOR SITE CONDITIONS DIFFERENT'FROM TILE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CONIUNCRON WITH THIS OOCLIMENT. 12. WATER- TTGHTNESS OF EXISTING HOST SUBSTRATE SMALL BE THE FUI.1. RESPONSISILITY OP THE INSTALLING CONTRACTOR. CONTRACTOR SHALL E.NSUrE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER THAT AND INSTALLATION OF STRUCR:RE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS W.AI ER -TIGHTNESS SHALL BE THE FULL RESPONSIBLL: I" OF THE.. INSTALLING CONTRACTOR, 13, FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VUIt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.73 OF ASCE 7-10. I® i F X A X 3" MAX 1' CUPS TYP. I" CLIPS r MAX A .. ; i 3" MAX TYP, C' MiYP.,' i. ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE .RATE DESCRIPTION 1)5/16.0 CARBON STEEL CONCRETE: 0' THICK MIN, 3000 PSI MIN.) ITN BUILOEX TAPCON, 2Y. FULL EMBED TO CONCRETE, 3%' MIN. EDGE DISTANCE, 31%- MIN. SPACING TD ANY ADIACHNT ANCHOR I.)- 414 SAE GRADE ALUMINUM SMEET METAL SCREW TO 0 175" MIN ALUMINUM, )*R') DE (5) TN)CK, 6061 "6 PITCHES MIN. PAST MIN;: ALUMINUM): THREAD PLANE STEEL: 1)-314 SAE GRADE D.125" MIN. SHEET METAL. SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN, STEEL) PITCHES MIW PAST THREAD PLANE SUBSTRATE OPSfRI'P'ffOp '#` L.. 1}-5/16"k7 CARBON .. I 7TN 8ut(A)EX TAFCOIi( TO Y= CONCRETE. 4" THICK. MIN, 3000 PSI MIN.) 2."-ULLEMBED Cd)aY Y.0$3}}',M1M CDGE (N§fA11Cf, 3%, NINi SPAONG TO ANY AD/ACENT ANCHOR. E ED t mg5: SALUMINUM: 2)-014 SAE GRADE , SHEET METAL SCREWS TO r4 A 4 u THICK 6011-"6 ALUMINUM, PROVIDE (5) MIN ALUMINUM) PITCHES MIN. PAST THREAD FUNS 4 STEEL: 2)• 914 SAE GRADES I',m, MIN, SHEET METAL SCREWS To THICK, 37 KSI STEEL, PROVIDE (5) nMIN, STEEL) PITCHES MIN, PAST THREAD PLANE V MT 1.. EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APFUGABLE. IN ANCHOR }HEDULE, J p2, ENgURF MINIMUM EDGE DISTANCE AS NOTED j 3,. SEE UFTAi1.5 ON SHEET 3 EUR.ANtKaCHORS ATTACHiTOMECHANICALUNIT. Z O 0 Q Cl.. CONNECTIONTYPE 1CONNECTIONTYPEC2 p 2le 4uu 1" CLIP - IMLIZE ( 1) AT EACH CORNER FOR ATOTAL OF (4) PER UNIT' C2 1" CUP. UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (6) PER UNIT 1-4 W G Qm G ° H UNIT WIDTH g 6" MAX 6" MAX -: Uj z a rn a O CLIP OFFSET CI.IP:OfF$Ei }--CI:1P PAIR SPACING--4d o M..:w MECHANICAL ri 3'71- g 4'UsCLIPUNITPERSPACING SEPARATE T CERTIFICATION I All r MAX 2' CUPS 3'. MA3{ ,`YVP, - 2". CLtPS 3' MAX , TYP. .. iN TYP. r YNAX 3 y21ti% 3., MAX TyP rvP. c3 CONNECTION TYPE C3 CONNECTION TYPE C4 UTTUiE I>.) AT EACn toW; t FOR A,TOTAL OF ,(9j PE3E. z, cups • IUMIZE'12) A7 EACH -CORNEA FORA TOTAL tl.i9.yP UNtt'.: UTILIZE (4) CUPS EA SIDE OF UNIT FOR A?TOTAL OF 6) PER UNIT QALTERNATE (8) CLIP DETAIL 3 N.r. s, PLAN vlEw THIS DETAILMAY BE USED AS AN ALTERNATE.. GEOMETRIC .. PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A'TOTAL OF (6) CLIPS PER /=- UNIT. LLf5) d FOR ANY CUP LONGER THAN 10" 0.19" UTILIZE (5)-#12 SAF. GRADE 5 SHEET METAL SCREWS, TYP. 0.069 THICII D . •nASTMA28314 ySTEEL.TYP, D wG p (3)412 SAE GRADE 5 °1 O S a SHEET METAL SCREWS jn a o D FORCLIPSUPTO5" E LONG. UTILIZE (5)-F 12 q( SHEET METAL SCREWS FOR CLIPS LOWER —,,— THAN S", TYP. y"y HOLE, WM" D .. 1( 41j5f1ANCHOR FROM I* CUP ANCHOR SCHEDULE, I"YP. OTHER t l DIMENSIONS C SIMILAR) 1 1" CLIP ISOMETRIC DETAIL N T.S.. - ISOMETRIC DC THICKK D. Ii3" THICK AS''M A283 STEEL, TYP. 3)-*12 SAE GRADE S SHEET METAL SCREWS FOR CUPS 4" LONG. UTILIZE (4)- t12 SHEET METAL. SCREWS FOR j8 CLIPS LONGER THAN 4", I Nt IYWJgq Typ HOLES, NOT TO BE USE FOR BEU ANCHOIv, TYP. 3Yr FACTORY - MILLED V"O HOLES; .1V UTILIZE (1, OR (2) ANCHORS " FROM 2" CLIP ANCHOR SCHEDULE, TYP.. 2 2" CLIP ISOMETRIC MECHANICAL UNITBY OTHERS. ALUMINUM HOUSING UNITS SHALL. BE 6063-T6 MIN, ALUMINUM SHEET WITH fty=30 KSI, MIN. THICKNESS, STEEL MOUSING UNITS 1 SHALL BE ASTM A653 fy'-33KSI MIN. t: STEEL, GRADE 33, 22GA MIN, (t' 0 0299"). 0.068" THTCK, A A283 STEEL CLIP, BASE OF UNIT SMALL B6 FLUSH WITH BASE or. CLIP C40 SPACE PERMITTED, TYP. 3)-# 12 SAF: GRADE 5 SHEET METAL SCRE WS FOR CLIPS UP TO 4 5" LONG. UTILIZE (. 5)412 SHEET METAL SCREWS FOR CLIPS rl; LONGER THANE . PROVIDE (0 PITCHES MIN. PAST THREAD PANE FOR EACH SMS, TYP. ANCHOR PER s ANCHOR. SCHEDULE t _ SUBSTRATEPER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP 3 ANCHOR DETAIL 3• = 1•-0• -. _.. ..: DETAIL CLIP IS DESIGNED FOR FULL T - CONTACT 4Vi' I'M'THE. BASE OF EACH MECHANIC:AI. UNIT, TYP. MECHANICAL UNIT BY OTHERS ALUMINUM HOUSING UNITS SHAI L BE 6063 TG M N. ALUMINUM SHEET' Wr, H Fty 30 K 0 25" (3)-012 SAE GRADE. 5 SHEET MIN. .'THICKNESS STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SHALL BE ASTM A6S3 Fy 33KS[ ^11N. J" LONG. UTILIZE (4)-912 SHEET' STEEL, GRADE 33, 22GA MIN".(tz':0.0299) ( ME TAIL SCREWS FOR CLIPS LONGER THAN 4". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE U D72 OR q il. ff r FOR EACH SMS, TYP, THICK ASTM 'A2113 STEEL CLIP, TYP. OR (2)ANCHORS BASE OF UNIT SHALL ! i BE FLUSH WITH BASES PER ANCHOR f f. SCHEDULEOFCLIP, 040 SPACE PERMITTED, TYP. yyyyyy - r SUBSTRATE PER ANCHOR VARIES) . 2" TIE - DOWN CLIP 4 ANCHOR DETAIL I.-,. pETAtI CITP [ S OFSIGNEU FOR FULL CONTACT WITH THE BASE OF 11-1:H ME:..HANICAI. IWTT, TYP. 1 TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY it STRUCTURE IN'THE HIGH VELOCITY HURRICANE ZONE') ALLOWABLE ROOF -TOP HEIGH I (H) TIEDOWN CONFIGURATION TYPE SURFACE AREA OF UNIT 1. UNIT ( Cl C2 V C4 ` UNR5LARGEST HEGHT i WIQTH ` I FACE - ...}1. i24 MAX i 12 MIN t HtA f ATGAAQE ATGRADE H.,000FT 4 FT' 32 MAX 1 MIN h i1JA RtGRA6i) AT GRACE H 560 FT A H:L2AOFT {( 30H FT H5200FT .. GF7 ATGRADET'GRADE HS40 FT AT GRAD NfilJO FT 9FT' 41,MAX; 24 MIN NJA ATGRADE jII ATGMiDE Hf3RO FT I N/A AT GRACE ATGRADE t 1 a 40 FT ` N/A AS GRADE N%A ATGRADE II 70 FT N%A ATGRADE) WA ATGRADE i Fla ! ii 60 MAX 48 MIN NJA AT GRADE NJA AT GRACE , 46 !. NT e N/A N/A Al DRADESOfT' 36 FT' I tI NJA J!L NJA Ai GRADE j... THIS TABLE IS PERMISSIRLE TO BE (RED WITHIN? HE HVN2 WHICH CONTAINS BROWARD AND MIAMI-DADE COUNTIES, CHECK WITH LOCAL AUTHORITY HAVING JURISDI_ ION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAINFLORIDA f.OlIN7IE5. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY R STRUCTURE`) ALLOWABLE ROOF -TOP HEIGHT (H) TIE - DOWN CONFIGURAI[ON "IYPE SURFACE AREAOF UNIT {„ UNIT Cl C2 C3 CM1 UNIT' S LARGEST HEIGHT WIDTH FACE ' 6 FT' 24 MAX t 12 MIN N/A I H 5 200 FT IAT GRADE 60 FT II.<160 F' H TOU FT I q FY' 37" MAX r IS MIN' N/A F 15 FT GO FT 015 200 FT AT CRA7F H 5 200 FT i f AT GRADE 7 4F 60 FT<HS 200 FT HS 00 FT H5200 FT' H, LDO FI ij 6 FT' I Al GRADE H 21 FT FT k60 FT H 0 200 F H200 (1 9 FT' .43'MAX; 24"MIN ) NIA1 H52G0 FT R3700 LOATGRADEFITeHstDFTFT 1 ) 12 FT' f N/A Al GRADE I 160FT H57AD FT) N/ A H i ifq FT 16 FT' I N/A AT GRADE N/A N i 200 FT 2" F' N/A AT GRADE NJA 115200 FT 25F I N/A N/A N/A H FT GD FT<HO JO IT i ...___.........- - _ _ J 60 MAX 48" MIN ) l F.. aNJA ATGRADE 30 FT' i N/A N/A 60TRH4180FT 36 FT2 WA N/A 1 NIA ATGRADE. , AS AN EXAMPLE., THIS TABLE IS PERMISSIBLETO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL' AUTHORTY HAVING JURISDICTION FOR THE APPLICA6IU'TY OF THIS'I ABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURF IN THE. HIGH VELOCITY HURRICANE ZONE-) ALLOWABLEROGFTOP HEIGHT Hj I. TIEMOWN CGN4FIWRATI0NTYPE MAXIMUM SURFACE AREA OF UNIT UNIT { C. f2 C3 C4 1 UNTT` S..OMT HEIGHT WIDTH RACE 12 6F' 24 MAX M1N N/A AT GRADE- Af GRADE. i Ht200 F7 t 9FT' 32 t1AX 15 MIN N/A ATGRADE N/A HS3tJ FT ) 4 FT' t AT GRADE - H 200 rT 0.TGRADEH S 200 FT f 6r WA IIS15 rT ATGRADE HS200FT .T 3FI 7 48' MAX 24 MIN i WA NIA A GRADI t ATGRADE ATGRAQc Hs60 FT I N7A -^-! AT GRADE N/ A ATGR.0.DE. H A ATGRADE 20 ET NIA AT GRADE N/A ^ AT GPACF 30 FTi-...... G7' MAX 4$' MIN 1 .MI NA x ,. ,...... I AT GIF1LpE SS FT' IWA. IVA NIA .-. AT GItApE TRISTABLE ISfERMISSIBLETOBE USED WITHIN THE HVHZWHICH CONTAINS BROWARDAND MIAMI-DADE COUNTIES, CHECK WIT HLOCALALTIHORII.Y HAVING JLIRSUICIION FUR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 4 : Vult= 170 MPH, EXPOSURE 0 FOR (ISE WITH A RISK CATEGORY U STRUCTURE-) ALLOWABLE ROOF TOP Hf I'HTf T!E-OOWN CONFIGURATIONINTE MAXIMUM SUR ACEAREAOF UNIT UNIT C4 UNITS LARGEST HEIGI IT Fl WIDTH , C2 C3 Ii FACE 6 FT' 24" MAX 12 MIN i N/A H 5 2U0 FT AT GRADE 6D FT H580 FT H 5 2C0 F'?" 9FI= 32 MAX S MIN NIA Ai GRADE 60 FT H52tl FT` Nf4 Hi200 FT 4 FT' w ATGRACE PI 5 200 FT H 5200 FT v.. H 5 200 FT i CD FT < H < 100 FT,, j UF't'' N/A H5200 PT H515 FT 6G FT H 20D FT H52GU'r'I' i 9 FT' 48" MAX 24" MIN N/A HSfS FT 66FTeH S200 FT'. AT GRADE H 5 2C0 FT 222 AT ISAADE J 12 FT' N/A SOFToi 120Ff N/A H52GGFT i 16 FT' i N/ A WA, N/A H i 4U FT' 60Fl4H<C FT, 2. 0 FT' ( NIA ATISM E N/A H s 40 FT 60 FT H 20 PT ti 25 FrI NIA N/ A N/ AT GRAD 60 FTI H 5200 FT 60" MAX 48" MIN 30 FT' N/N/AHJq., NIA A7GRACE 6GFAT «__ SUO FT"? I 36Ff N/A N/AN/ A AT GRADE AS AN EXAMPLE THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL AIJ HOR:I'Y HAVING JUNISDICTION FOR THE APPLICABILITYL'F THIS TABLE R. THIN CERTAIN FLORIDA COUNTIES. ob 15-2378 J A TABLE S : Vult=140 MPH, EXPOSURE B IMP IISE WITH A RISK CATEGORY II STRUCTURE') 2 A1C6WA9LEROOF"TOaNEiLiHT.iH1- T(E-ODWNCC3NTlGVIMTIOtt'tCPt MAXIMUM SURFACEAREA OF UNIT UNIT Cl C2 C3 C4 UNITS LARGEST HEIGHT WIDTH ) FACE 6 FT' 24' MAX : H515FT 12 MIN 60 FT<HS12Q FT' H 5.200 FT y H 5 200 FT H 5.200 FT 9 FT' 32" MAX 1.S' MIN #) AT GRADE z H 5 200 FT a Hs 200 FT H 5 200 FT 4 FT' s H 9 200 FT i H 5 200 FT H 5 200 FT _ H 5 200 FT M 6FT' H540 FT 60 H5200 FT H5200 FT H5200 FT FT<H 5200 FT{ a 24 AT GRADE MIN {60 FT<H;80 F7 H5200 FT A5200 FT H5200 FT9FT' 481,MAX; ATGRADE HS200 FT Hs40 FT 60 FT 5200 FT H5200 FT12FT' I! 16 FT' I N/A H5200 FT H515 FT 60 FT<HSIOO FT H5200 FT 20 I i N/A H S 200 FT HS IS FT H 5180 FT H 5 200 FT i 25 FT I N/A H540FT ATGRADE 6Q FT < H 5 200 FT 60 FT H 5 80 FT H5200 FT a..... 60"MAX 148 MIN _._-_.., ._ .. 30 FT' N/A H 515 FT ATGRADE H 5200 FT 60 FT<H 5160 FI 36 Fr -I N/A 680 AT GRADE H!>200 FT 60 FT HR FT; TABLE 6 : Vult=140 MPH, EXPOSURE C IFOR USE WITH A RISK CATEGORY II STRUCTURE') m...._,.. . .._. ,. ALLOWABLE ROOF TOP HEIGE (H) T:F_t1hWN f(1NFIf.I IRAnnN TYPF MAXIMUM- AREA OF UNITSURFACE UNITSLARGEST HEIGHT FACE - UNIT ' WIDTH Cl 1 C2 I C3 S_ k; C4., 6 FT' 24"MAX 12 MIN I ATGRADE H5200 FT H_200 FT l H5200A 9 FT 4 32" MAX 15" MIN N/A H!; 200 FT l H 515 FT H 5 200 FT { s 6OFT<H5200 FT I 4 FT' H52DO FT H5200 FT H52DO FT H5200 FT 6 FT' ATGRADE. 60 Fi<H 5160 if1S H52(M FT H5200 FT H5200 FT 9FT' 48"MAX d"MIN ATGRADE q, H5200 FT 60FTH540FT H5200fT H5200FT 12 FT' N/A ..} H5200 FT SOFT<HSL40I ATGRADE FT. FT j. t 16 F V N/A H515 FT AT GRADE H 1200 FT p 60 FT c H 5 200 FT i 20 FT' N/A r H 5 30 J60 FT< H5200 FT A'T GR(t6P., H 5 200 FT 25 FT' I t N/A60 fT AT GRADE HS140 FT Al GRADE H _ 200FT , r..,...,. ...:'-_ W' MAX 48 MIN 30 F•1.2 N/A AT GRADE NIA. H 5 200 FT 36 FT' .. N/A... ATGRADE I.. .WA.. .6OFTi<H 5200 FT TABLE 7 : Vult=140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOFTOP HEIGHT H) TIE -DOWN CONFIGURATION TYPE MAXIMUhA SURFACE AREA OFr MINIM UNIT .r Cl C2 C3 C4 UNIT'S LARGEST )HEIGHT WIDTH FACE i 6 FT' 24"MAX 12 MIN N/A i H5200 FT Hs30FT 1 N53oo i 60FT H 200 FT AT GRADE 9FT' 32"MAX 15"MIN N/A H5200FT 60IF H5200 FT T . H 5 la0 Fr 9 FT' H540 FT H52Q0 FT N5200 FT I H5200 FT I 60 FT<H 5200 FT' ATGRADE H5200 fT NS200 FT HSZOOFT 6 FT' 6OFT<H5100FT 5 FT9FPH51 48" MAX 24" MIN + N/A H 5 200 FT i0.F7 li 5 200 FT H 5 200 FT } 12 FT' N/A H540 FT AT H5200 FT 80 FT<H5200FT 60FT H58OF7 jlowN/A AT GRADE N/ A H s 200 FT 6D FT<H5200 FT AT GRADE 20 Fr I NIA 60 fT< H5200 FT ATGRADE H9200FT 25 FT' ATGRADE ' N/ A N/ A- f H< 200 FT GfI FC<H. 80 FTC _ 60" MAX 48" MIN . ., Hs40 FT _. 30 FT2 - N/A N/A _ 60 FT H 5200 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 FT2 $ N/A I N/A N/A AT GRADE FOR THE APPLI(ABI LITY OF T'H15 TABLE WITHIN CERTAIN FLORIDA COUNTIES 160 FT < H <_ 2DO FT ; u a Z U 4 Z ge o n 0 P G J Z dot 2 p uuJ N Z° z a CD £ 15-2378 p5 ENGINEERING EXPRESS® PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is, being issued in accordance with the_ requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1{d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance standards per test report(s) #TEL 01970387A and #TEL. 09970387E-by Tills Inc. I STRUCTURAL ENGINEERING CALCULATIONS Re-sed ,En -eers lei Structural engineering calculations have been prepared which PeB 1 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 Stank 3. Minimum Unit Weight PE004d. 4. Maximum Allowable Unit Surface Area 1hfull t 4 M 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 11-88 test toratode 4 ENGINEERING E_xFt1F?C_SS 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e., engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE #!` 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM r CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 Documented Construction Value: S Lo2oo cZ3 Job Address: } Q,, Historic District: Yes No L J Parcel ID a 6c)—b 1 C) (I " C10 Residential Commercial Type of «'ork: New Addition Alteration Repair Demo Change of Use Alove Descrintion of, «'ork: Plan Revi.e,Ns' Contact. Person: Phone: Fax: Email: Property Owner Information Nam >] y— -) Phone: Street: f7C1 1C. Resident of property? City, State ZiaA 14jaa Lt om Contractor Information Title: v Name .bl ,a ( t' — `:j - j -ej Phone: ; E r 12, Street: , ' kJ Fax: 40 -% 7 1 00 City, State Zip: C::f 7 State License \'o. 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 COAMENCEMENT NIAY RESULT IN YOUR PAYING TWICE FOR EMPROVEMENTS TO YOUR PROPERTY, A NOTICE OF CONENIENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST LNSPECTION. 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 tite 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 «vill 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, .cells, pools, furnaces, toilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed kith the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code Revised: June S0.20i5 permit App licaunn 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 novernntental entities such as water manaeement districts, state agencies. or federal anencies. 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 valise 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 pe.nttit is issued, in accordance with local ordinance. Should calculated charges fr ured 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 foreaoing information is accurate and that all Nvork Nvill be done in compliance with all applicable laws reaulatina construction a aur na. Siwnarure of 0yvR1er1AHent Date Date Print OwneriA«eiu's \tame Print Conttactor`kQentt Narne SienatureofNotary-State of Florida Date Siesta t f F _ to AMY R. MORRIS Q. ` NotaryPublic-StateofFlorida Coctmission GG'185209 My Comm. Expires Mar 10, 2022 Bonded through Na tio otary Assn. Owner"AQent is Personally Known to Me or Contractor/. ent is Personally KnovN-n to Roe or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: N'lin. Occupancy Load: # of Stories: Nei''' Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Pert -nit: Yes No of Beads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: NVASTE WATER: ENGINEERIN G: COti7'MENTS: FIRE-: BUILDING: Permit Aa hcatimi LOT #: 11g CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION j Application- No: Documented Construction Value: S t' k, X.(,A, es Job Address: Reak Rus" Lrz Historic District: Yes Not Parcel.ID: 6CKT Commercial Tyne of Work: New Addition Alteration Repair Detno Change of Use El Move Description of NlVorlc: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email; Property Owner Information Name 1 A__ m Jam^ Phone: Street; Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street; 6310 MABLETON PARKWAY SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/ Engineer Information Name: Phone: Street: Fax: City, St,_ Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FARAIRE TO RE'CO'RD A NOTICE OF COMMENCEMENT MAY 'RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COM.M.ENC.EM:ENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSUTA' WITH YOUR I,ENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a hermit 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 lairs regulating construction in this jurisdiction. I understand that a separate permit nuist be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shrill be inscribed with the date. or application and the code in effect as of that !late: 5"' Edition (2014) Florida.Building Cade Revise& June 30, 20t 5 Permit Application i NOTICE: In addition to the requirements of this Hermit, 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 Sani'ord 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. a Sienal.Weof0imierlAgent Date Signature ofactor/Agent k Dat Print Owner(AgenCs Name Print Signature orNotary-State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of ID S giIaturc iTfN try-:ktate of Florida Contractor/ Agent is _ Produced ID BELOW IS FOR OFFICE USE ONLY EXP1121_ S Permits Required: Building Electrical Mechanical Plumbing Gas[:] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Mitt. Occupancy Load: New Construction: Electric - # of Amps Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised:. lune 30, 2015 Permit Application UNIVERSAL UES Project No: `I 10.1401008.0000 Workorder No: 0367476-3 ENGINEERING SCIENCES Report Date: !4/3/2018 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Report Client: U,ES Tiechnician: Christiarh,,Acevedo 2600 Lake Lucien Drive Suite 350_ Maitland, FL 32751 cDate Tested: 04/03/2018 Project: Thornbrooke 40s & 50s, SF HouseLots Area Tested: Lot # 159-488 Red Rose Lane Tvne of Test; Material: Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximumptimum Density pcf) Moisture Field Dry Density pcf) Field Moisture co) Soil Compaction Native De th pinch) Pass or Fail 11 South Footer 0-1 ft 108.3 10.7 102.8 6.7 95 N/A Pas: 12 North Footer 1-2 ft 108.3 10.7 105.5 7.3 97 N/A Pas: 13 West Footer 1-2 ft 108.3 10.7 104.9 7.1 97 N/A Pas: 14 Northeast Corner of Pad (TOF) 1.2 ft 108.3 10.7 105.6 7.6 98 N/A Pas: 15 Southwest Corner of Pad (TOF) 2-3 ft 108.3 10.7 107.0 8.0 99 N/A Pas: Remarks: ( TOF) Top of Fill he D..h Gn o 4 i...ra. hr oU ___'+o __ c..hm;Huil o........5'A+ #;ter ..m .4— ..f ,.... i.ho..M ten./ CITY OF SANFORD BUILDING. &, FIRE PREVENTION k ..PERM-IT•APPLICATION Application No: Documented Construction Value: $ :' Job Address: :C (S Historic District: Yes No Parcel ID:. Residentiato Commercial L Type of Work. New8 Addition Alteration Repair Demo Change of Use 4 •Move Description of Work:1, Rs l! Plan Review Contact Person: I Title: Phone: `k 1-5 rj 001 Fax: O-333-3 _3 Email: YtU C J1vr. C rt - Name Street: O((QC) City, State Zip 1 - Name _ o -, Street: `D City, State Zi Name: Street: City, St, Zip: Bonding Company: Address: Property Owner Information 1 Phone: ) pt Resident of property? Contradfa Information il-- Phone: ULU,_ Fax:. qDl- J State License No.: C 1- 5 pL4L/' O 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: 5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 0:'" 40 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 permitisubmittal. A copy ofahe 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. OVVNER'S AI'FIDAVIT: I certify that all of the foregoing information is accurate ylworkwill be done in compliance with all applicable .laws regulating, construction and za' Signature of Owner/Agent Date Sig ' tcorcontractor/Agcnt- tp Print owner/Agent'sName Prjnf`Cnntrantor/Acrit+3Name Signature of Notary -State of Florida Date Signature of No ry-State of Florida Date CHERYL D AKERS MY COMMISSION # FF998962 7 „ EXPIRES June 06, 2020 lo-),. 15a. 'Flortda`Nofir`SC ¢cexom Owner/ Agent is Personally Known to Me or Contractor/Agent is _j,:Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: . Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application r WOMEN a , I k;. 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V.tcr r:.. +yGla .v ::: urn a ya+-S". r Revision City of Sanford Response to Comments Building & Fire Prevention DivisioniAPh: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # _ Submittal Date Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water tkV` l Planning Engineering Fire Prevention 0 Building Fax: General description of revision: tom.# AFL i 7B /T ROUTING INFORMATION Approvals Ok to construct single family home with setbacks and impervious area shown on plan. ;o p. RECORD CUFY DESCRIPTION AS FURNISHED: Lot 159, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. 30' UNNAMED ROAD P.B, 1, PAGE 114) S 00012'21 " E 40.00' 10' LANDSCAPE, WALL FENCE ESMT. 15.33= — — — — — 19,34= ry6? AIC LOT 159 5.00' 15.7' 5.00' COVERED v PATIO 14.3' 5.00, Cn ' N C,4 PROPOSED RESIDENCE MODEL: ANASTASIA y2CARGARAGERIGHT ti OJ LOT 158 ~ LOT 160 C 5.00' 7 ENTRY 5.00' O ZO N 1 D, ,Ti 21.3' Ok to construct single family home S.00' with setbacks and im ervious area { 16 DDRIVRIVEshown on plan. x5T q'%, rj' , QL / 25.20' 25.20' l " 1 GIs 1c r TT_ — — — — — — 10' UTIL. ESMT. V 19— — P. C. 5' CONC WALK hCURB 4 ON LOT AREA CALCULATIONS: B. B. S 000I0'44" E LOT = 4,781 SQ.FT. l LIVING = 1.467 SQ.F7. 40. 00' GARAGE = 455 SOFT. ENTRY = 71 SO.FT. RED RO,SL' LANE1 LANAI = 139' SQ.FT. BREEZEWAY= N/A SQ.FT. DRIVEWAY = 403' SO.FT. 50' R/W) A/C PAD = 18 SQ.FT. WALKWAY = 70 SO.FT. IMPERVIOUS= 54.9 % 2, 623 SO. FT. SOD = 2,158 SQ. FT. OFF LOT AREA CALCULATIONS. O R/W = 400 SQ.FT 9 PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 91 SQ. FT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY*' SIDEWALK = 200 SQ.FT. V—= PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY). SOD = 109 SOFT. LOT GRADING TYPE A REAR = 15' TOTAL AREAS: PROPOSED F.F. PER PLANS = 24.2' + SIDE = 5.0' PROPOSED INFORMATION SHOWN BASED ON SUPPLIED AREA = 5, 181 SQ.Fr, SIDE CORNER = 10' PLAN DRIVEWAY = 494 SU.FT PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.F1. CLIENT( NOT FIELD VERIFIED) I SOD = 2,267 SQ.FT. UR USIENMETYE7R-S'COTT ASSOC.) INC. - LAND SURVEYORS LEGEND - LEGEND - P . PLAT PAL • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32507 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP, • TYPICAL I. P. IRON PIPE P.R.C. POINT OF REVERSE CURVATURE I.R. IRON ROD POINT OF COMPOUND CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C. M. .CONCRETE MONUMENT TAD. • RADIAL RAD. PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES SET I.R. I/2, I.R. w/MLB 4596 N.R. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL USED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAUD. RECOVERED V.P. • WITNESS POINT 7, THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P. O. P.D.B. • POINT OF BEGINNING CALL, • CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P. O.C. • PO MY OF COMMENCEMENT PAR •PERMANENT REFERENCE MONUMENT 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. CENTERLINE FT. • FINISHED FLOOR ELEVATION N& D = NAIL 6 DISK B.S.L. + BUILDING SETBACK LINE 15. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENTITY. R/ V - RIGHT-OF-WAY BA. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LWA770N OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. ESMT. EASEMENT B.B. BASE BE 7, BEARINGS. ARE BASED ASSUMED DATUM AND ON THE UNE SHOWN AS BASE BEARING BB DRAIN. • DRAINAGE B. ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. • UTILITY CLTC. CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4585. VD. FC. = WOOD FENCE C/ B • CONCRETE BLOCK P. C. • POINT OF CURVATURE SCALE i" >• 20'-----1 1 DRAWN BY: RR4 P.T. POINT OF TANGENCY DESC, • DESCRIPTION CERTIFIED BY: ORDER No. R RA IUS L ARCDELLENGTH PLOT PLAN 09-14-17 4005-17 D • REVISED PLOT PLAN (SO. FT. CALCS.) 01-16-18 DELTA C.D. - CHORD BEARING REVISED PLOT PLAN (FLIPPED BLDG.) 03-29-18 1923-18 NORTH C J.. THIS BUILDING/PROPERTY OOES.NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" TO C USENM R, R.L.S. 4714 ZONE X. MAP / 12117C 0055 F JAME COTT, L.S 1 4801