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496 Red Rose Ln 17-3652; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 BUILDING APPLICATION #: 17-10000915 BUILDING PERMIT NUMBER: 17-10000915 UNIT ADDRESS: RED ROSE LN 496 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: DATE: December 14, 2017 21-19-30-510-0000-1610 PARCEL: TRACT: BLOCK: LOT: 3jgs OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 496 RED ROSE LANE THORNBROOKE PH 4 LOT 161 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit ROADS -COLLECTORS N/A Single Family Housing 00 1.0o0 dwl unit FIRE RESCUE N/A LIBRARY CO - WIDE ORD Single Family Housing 54.00 1.000 dwl unit SCHOOLS CO - WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit PARKS N/ A LAW ENFORCE N/A DRAINAGE N/ A AMOUNT DUE STATEMENT RECEIVED BY: SIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1- BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. 705.00 00 00 54. 00 5,000. 00 00 00 00 5, 759. 00 PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. DEC 14 F(f.. OF SANFO91TYO BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 7— S (o S 2 Documented Construction Value: $ 444-1 : 369qq2 •`' Job Address: L(-Q(P " 4,5.e- La k-e- Historic District: Yes No Parcel ID: _L9I.19-30- i!h -0000- I & 0 Residential ] Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: NOT -Tel 1#MR)M =1 1110' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: NIA Address: Fax: State License No.: CBC1257462 Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR 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 certif, 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 13 q3 , Permit Application 3 0 zS- 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. SiturefOwner/Agent Date TAYLOR MORRISQN OF FLORIDA INC Print Owner/Age n Signature of No -State of Florida t p0l y?UBttC Owner/Agent is YFS telly Known to Me or Produced ID N/A Type of ID nature of Contractor/Agent Date JOHN ASA WRIGH Print Contractor/Agent's 7 Signature of Notary- to of Flor dp,,Qy , Date Pu G R c \ SS\ 21,20 o. Xp1REe a OroN a ppCdd N Contracto/°A gent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building W Electrical R Mechanical lZ Plumbingk] Gas[] Roof Construction Type: -f fb Occupancy Use: 7 Flood Zone:.K-5 r- 2 C 't TAMED Sq Ft of Bldg: 7 S9 J Min. Occupancy Load: 1 71 # of Stories: 2 New Construction: Electric - # of Amps Zoo Plumbing - # of Fixtures 22 Fire Sprinkler Permit: Yes No # of Heads APPROVALS.: ZONING- 1 le) UTILITIES: COMMENTS: ENGINEERING: \1XTC t-'L-'LAta FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 5q •'8'/o iw p- anasfus l a, 6r— Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 3•2-3-1% Revised: June 30, 2015 Permit Application Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. JT-' '}r i_L.-:OtJi•!T'f,., JJIiT i C;t;FTR[3LLER C:LERK'S a P. ti1712C5'rQ The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. Description of property : LOT ((C Legal Description: Thornbrooke Phase -L, according to the plat thereof, as recorded in Plat Book_ I Page-fU Vof the public records of Seminole County, Florida. c ci - SC> Addresses : {1(v 0 eo - ti Sanford FLJ 2. General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed: Signature of Owner's Agent: Jghn Asa Wright Taylor Morrison of Florida Inc Sworn to and subscribed before me this by John Asa Wright Notary Public DA Clark My commission expires: 6/27/19 Serial No. FF 209108CERTIFIED COPY GR NIT IMA'LOY CLE tK r Tr F ,.I ,ru: T Cat1RT A, D G" d'fl FD' DEC 20 known to me. NotazPA0 e21 Too drs iB gi REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Addrecc! ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final U tBiNGIE' n Ins ection Descri tionMax72077PlumbingUnderround Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT <. Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 rn J CITY OF SANFORD DEC 1 2 17 F? } L & FIRE PREVENTION PERMIT APPLICATION C'S Application No • Z Documented Construction Value: $ C a ( / 3G Job Address: +q(o " 4,s-e- La Historic District: Yes No 0 Parcel ID: j •19-30-510 -0000- 1 Cn 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: 1 ' 11 ' 11 ' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanls, 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. Si atureofOwner/Agent Date TAYLOR MORRI N OF FLORIDA INC Print Owner/Age Signature of No -State of Florida F (( 90 l SS RA Nse' puetrp y Q ee a 0ct Owner/Agent is YFSn TE ly Known to Me or Produced ID N/A Type of ID 4 4,4 (=-- / -7, gnature of Contractor/Agent Date JOHN ASA WRIGH Print Contractor/Agent's Signature of Notary- of Florid pg 0a Date YM XP1RE a 5aN0°" o 9on ed cu ContractU/Wgent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps. Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: 2lg WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application Revision - a 9 City of Sanford Response to Comments ldl BAN 18 i01uildin & Fire Prevention DivisionP i, Ph: 4.07.688.5150 Fax: 407.688.5152 y,:. - 1- _ >— -- Email: building@sanfordfl.gov Permit # 3 (,5 , Submittal Date Y Project Address: xlllX kofe— lago—, Contact: Daphne Ph: 407-257-6940 Fax: 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 Building General description of revision: AP, ( ACTat &,1Q,1c,- ROUTING INFORMATION Approvals Laura Barkman T/3 / From: Kim Carter Sent: Friday, January 12, 2018 8:02 AM To: gruscott@gruscott.com Cc: Ashton-L-i-cht; Bernard Pallardy; Laura Barkman Subject: /FW: 496 Red Rose Lane - ornbrooke Ph4 Lot 161 Follow Up Flag: Follow upQ'/ Flag Status: Flagged V o From: Daphne Clark [mailto:Daphne@permitspermitspermits.com] Sent: Friday, January 12, 2018 7:59 AM To: Kim Carter <KCarter@taylormorrison.com>; Laura Barkman <Ibarkman@taylormorrison.com>; Ashton Licht alicht@taylormorrison.com> Subject: FW: 496 Red Rose Lane - Thornbrooke Ph4 Lot 161 TB 161 rejection comments. This could also be emailed to her. The Building permit for Lot 161 at 496 Red Rose Lane has the same discrepancy for the area of the garage on the plot plan and building plans. Please provide a pdf of the updated plot plan showing the correct area calculations. It think the area missing from the garage may have been calculated into the living area but we need the plot plan to shown the breakdown accurately. Thank you! Sabreena Colbert Planner Planning & Development Services City of Sanford Thank you ! Daphne Daphne Clark am-')S7-r,gan 301 S. Tubb St. Unit J1 Oakland, FI 34787 s rrs From: Colbert, Sabreena [mailto:Sabreena.Colbert@Sanfordfl.gov] Sent: Tuesday, January 9, 2018 4:58 PM To: Daphne Clark <Daphne@permitspermitspermits.com> Cc: Hinson, Eileen <EILEEN.HINSON@Sanfordfl.gov> Subject: 496 Red Rose Lane - Thornbrooke Ph4 Lot 161 1 NW1877 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: 496 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1610 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) pre D tmGp RNy y PpIU i (trc si 4t u ' = " m s i u q dre ,'ti' t`r"(rb"l) VE" n OFFICI,ALUSE O.NLY , Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway 0 The parcel is not in the: 0 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# 17-3652 Reviewed by: Michael Cash, CFM Date: January 2, 2018 a 0 I A, o Application for Right -of -Way Use for Driveway, Walkway & Landscape F _0 R I D,9 Department of Planning & Development Services www.sanfordn.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. Know what's below. 7MJWBZ0JW Call before you dig. 1. Project Location/Address: LH (P l (" d 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: AMIEW Y AXP A SM, This application is submitted by: Property Owner. pp / t y [,y Signature: r f 9 Print Name: Y444 ®i /UI ,9./ U Address: , SI e5 6 dViAlk 4*XE IIAo MAO 911V Phone: 7ZS7mb140 G7 o 4--f'y ;" . eMV_. yr%I°'*I/ Date: Fax- t',sR s3.. -B, f': : _ ae: r 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 installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonmwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the pennittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its 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 attomey's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application 1 agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: // / / Date: This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 5401.24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: September 2010 Kuw use unveway.pnr EA rJ SCPA Parcel View: 21-19-30-510-0000-1610 http://parcel detai l.scpafl.org/Parcel Detai l lnfo.aspx?PID=2119305100... can ss oi.eocx rry .. Parcel Information Property Record Card Parcel: 21-19-30-510-0000-1610 Owner: TAYLOR MORRISON OF FL INC Property Address: 496 RED ROSE LN SANFORD, FL 32771 Value Summary Parcel 21-19-30-510-0000-1610 I Owner Property Address Address TAYLOR MORRISON OF FL INC 496 RED ROSE LN SANFORD, FL 32771 Mailing 1151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District I S1-SANFORD j DOR Use Code i 00-VACANT RESIDENTIAL— Exemptions Legal Description LOT 161 THORNBROOKE PHASE 4 PB 81 PGS 70-71 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/MarketValue' 26,050 Portability Adj Save Our Homes Ad' i $0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Sales Description Date Book Page Amount Qualified No Sales 1 of 2 12/11/2017, 9:12 AM RECCiii C0 Y FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performan L 3 c Project Name: Lot161ThornbrookeAnastiaisGLN Builder Name: Taylor Morrison Ah1Fr" '. Street: % Permit Office: r FACity,State, Zip: FL , P (, Permit Number. _ 7kOwner: Jurisdiction: 6 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 (1619.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1619.00 ft2 6. Conditioned floor area above grade (ft2) 2730 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(414.5 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U-0.34 319.21 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 95.33 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.214 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 ft2 b. Conservation features 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: 77.26 Glass/Floor Area: 0.152 PASSTotalBaselineLoads: 79.96 77 77 1 hereby certify that the plans and specifications covered by Review of the plans and S7:44thiscalculationareincompliancewiththeFloridaEnergyspecificationscoveredbythis ov,04E ti,} Code. - calculation indicates compliance with the Florida Energy Code. luw PREPAREDBY: Before construction is completed DATE: 11/_1.0/_1.7 this building will be inspected for compliance with Section 553.908 ry T1' 1 1 I hereby certify that this building, as designed, is in compliance Florida Statutes. J with the Florida Energy Code. mot WET OWNER/ AGENT: r BUILDING OFFICIAL: DATE: __ % c'( DATE: - '-Lg-(8 Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/ 1012017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lotl6lThornbrookeAnastiais 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 V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 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 0.44 0 0.56 4 Floor Over Other Space 2nd Floor _-__ ____ 1112 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1810 ft2 406 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1618 ft2 N N 1111012017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 12 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1607 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # Ornt To Wall_T-ype Space R-Value Ft-In F_t-In Area R=Value 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 Wood 1st Floor None 39 2 7 8 20.7 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 72.0 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 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 nw 9 Vinyl Low-E Double Yes 0.58 0.32 23.3 ft2 10 ft 6 in 0 ft 4 in None None 11/10/2017 4:23 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 ftz 384 ftz 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 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 11/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [ ]Jan Feb jj Mar Apr [ Ma X] Jun X] Jul Au Se [ Oct Nov Dec Heating Jan Feb rXl Mar Apr [ Ma Jun Jul Aurj JXJ Sep [ Oct NovXd Dec Ventin j JanEd lX Feb X]] Mar X] A r [ Ma Junt j Jul Aug Se [X] Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ftzb. Concrete Block - Int Insul, Exterior R=4.1 1375.90 ft 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1619.00 ft2 2730 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 319.21Area ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 252.6 95.33 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 ft2 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 21.8 HSPF:8.50 3.214 ft. b. Electric Heat Pump 21.8 HSPF:8.50 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Floor Over Other Space R=0.0 1112.00 ft2 c. other (see details) R= 151.00 ft2 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Date: o- V Address of New Home:?3L L City/FL Zip: dyz Y 5 --7 Cap: 50 gallons EF: 0.95 Pstat 4xElsxAr o, FLffl(. _„54 O c01) Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/10/2017 423 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 EL- Manual S Compliance Report HEATING s AIR COMMON= 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 For: Taylor Morrison Design Conditions Job: Lot161ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17600 Btuh Entering coil DB: 75.7°F Outdoor design WB: 76.3°F Latent gain: 2848 Btuh Entering coil WB: 62.8°F Indoor design DB: 75.0°F Total gain: 20448 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 19629 Btuh 112% of load Latent capacity: 2919 Btuh 102% of load Total capacity: 22548 Btuh 110% of load SHR: 87% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19150 Btuh Entering coil DB: 69.4°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22387 Btuh 117% 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 88% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. t r'iiltSoftx 2017- Nov-1016:33:17 W 9 Right -Suite® Universal 2017 17.0,23 RSU24011 Page 1 eAnastiaisGLN\ Lot 161ThornbrookeAnasIiaisGLN.rup Calc = MJ8 House faces: N DEL I'R Manual S Compliance Report HEATING * AIR CONDrr10NING 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 Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor FIR 50% Sensible gain: 17659 Btuh Latent gain: 3079 Btuh Total gain: 20738 Btuh Estimated airflow: 840 cfm Job: Lot161Thorn brookeAna... Date: 6/4/2014 By: FJF Entering coil DB: 78.1°F Entering coil WB: 64.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASH 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: 14366 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. fltSofts 2017- Nov-1016:33:17 Wrl 9 Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 2 eAnastiaisGLN\ Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N Z,DEL- Component Constructions Job: Lot161ThornbrookeAna... Date: 6/4/2014 NUHN6+AIR CONOn1ONINO Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range ff) - 17 M ) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ff-T ft-F/Btuh Btuh/ft' Btu Btuh/V Btuh 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 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 150 0.201 0 5.69 851 4.35 651 w 433 0.201 0 5.69 2462 4.35 1883 nw 23 0.201 0 5.69 130 4.35 99 all 1126 0.201 0 5.69 6406 4.35 4901 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, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.), 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.67 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 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, w 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 220 0.091 13.0 2.58 566 1.44 317 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 30.4 911 45 0.340 0 9.62 433 10.8 485 30 0.340 0 9.62 289 30.4 911 165 0.340 0 9.62 1588 21.4 3535 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 72 0.580 0 16.4 1182 16.8 1213 5 0.340 0 9.62 51 30.4 160 1 2017-Nov-1016:33:17 WCI 9htsoft" Right-Suile® Universal 2017 17.0.23 RSU24011 Page 1 eAnasliaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House laces: N 2A-2ov: 2 glazing, clr 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 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, nw 23 0.580 1/8" thk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 21 0.390 Ceilings 16B-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 1/2" 1619 0.032 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 20P-19t: Flr 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 0 9.62 125 30.4 393 0 16.4 383 22.4 522 0 11.0 228 12.0 248 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 wri htsoftY 2017-Nov-1016:33:17 9 Righl-Suite(D Universal 2017 17.0.23 RSU24011 Page 2 eAnastiaisGLN\Loll61ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (OF) 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 (IF) 42 93 Infiltration: Daily range (IF) - 17 ( M ) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Or Area Ll-value ft, Btu hW-°F n 51 0.201 e 470 0.201 s 150 0.201 w 433 0.201 nw 23 0.201 all 1126 0.201 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31), 5O% 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 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 (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 10C-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, nw 1/8" thk; NFRC rated (SHGC=0.32); 10.5 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht Doors Insul R Htg HTM Loss Clg HTM Gain ft-F/Btuh Btuh/W Btu Btuh/W Btu 0 5.69 292 4.35 223 0 5.69 2671 4.35 2044 0 5.69 851 4.35 651 0 5.69 2462 4.35 1883 0 5.69 130 4.35 99 0 5.69 6406 4.35 4901 220 0.091 13.0 2.58 566 1.44 317 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 72 0.580 0 16.4 1182 16.8 1213 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 23 0.580 0 16.4 383 22.4 522 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 wri htsoft` 2017-Nov-1016:33:17 g Righl-Suite@ Universal 2017 17.0.23 RSU24011 Page 3 eAnasliaisGLN\Lotl61ThornbrookeAnas(iaisGLN.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 int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 i + wrightsoft" Right -Suite® Universal 2017 17.0.23 RSU24011 ICCA..eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces 30.0 0.91 11 1.74 21 0 28.0 4126 0 0 2017-Nov-10 16:33:17 Page 4 Job: Lot161ThornbrookeAna... yQaR, D E_ Component Constructions Date: 6/4/2014 HEATING ® AIR CONDITIONING ahu 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: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M ) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuh/ft-F ft2-°F/Btuh BtuhW Btu Bluhff 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 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft e overhang (5 ft window ht, 1 ft sep.), 6.67 ft head ht e s w all Doors none) Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 20P-19t: Flr floor, frm flr, 6" thkns, r-19 cav ins, amb ovr 30 0.340 0 9.62 289 10.6 317 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 30.4 911 45 0.340 0 9.62 433 10.8 485 30 0.340 0 9.62 289 30.4 911 165 0.340 0 9.62 1588 21.4 3535 1607 0.032 30.0 0.91 1455 1.74 2790 13 0.050 19.0 1.41 18 0.71 9 138 0.050 19.0 1.41 195 0.71 98 2017-Nov-10 16: age 5Wrlhtsoft9Righl-SuileO Universal 2017 17.0.23 RSU24011 Page 5 ICCA _.eAnastiaisGLN\Loll61ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N RDEL-AIR Project Summary HEATING a AIR CGNGRroNMG Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax. 407-333-3853 Web. WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot161Thorn brookeAna... Date: 6/4/2014 By: FJF Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 IF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 27105 Btuh Structure 26138 Btuh Ducts 6412 Btuh Ducts 9121 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33517 Btuh Use manufacturer's data y Rate/ swing multiplier Equipment load 1. 00 35259 Btuh InfiltrationsensibleMethod Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4300 Btuh Ducts 1627 Btuh Central vent (0 cfm) 0 Btuh Heating Cool ingg Area ( ft2) 2730 2730 Equipment latent load 5927 Btuh Volume ( ft3) 28169 28169 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 41186 Btuh Equiv. AVF (cfm) 192 99 Req. total capacity at 0.70 SHR 4.2 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 IF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Nov-10 16:33:17 Wrightsofti Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 1 4CCN... eAnastiaisGLN\ Lot 161ThornbrookeAnasIiaisGLN.rup Calc = MJ8 House faces: N Project Summary Job: Lot161Thorn brookeAna Qq A ... Date: 6/4/2014 HEATING= AIR.0091110HING ahu 1 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 Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 17222 Btuh Ducts 1929 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 19150 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg coolingg Area ( ftz) 1467 1467 Volume ( W) 13706 13706 Air changes/hour 0.40 0.20 Equiv. AVF (cfm) 91 47 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 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 15536 Btuh Ducts 2064 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/ swing multiplier 1.00 Equipment sensible load 17600 Btuh Latent Cooling Equipment Load Sizing Structure 2672 Btuh Ducts 176 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2848 Btuh Equipment Total Load (Sen+Lat) 20448 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 @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.044 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 0.86 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. 2017- Nov-10 16:33:17 Wr1g 7tSOft' Right-SuiteOOUniversal 201717.0.23RSU24011 ACCk Page eAnasliaisGLN\ Lot161ThornbrookeAnasliaisGLN. rup Calc = MJ8 House faces: N QDEL- Project Summary HEATING • AIR C NOmONA G 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 Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 IF Job: Lot161ThornbrookeAna... Date: 6/4/2014 By: FJF Summer Design Conditions Outside db 93 OF Inside db 75 IF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 9883 Btuh Structure 10602 Btuh Ducts 4483 Btuh Ducts 7057 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 14366 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 17659 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 1628 Btuh Ducts 1451 Btuh Central vent (0 cfm) 0 Btuh Heating Coolingg none) Area (ftz) 1263 1263 Equipment latent load 3079 Btuh Volume (ft3) 14463 14463 Air changes/hour 0.42 0.21 Equipment Total Load (Sen+Lat) 20738 Btuh Equiv. AVF (cfm) 101 52 Req. total capacity at 0.75 SHR 2.0 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230"++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 IF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.058 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-Nov-10 16:33*17 Wrightsoft, Right -Suite® Universal 2017 17.0.23 RSU24011 ACCP Page 3g eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJS House faces: N DEL -AIR Right-M Worksheet N[ATOUis AIR CONDFRONtNG 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: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name I Entire House ahu 1 2 Exposed wall 316.4 1t 147.4 it 3 Room height 9.2 it 9.3 it 4 Room dimensions 5 Room area 3076.0 ft2 1469.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter it) Btuh) or perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heal Cool 6 12C Osw.. 091 n -' 2.58 2.34 270 240 618 562 0 0 0 A, 2A 20V . 00 340 9:62 10.58 • 30 0 O&K 289 317 O 0 4 0 0 W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 51 51 292 223 12C- 0sw T 0. 091 e 2.58 2.34 491 431 1109 1009 0 0 0. 0 11 2A-20v 0.340 e 9.62 30:3f 30 0 289 911 0 0' 0 0. a• 2B-2fv _ _-- 0 340 e _. 9.62_ 3036 30 b 289. 911 0 0 0 V)/ 13A-2ocs 0.201 e 5.69 4.35 508 470 2671 2044 508 470 2671 2044 G 2A-2ov 1 0.340 e 9.62 30.36 39 0 374 1180 39 0 374 1180 V 12C Osw'° 0 091 s 2:58 2:34 2Z0 225 579 527 0 0 0 0 l l 2A-2ov- ; 0.340 s i 9 62 10a77 45 79 433 485 00 0 0 13A- 2ocs 0.201 s 5.69 4.35 280 150 851 651 280 150 851 651 C 2A-2ov 0.340 s 9.62 12.15 58 0 561 708 58 0 561 708 C' 2A-2ovd 0.580 s 16.41 16.85 72 144 1182 1213 72 144 1182 1213 12C- Osw 0.091 n inn w ' 2.58 o k 2, 34 n zd 49n 46n ID`i..;.. Qo y 0 9 0 0 n 0 n., 490 2ocs0.2014.35 433 2462 1883 490 433 2462832A-2ovh1.2A 0. 340 w 9.62 30.36 5 0 51 160 5 0 51 1602A-2ov0.340 w 9.62 30.36 13 0 125 393 13 0 125 393 2ov 0.340 w 9.62 3036139 0 374--. 1180 39 0 3741180 U. eui I nw, o 2310C v0.580 nw 16.41 2220 :23 ; .ya 0 .383 522 12C- Osw 0.091 - 2.58 1.44 240 220 566 317 240 220 566 317 D 11 DO I 0.390I n 11.04 11.99 21 21 228 248 21 21 228 248 61 c) AED excursion 0 0 Envelope loss/gain 21133 20452 14386 10843 12 a) Infiltration 5972 1891 2836 898 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 6 1380 Appliances/other 2415 2415 Subtotal (lines 6 to 13) 27105 26138 17222 15536 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 27105 26138 17222 15536 15 Duct loads 24 % 35 % 6412 9121 11 % 13 % 1929 2064 Total room load 33517 35259 19150 17600 Air required (cfm) 1680 1680 840 840 Calculations aoeroved by ACCA to meet all requirements of Manual J 8th Ed Wright..!. -oft' Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Nov-10 1 Page ae 1 rookeAnastiaisGLN. rupCalc = MJ8 House faces: N 1GC1i...eAnastiaisGLN\Lot161Thornb9 DEL -AIR Right-JO Worksheet HEATHO - AIR COUGUnAMiNB 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 61Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name ahu 2 2 Exposed wall 169.0 It 3 Room height 9.0 It 4 Room dimensions 5 Room area 1607.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/fl? °F) Btuh/ftz) or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw q 091n 1, a 2 8, 2.34 270 240 618 562 2A 2ov 0.340 j9 h,.=.9.62 10.5$ 30 0 W 13A- 2ocs 0.201 n 5.69 4.35 0 0 0 0 VN - 12C Osw 0 091 e 2.34 491 431 9 011 1009i12A 2ov 0 340 e , 9.62, 30.36 30 0 289 911 26-2fv e_= 3 62; 30 3.6, 30 0 289 W 13A- 2ocs 0.201 e 5.69 4.35 0 0 0 0 L-C 2A-2ov 0.340 a 9.62 30.36 0 0 0 0 W 12C= 0sw , 0 091 s R2:58 2:34 270 225 579 527 i2A 2ov0. 340 s` 9:62 1077 45 79 433 485 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 2A-20v 0.340 s 9.62 12.15 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 V1J G 12C= 0sw" 2A ?ny0 r0091 340 w = w.. 2. 58, 2 .9: 6Z 2.34 30:3630 491 a 461 p 1186 r' 289 1079 911 13A- 2ocs 0.201 w 5.69 4.3 0 0 0 0 2A-2ov 0.340 w 9.62 30.366 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 2A 2ov 0.340 w ____9.62 30_36 0 0 W 13A 2ocs 0 201 nw 5.69 4:35 0 0 0 0 L-C 10C.v:.:" r0.580 _h I916 41; 22:38 =.0 0 ._ 0 12C-Osw 0.091 2.58 1.44 0 0 0 0 D 11 DO 0.390 n 11.04 11.99 01 01 0 0 61 c) AED excursion 10 Envelope loss/ gain 6748 9609 12 a) Infiltration 3136 993 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9883 10602 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9883 10602 15 Duct loads 1 45 % 67 % 4483 7057 Total room load 14366 17659 Air required ( cfm) 840 840 Calculations aDoroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft" Right - Suite® Universal 2017 17.0.23 RSU24011 2017-Nov- 10 1 :33:17 2 eAnastiaisGLN\ Lotl61ThornbrookeAnastiaisGLN. rup Calc = MJ8 House faces: N 9 PDEL-AIR Right-M Worksheet NFATWO -ANI CONUMUNENG 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: Lot161ThornbrookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 ft 42.0 it 3 Room height 9.3 ft 9.3 ft heat/cool 4 Room dimensions 17.0 x 15.5 ft 5 Room area 1469.0 ft2 263.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (fl2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Bluh) 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 t 0 0 0 0 0 0 C 2A=2ov . . - A.340 n 0.00` 0.00 0 R. 0 0 0 0 0 M;C W 13A-2ocs 0.201 n 5.69 4.35 51 51 292 223 0 0 0 C 1 1 12C-OswI2A2ov -„ fir• 0091 9.340 e e .:, o 000'0:00 0.00 0.00 00 0 0 0 0 a.. 0 0 0 0 um __0 0 0 0 0: C C Vyt_6 13A-2ocs 2A-2ov 0.201 0.340 e e 5.69 9.62 4.35 30.36 508 39 470 0 2671 374 2044 1180 89 0 89 0 504 0 386 0 12C Osw. s i2A.2ov., 0 091 0.340 s" s 0.00: 0.00 0.00 0.000 0 0 p 0 p 0 0 0 0 0 0 0 0'K A' p' 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 12.15 16.85 280 58 72 150 0 144 851 561 1182 651 708 1213 145 58 0 86 0 0 491 561 0 376 708 0 12C-Osw -w 2A 2ov_ yt Q 091 s 0 340 w 0,00 O:OO 0 00 a. . 0:000 0 01s 0 0 0 0 a .,>0 0 Y _0 0 0 0 0' 0' G 13A-2ocs 2A-20v 2A-2ov 2A-2ov 0.201 0.340 0.340 0.340 w w w w 5.69 9.62 9.62 9.62 4.35 30.36 30.36 30.36 490 5 13 39 433 0 0 0 2462 51 125 374 1883 160 393 1180 159 0 0 0 159 0 0 0 902 0 0 00 690 0 0 F13A 2ocs 0 201 0.580_nw nw'. 5.69 16.41'. 4.35Ez 22.3823 46 23 0 130 383 99 522 0 0 0 v 000' 0- 0' 12C-Osw 11DO 0.091 0.390 n 2.58 11'04 1.44 11.99 240 21 220 21 566 228 317 248 0 0 0 0 0 0 0 0 61 c) AED excursion 10 176 Envelope loss/gain 14386 10843 3634 1984 12 a) Infiltration 2836 898 808 256 b) Roam ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 117222 15536 4442 3070 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 17222 15536 4442 3070 15 Duct loads 11% 13% 1929 2064 10% 10% 444 307 Total room load 19150 17600 4886 3377 Air required (cfm) 840 840 214 161 Calculations aDDroved by ACCA to meet all reouirements of Manual J 8th Ed wrightsoft- 2017-Nov-10 16:33:17 AC -CA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 eAnastiaisGLN\Lotl61ThornbrookeAnastiaisGLN.rup Calc = 10J8 House faces: N P DEL -AIR Right-M Worksheet HUTOW - AIR ImtJMON1M ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 13A- 2ocs 0.201 w 5.69 4.35 112 112 637 487 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov —._._ 0_340 w ._ 9.62 30.36 ---.. _4 T- - 0 ------ . 4. Calculations awroved by ACCA to meet all reouirements of Manual J 8th Ed wrightsoft" Right-Suile(5 Universal 2017 17.0.23 RSU24011 2017- Nov-10 16 33:17 AnastiaisGLN\ Lo1161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N g PDEL-AIR Right-M Worksheet NUTM - MH CONMOMNO 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 161 Thorn broo keAn astiai Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 It 10.5 It 3 Room height 9.3 It heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 3.5 It 10.5 x 11.5 It 5 Room area 19.3 ft2 120.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (It2) Load number BtufVft2-'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 N L--G 12C'Osw 2A2ov_.,,' g 0091 O 340 n 0 00 0: 700 0 00 x, 4 0 0 0 0 0 0 0 0 0 0 211%1; 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0-0 0 0 0 0 0 A 2C, Osw S , : 2A"2ov 0 Qql 0: 340 340 e e 0.00 0.00 L;-,0M 0.00 0.00 6.'00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 A4P 0 t--G 13A 2ocs 2A-2ov 0.201 0.340 e e 5.69 9.62 4.35 30.36 0 0_0 0 0 0_0 0 0 0 0 0 0 0 0 0 1 2 w_, 2X O''091 06'4340 s - V,13 00C 17 h6 A]00 0 0 0 0 0 0 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s S 5.69 9.62 16.41 4.35 12.15 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 1 2C-OsW" 2A"'26v 0091 ZoPft,,0 340 W W ow 0.00 0 ()o 1no 0' 0 0 0 _77777 0 0 0 6 0 TaG 13A-2ocs 2A-2ov 2A-2ov 0.201 0.340 0.340 w w w 5.69 9.62 9.62 4.35 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 98 0 0 59 336 0 0 0 0 257 0 0 2A-2ov 0.340 w 9.62. 30..36.. 0 0 0 0-- 3741801 13A'-2ocs1,, 6C 0201 0580 nw.' nw 64'1; 4 35 0 0 00 V-1-17 0 039 0__ 0 0 0 0 1 2C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0I-D 11DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 I'MRO-.9 1 1 74 7-o-- 0 0 0 0 0 0 F 20P-19t 0.050 0.00 0.00 0 0 0 0 0 0 6 0 2OP-,19t 0 F 22A tpI 0.989 27.99 0.00 19 0 0 0 121 11 294 777 A-7--7-7-1 7'77 6 c) AED excursion 1 461 Envelope loss/gain 0 1 1 1004 1898 12 a) Infiltration 0 0 202 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 01 1 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 4 1206 1962 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 1206 1962 15 Duct loads 10%1 10%1 0 0 10%1 10 121L1 196 Total room load 0 5 1327 2158 Air required (cfm) of 0 58 103 Calculations awroved by ACCA to meet all requirements of Manual J 8th Ed wrightsc>ft, 2017-Nov-10 16:33:17 4C-- CK Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 5 eAnastiaisGLN\Lotl61ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N PDEL-AIR Right-JO Worksheet HFAram.AlftCONDfTI0NIN8 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 161Thorn brookeAnastiai... 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 Room dimensions 6.5 x 6.5 it 6.5 x 6.5 it 5 Room area 42.3 It2 42.3 ft2 Ty Construction U-value Or HTM Area ifl2) Load Area (fie) 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 12C;Osw 0091 n 0.00 000 0 0 0 0 0 0'" 0 0. 2A= & i 0.340 o,_ n 0.00 0.00 p 0 ad d 0 0 -w ... 0 t 0 0. 0 W 13A 2ocs 0201. n 5.69 4.35 0 0 0 0 51 51 292 223 12C- Osw 2A- 2ov ', ... 0 091 0 340 e', e i 0, 00 0. 00 0. 00 000 . 0 0 r 0 0 W. <- 0 0 0 0 0 0 0 0 0, @ ..,, ... 0 0 0, W I- G 13A 2ocs 2A 2ov 0. 201 0. 340 e e 5. b 9. 62 4. 35 30. 36 0 0 U 0 U 0 U 0 U 0 u 0 U 0 u 0 12C; Osw- 2A- 2ov s r 0 091 0 340 s s sue^ 0500 0. 00 0. 00 0 00 0 10 0 u 0 0 0 0 0 0?n n T 0 0 0 0 0 0 r._ p 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 f 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 0. 201 w 5.69 4.35 61 48 2711208 61 55 315 241 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 5 0 51 160 H13A-20cs 2A- 2ov 0.340 w 9.62 30.36 13 0 125 393 0 0 0 0 RA- 2ov ----- 0_340 w 9_62 30 36 O 4..__..__ 0 61 c) AED excursion 175 10 Envelope loss/gain 578 676 993 635 12 a) Infiltration 125 40 231 73 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) 1 1703 1315 1 1 1224 708 Less external load 1 0 0 1 0 0 Less Iransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 7030 1315 1224 708 15 Duct loads 10% 10% 70 132 10% 10% 122 71 Total room load 773 1447 1347 778 Air required (cfm) 34 69 59 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1GGA wrigF? ttsoft" 2017-Nov-10 1 Right - Suite® Universal 2017 17.0.23 RSU24011 Page 6 eAnastiaisGLN\ Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet 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: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 it 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 21&0 it 5 Room area 297.3 ft2 210.0 ft2 Ty Construction U-value Or HTM Area (w) Load Area (ft2) Load number Btuh/ftz °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat Cool 6 W 11 I-- G 2A-2ov 12C; 0sw 13A- 2ocs 2A- 2ov 2A- 2ovd 12C- Osw 2A- 2ov 0. 201 s 5.69 4.35 135 63 360 275 0 0 0 0 0. 340 s 9.62 12.15 0 0 0 0 0 0 0 0 0. 580 s 16.41 16.85 72 72 1182 1213 0 0 0 0 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A- 2ov 0_340 w 9.62_ 30 360 0 0 0 0. 0911 - 1 2.581 1.441 01 01 0 01 01 01 6 c) AED excursion 367 227 Envelope loss/gain 3609 1953 963 1644 12 a) Infiltration 673 213 192 61 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) 4283 3086 1156 1934 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4283 3086 1156 1934 15 Duct loads 10% 10% 428 309 10% 10% 116 193 Total room load 4711 3395 1271 2128 Air required (cfm) 207 162 56 102 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41- wrig17t5oft'" 2017-Nov-10 i Right - Suite@ Universal 2017 17.0.23 RSU24011 Page 7 MCA... eAnastiaisGLN\Lot161ThornbrookeAnasliaisGLN.rup Calc - MJ8 House faces: N 9 QDEL-AIR Right-M Worksheet MATING. AM WIRWHINING 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 161 Thorn brookeAnastiai 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 Ll-value Or HTIVI Area ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) I or perimeter (f t) Btuh) or perimeter (f t) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V#2, : 12C;O W 6_,_ 2A-26v" A 091 V'S4t)• a00 no O.'00 Vdd 0 b 0 0 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 11 VY; , 1 '?C -OSIN" 2A-2ov, 26-2fv ............ 0-091 3 '340 0_340 e- e 0.00 0'00 O 00 111111 1"'_'121 0.00 60 0,'-',' 0. 00 0 guO 0 0 A 9 0 0 I-, s 0 N" -0 0 0 q 0, 0 W 13A-2ocs 0.201 e 5.69 4.35 0 0 0 0 135 135 770 589 L_13 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 Osw ao9f U40 S' 0.00 b 0.00 0 0 0 0 re 0 I 0 00" 0 0 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 2A-2 v 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 2A-2ovd 0.580 s 16.41 16.85 0 0 0 0 0 0 0 0 V, 12C-Osw 0.091, 0.00 OW 0 0 0 0 0 r 0 '%o 0 L-Z 2A, 2ov V, 0;340 0 21Vbd 0 0 0 0 0 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 4 10 9?4 W; 5 69 16 41 02. V ojf 0 ZT7=,""-d1 . 71 0 6 N, jt* 001b 30 i33 ti 99 522 q-D 12C-Osw 0.091 2.58 1.44 0 0 0 0 240 220 566 317 I 1DO 0.390 IT 11.04 11.99 0 0 0 0 21 21 228 248 68 -30ad 0.91 21 F 20P-19tjj 0.050 0.00 0.00r- 0 0 0 0 0 0 0 0 F ___20P-19t 0.050 6.60- 0- 0 0- 77-G P 5>9A-tH Pi r n n sna i4 14.11 n 6 c) AED excursion 1 169 Envelope loss/gain 01 1 2631 1628 12 a) Infiltration b) Room ventilation 0 0 010 374 0 118 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 5 0 0 1200 Subtotal (lines 6 to 13) 0 4 3005 2946 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 10%1 10%j 0 0 0 0 0 0 0 0 410 17%. 1 27%1 0 0 0 3005 507 0 0 0 2946 805 Total room load Air required (cfm) 0 0 501 3512 154 375' 179 Calculations ar)Droved by ACCA to meet all reauirements of Manual J 8th Ed Aj- VVrightsollt- 2017-Nov-10 16i33:17 41--Ck Right -Suite® Universal 2017 17.0.23 RSU24011 Page 8 e AnastiaisGLN\Loll6lThornbrookeAnas(iaisGLN.rup Calc = MJ8 House faces: N i,- DEL -AIR Right-JO Worksheet NEMrM.AMCONMOMS 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: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area ahu 2 169. 0 it 9. 0 It 1607. 0 ft2 second suite 30. 0 it 9. 0 It heat/cool 14. 5 x 15.5 It 224. 8 fl2 Ty Construction number U- value Btuh/ ft2-°F) Or HTM Btuh/ ft2) Area ( ft2) or perimeter (ft) Load Btuh) Area ( f12) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw - e 2A- 2ov _.mow 0 091 0. 340 n n,; xn2 58 9. 62 2. 34'" 10. 58 270 30 240 0 618 289 g 562 z sx'.X&•317 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 1 1 28- 2fv 12C- Osw 2A 2ov 0 091 b 340e 0. 340 e 3ae.-' 2 58 9 62- 9 62 2 34 30 36 3Q36 y 491 e- 30 30 431 0 0 1109 289 289 c x •. 1009 911 911_ 0 0 0 0 0 0 0 0 O 0 0 0 O Vf/ G 13A- 2ocs 2A- 2ov 0. 201 0. 340 e e 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C Osw ,. 2A. 2ov. - 0 091 0. 340 s sz; 2 58 9: 62 2 34 10. 77: 270 45 225 79 579 433r 527 485 140 30 11 026 282 289 257, 323' U J 1- G C 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 201 0. 340 0. 580 s s s 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 091, 0. 340 2. 58 491 4 9`'_ 6 297 144 27T12C0sw 455' G CGI 13A- 2ocs 2A- 2ov 2A- 2ov 2A- 2ov 0. 201 0. 340 0. 340 0. 3.40 w w w w 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1 3A2ocs, 10C v '= 20.580 0 201 nw nws-I 0 00_ 0.00 no 0: 00 0 0 0 0 0 s . 0.,,,,, 0 0 0 0 0 ti. O 0; r , 0 0, w,. 0 R D 12C- Osw 11 DO 0.091 0.390 n 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B= 30ad; , .. 0.032 0.91 174 1607 i1:607,-„ 1455 2790 225- 225 204?, 390i F F 20P- 19t 20P-191 0.050 0 050 1.41 1.41; 0.71 s0 71:.._._ 13 138 13 138 18 195 9 98 0 0 0 0 0 0 0 F 22A- lpl -_ 0.989 0.00 0.00 0 0 0 0 0 0 0_ 0 4.d f ahu- 9y r; la,,,:'.:. T,. r........ Eu_ 6 c) AED excursion 0 62 Envelope loss/gain 6748 9609 1216 1634 12 a) Infiltration b) Room ventilation 3136 0 993 0 557 0 176 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 9883 10602 1773 1810 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 1 45% 67%1 0 0 0 9883 4483 01 0 0 10602 7057 45% 671% 0 0 0 1773 8041 0 0 0 1810 1205 Total room load Air required (cfm) 14366 840 17659 840 2577 151 3016 143 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig ft is oft- 2017-Nov-10 16:33:17 C1a Right -Suite® Universal 2017 17.0.23 RSU24011 Page 9 eAnastiaisGLN\Lotl61ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N i DEL -AIR Right-JO Worksheet HEATING < AM COMMON{NG ah 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 Job: Lot 161Thorn brookeAnastiai... 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 If heat/cool 9.0 It heat/cool 4 Room dimensions 9.0 x 6.0 It 11.5 x 6.0 It 5 Room area 54.0 ft2 69.0 f12 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool W 13A 2ocs 2A 2ov 0. 201 0 340 e e 0. 00 0. 00 0.() 0 0 00 0 0 0 0 U 0 0 UI0 0 U 0 0 0 U 0 12C Osw 2A- 2ov .>; Aso- TO 091 0 340 s,,, 5 2: 58 9: 62 W4' Q 2 34 w-, 10.77 0 T 0 0 T -- 0 0 0 f 0 0 0 0 0; 0 0 0' 0- 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 2A 2ovd 0. 340 0. 580 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 091 02432 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 20v 0.340 w 0.00 0.00 10,00 0 0 0 0 0 0 0 0 2A- 2ov 0.340 w 0.00 000 0 0 0 0 0 0 0 0 2A- 2oy 0.340 w— 0.00 0 0 0 0 0 0 0 D 111 DO sw I 0.390I n I 0.00I 0.00I OI OI OI OI OI OI O I 0I 6 c) AED excursion 1-31 39 Envelope loss/gain 258 253 329 323 12 a) Infiltration 167 53 213 68 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 01 0 Subtotal ( lines 6 to 13) 424 306 542 391 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 424 306 542 391 15 Duct loads 45% 671/. 193 203 45% 67% 246 260 Total room load 617 509 788 651 Air required (cfm) 36 24 46 31 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft'. 2017-Nov-10 16:33,17 iGGA Right- SuileO Universal 2017 17.0.23 RSU24011 Page 10 eAnastiaisGLN\ Lotl61ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HfA1H4Ha AB1f1UHtN8 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: Lot161ThornbrookeAnastiai... Date: 6/4/2014 By: FJF Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft` 2017-Nov-1016:33:17 Ck Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 11 eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N q ®EL -AIR Right-JO Worksheet I"YO O * AIR COMI100I00 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: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 it 11.5 It 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 13.0 x 11.0 it 11.5 x 11.0 It 5 Room area 143.0 ftz 126.5 it' Ty Construction number U- value Btuh/ ft2 °F) Or HTM Btuh/ ft2) Area ( ft2) or perimeter (ft) Load Btuh) Area ( tl2) or perimeter (ft) Load Btuh) Heat I Cool i Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 13A 2ocs 0.201 e 0T_G.00 0.00 0 0 0 0 U U U u 2A 2ov 0 340 e 0 00 0 00 0 0 0 0 0 0 0 0 a 12C Osw „ 0.091 s 2 58' 2.34 00 0 - - 0 0 0 0; v 0 2A 2ov E,. , .,,.. 0.340 s ' : 9.62 10.77 , . ",,.0 ' 0 ' 0 0 -.0 .Y..,.. V1/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 IL G 2A 2ovd 0.580 s 0.00 0.00 0 0 0 0 0 0 0 0 1N12C Osw„' 2.58, .. 2 34 0 0 0 0 0 10 1= c 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 0 0 0 0 0 0 2A 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2ov ..... 0.340 --w._. 0.00 0.00 -- 0--...---- 0------0 —._._ 0 0 0 0 _ 4. 01 D111DOsw I 0.390I In 0.00I 0.00I OI OI OI OI OI OI O I O 61 c) AED excursion 1-93 1196 Envelope loss/gain 793 786 593 1498 12 a) Infiltration 445 141 213 68 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) 1238 927 806 1566 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1238 927 806 1566 15 Duct loads 145% 67% 562 617 45% 67% 366 1042 Total room load 1800 1543 1171 2608 Air required (cfm) 105 73 68 124 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed f- p- wrightsoft" Right-Suite(t7 Universal 2017 17.0.23 RSU24011 2017- Nov-10 1R6a33:117 ACCA eAnastiaisGLN\Lot161ThornbrookeAnasIiaisGLN.rup Calc = MJ8 House faces: N g DEL -AIR Rig t JO 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: Lot 161ThornbrookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wallI 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 Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross N/P/S Heat Cool 61 c) AED excursion 1146 58 Envelope loss/gain 956 1935 363 556 12 a) Infiltration 380 120 65 21 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 1 10 Subtotal (lines 6 to 13) 1336 2056 428 577 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1336 2056 428 577 15 Duct loads 1 45 % 67%j 606 1368 45 % 67 % 194 384 Total room load 1942 3424 622 961 Air required (cfm) 114 163 36 46 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsOft"" Ri ht-Suited Universal 2017 17.0.23 RSU24011 2017-Nov-10 16:33:17 AGCP g Page 13 eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N DEL A1R Right-M Worksheet HEATING = AIR M1413 IONINB a /_ 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: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name o bath 2 o wic 2 2 Exposed wall 5.5 It 7.5 ft 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 5.5 x 14.5 ft 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 (ft2) Load number ( Btuh/ft? °F) (Btuh/ft2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat cool I Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 t 12C Osw : 2A- 2ov q 091 0. 340 n r. n,,^ 2. 58 9r62 2. 34 10` 58 0 0 0 0 0 0 0 0 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 1 1 W L-- C' 12C- Osw 2A- 2ov 213- 2fv 13A- 2ocs 2A- 2ov 0 091 0 340 0 340 0. 201 0. 340 g e e.: k e e 2. 58 9. 62 9 62 - 0. 00 0. 00 2 34 30 36 30. 36 0. 00 0. 00 50 0 0 0 0 s . 50 0 0 0 0 127 0 0 0 0 116 0, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 12C Osw , 2A 2ov 0 091 0. 340s s 2 58 9. 62 .,, 2. 34 10. 77 b ., ,,, 0 0 0 p 0 z:--. 0 0 0 y' c; „ , 68 0 68 0 e „ 174 0 158' Q W 13A2ocs 2A 2ovd 0. 201 0. 580 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C Osiv 0 091 w; 2:58 2.34 0 0 p 0 0 p d4U w - y.4"L 3U_3G W U U U fie ., . U r; t• U U U13A-2ocs201w0.000.0000 0 0 0 00 0 G2A- 2ov 340 r000.340 w 0.00 0.00 0 0 0 0 000 01 3G2A-2ov 340 w 0.00 0.00 0 0 0 0 0 0 002A-2ovw0.00 0.00 0 0 0 0 0 0 0 0 D 1 12C-Osw 11 DO 0. 0911 - I 0.001 0.00 0. 390 n 0.00 0.00 0 OI 01 OI OI 61 c) AED excursion 1-31 25 Envelope loss/gain 313 280 243 206 12 a) Infiltration 102 32 139 44 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 01 10 Subtotal ( lines 6 to 13) 415 312 383 250 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 415 312 383 250 151 Duct loads 1 45% 679/6 188 208 459/6 67%1 174 167 Total room load 603 520 556 41 Air required (cfm) 35 25 33 20 Calculations aDoroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsof - Ri ht-Suite® Universal 2017 17.0.23 RSU24011 2017- Nov-10 16:1 ACCA g Paggee 14 eAnastiaisGLN\ Lot161ThornbrookeAnastiaisGLN.rup Calc = MJS House faces: N DELAIR Right-M Worksheet ftH"TMxpffi1M1Ns ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot161Thorn brookeAnastiai... Date: 6/4/2014 By: FJF 1 Room name o we 2 2 Exposed wall 11.0 ft 3 Room height 9.0 ft heat/cool 4 Room dimensions 4.0 x 7.0 ft 5 Room area 28.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ft? °F) Btuh/ft2) or perimeter ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw ,,F = 0 091 n i 2:58 2.34 0 0 Oi 0 0 2A. 2ov 0340 n.s=; , 9.62 10.580' 0 00 VV 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 1 2-C-Osw 0091 e" 2"58 kk „2.34 36 36-' 93 84 1 1 2A 2ov 0.340 e'' 9:62,30.36 0 0 0 0 IwI 134 2ocs 0 e 0.00 0.00 0 0 0 0 Ci 2A 2ov 0.340 340 e 0.00 0.00 0 0 0 0 1 J ,a, • L Osw 0. 091 340 s 62 2: 34 0. 72A 63 48 124 1, 44 112012C n,. 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 CGG 2A- 2ov ZA- 2o vd 0. 340 0. 580 s s 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 012C Os4v - 2At-GV2ov_ . _ Q0 091 0 340 W ' w . 2. 58 9.62 30.36 2.34 0 0 0 0 0 0. O VV JJ 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 G 2A- 2ov 0.340 w 0.00 0.00 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 L_CG 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 i 3A 2ocs' 10Cv ... 0. 201 0.580 nw nwi 0: 00 0:00 O OQ 0.00 0 0 0 0Y q 0 K r, p;. k „ 0 0 a I- 12C- 0sw 0.091 0.00 0.00 0 0 0 0 D 11D0 0.390 n 000 0.00 0 0 0 0 61 c) AED excursion 28 Envelope loss/ gain 426 399 12 a) Infiltration 204 65 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 630 463 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 630 463 15 Duct loads 1 45 % 67 % 286 308 Total room load 915 771 Air required ( cfm) 54 37 Calculations approved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft, 2017- Nov-10 16:33:17 ACCA Right - Suite® Universal 2017 17.0.23 RSU24011 Page 15 eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN. rup Calc = MJ8 House faces: N S > Duct System Summary HEATING - MR. CONDritowo a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot161ThornbrookeAna... 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 0.148 in/ 100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 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 2128 56 102 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4711 207 162 0.183 8.0 Ox 0 VIFx 36.2 95.0 SO kitchen c 3751 154 179 0.212 8.0 Ox 0 VIFx 18.0 95.0 st1 mstr b1h h 1324 58 26 0.160 5.0 Ox 0 VIFx 40.3 110.0 st4 mstr rm h 4886 214 161 0.148 8.0 Ox 0 VIFx 52.0 110.0 st4 mstr 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 SO pwdr h 1347 59 37 0.199 5.0 Ox 0 VIFx 25.5 95.0 sti study c 2158 58 103 0.164 6.0 Ox 0 VIFx 36.2 110.0 st4 util c 1447 34 69 0.199 5.0 Ox 0 VIFx 25.5 95.0 sti Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st4 Peak AVF 331 291 0.148 421 12.0 0 x 0 VinlFlx st1 SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx Wrl htsoft 2017-Nov-10 16: age 1QRight-SuiteO Universal 2017 17.0.23 RSU24011 Page 1 tCCK...eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N Return BranchTDetailTabfeah ... 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 htsoftzI'1 2017-Nov-1016:33:19 W I-- 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCK_.eAnasliaisGLN\Loll61ThornbrookeAnasliaisGLN.rup Calc = MJ8 House faces: N 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 I Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk loth 3 h 788 46 31 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2608 68 124 0.203 6.0 Ox 0 VIFx 33.0 85.0 st3 o bath 2 h 603 35 25 0.209 4.0 Ox 0 VIFx 29.7 85.0 st2 o we 2 h 915 54 37 0.200 4.0 Ox 0 VIFx 35.0 85.0 st2 o wic 2 h 556 33 20 0.206 4.0 Ox 0 VIFx 31.5 85.0 st2 o wic 3 h 617 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 1800 105 73 0.206 6.0 Ox 0 VIFx 31.5 85.0 st3 rm 3 wic h 510 30 20 0.202 4.0 Ox 0 VIFx 33.7 85.0 st3 rm 4 C 2817 132 134 0.281 6.0 Ox 0 VIFx 15.5 70.0 second suite h 2577 151 143 0.223 7.0 Ox 0 VIFx 22.7 85.0 st2 stairs c 961 36 46 0.306 6.0 Ox 0 VIFx 8.6 70.0 D4. SuPpIYTrunk Detail Table s... Trunk Htg Clg 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 0.202 492 9.0 0 x 0 VinlFlx wri htsoft 2017-Nov-1016:33:19 g Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 ACCK ..eAnastiaisGLN\Lot161ThornbrookeAnastiaisGLN.rup Calc = MJ8 House faces: N ReturnBranchDetaif Table ` AA a ... W y r 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 i i1tSO1 5 2017-Nov-10 16:33:19 wr H 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 4 ACCK _.eAnasliaisGLN\Lot161ThornbrookeAnasliaisGLN.rup Calc = MJ8 House (aces: N FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 161ThornbrookeAnastiaisGLN 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 airtight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge@ - USRCSB v5.1 11/10/2017 4:23:26 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 161Thorn brookeAnastiaisGLN 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: Single or Multi Point Test Data HOUSE PRESSURE FLOW: Leakage Characteristics CFM( 50): E LA: Eq LA: ACH: ACH( 50): S LA: R402. 4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open, 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: 111E S7'4 , 0 11/ 10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)UI ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/10/2017 4:23 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'/2 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. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/10/2017 4:23 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 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. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/10/2017 423 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS IF k OEM 7% I - 31' S3' WINDOW CALL OUTS l7 S51' 76' 39' 3 P SH 037 54 11511 31511 B5 0335 1354 33w k 5N N 5N 1 a N SN Z_ 63- Q 55144 67B5 155a B N 3 R' 16 614 67 36,44 16 °JI 36 SN k 6C. vERFT MJ WaF—StO FOR ALL"016, y1 LLr %51g5 40 WTALLATI HAT v4Rf PER lAlFACSER 40 5KCFICA'M rera41 nArura p - 6w WFx40.,•PAM ue,et w'o9A Oc NrN=matmMp fis nnu ,wrt ura eroun n TRAY CEILING SECTIO aduct—LI. TOP S x..„.. 1 to wall cap "` '' 3" bath duct w/fan to wall cap 2.0 TON W/5KW 8240V 1PH W/fan 42X42 A/C SLAB 18x11plen Nutone 696RNB Nut ne 9 RP plat£ orn by O BYBLDRMINbearo ZERraRaRPascRsnLEawDw IY# D rs6cA1: us-sl, L4'e•ENrcvn, cR ilYtD 2' FROM WALL 6 oleo/s=1'o uv wa w" re (D, NrO u3 GIAY-F5J btl btlD w rx>af wITri rl M. IOx6• d\ PORQi.. aewawu rort O 5' 10 6 r 12• Ili TM iw.. bngea l IFAap ia OWNER' S SUITE 16D e' u'-x• lr M a n T 10 no_ ° a n6' rs I I O Bxe rag v Q rA,ta y s- i rur nJ4xe lwcd r 4• d, Y 1 6' 10 D r 12 YER ael ro 16x16 8 B 1wc Bx4 1wc YO wv, ran i rn g x4 I O Iww: I 6• T 18•xl2' m A A I I ,, ,, L. A TYP. ARCHWAY Q_ 6D 1ox6 14xB Too 1wc 2CAR GARAGE 111 a 1 r a. w•.ro• ii0 LANAI Oa_s— GATHERING Room e' DIN G III KIT EN r a . I a -ate gI vowwr. c- a T an 1130 I 81 as 14. 8 U lwcd II rc.s: am s.r ne.d ur. wa O IH— au Cl 0 __J Iwc I NI ur. r Oi 186+rowmw ut Transfer ducts/ grilles sized Irb atie onpllnnce with Florldn R¢sldentinl Bull ding Code - M1602.4 Balanced tan 1— a. ran m 0. Arareuxrs Return Alr, a ce pt Ions 1-3, Bulid r at provide un estricte6 1 Inch undercut on doors to habltable i i • i 51A61 W1E5 4 4 4 u,tauz artl •o r<ua. c wru Avvuw AT— rLm. uaawrm is xwra Le : Y oc tora6bJp6v ox BLxx a PaN ra ur u.uv•o wraan^Iw4 xn1 n .sue: x m eo,aa uw nr eal . , ur ww xar. wo nr wl . ,1r ra; .uA wn ua lironw w•., rromue° rta'A'.wP,w u""DRm.x ra'` wau unli4ro. eaaarwr,nvea amauowa:oxartmx Must havenninimumclearance of 4 Inches around the air honeller per the All duct has on r=6 Insulation value, A. FLOOR ST¢30iURA s o- Lo-Pa Iw r iFL O M O v nxiww rv.Kitre xtwrt O i ill U wxq wu,{rur rtr O n bOPg` ua¢ o uQaw,,xnwaim ro nrsA 9u, oa r'u ewi»si9e w U S STRUCNRALNO wl nta fort W.14w earn b91DU ¢/da EffVdro MFkvRYYL, tort M, Q Q Q Q Q Z ti f— C: C r lD W V O Q 0 Q C nJ QUO Rating o r R - Val m INW • • > ZJ Z QO Q ZO] a_ J (n 0 0 d70' N 9NFG 7015Fa MOF6. 406FG. Ie SSA 'Lea ffi10 Fi 307E FG b70 F4 QIi6' IF3mw 7m3mw 3mlmw 1030w Z iB' IBImw 70bw 30bw 10Ww 3 zm' WW ?O50W 305051 <omw v 1— 54 7mcm w 3mEm w 4w w ut * Gc v RFr WZ4 OFMW.5 FOR ALL Moal6, W OPDCW 517F5 k0 PGIA-1 AiIPI MAT VARY F R O YJNFALTJRER A 5-ECFIC 70a REF -ER 10 kOOR FLANS FOR STYE OF IpPM USED (SeY:: N1G 5H CA5ErW- Cell, OR RXED iA55- FGl oaw 3" bath duct to roof cap Transfer ducts/ llles sized In 2.0 BDNO V1p5 V f?240v IRH w/fan compllonce with Florid, Resldentlol bldrforn byO BalancedNutone696RNBRetrilnlArlC_eptbns2I3. Build— cale a/s•=rB•must provide unrestricted I Inch r- ._.... undercut on doors to habitable b R4 34512.6 Iwcd SECOND SUITE p-P Mr a If7' 4. 4' 6j s yxi 8.4 tiK35w z16 rng It l _4 z16 a&- 26.16 r g fhff 6 CD 6' 10.6 BOCcl 1O.6 -.1 l ,a BO 3" bath duct to roof cap w/fan Nutone 696RNB f I7fCF 1,TL 7jF ifIL 0 Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has on r=6 Insulation value. V s O h OV CO 6 v xu uo r sws,x iix, STRUCK Q Q Q Q Q im xenYnao zO D Ld o Q o O a, ED — Z RJ I M ( \ I-- CD ill O= Q J ,D I Rating zo } w z o z o w 3 Q m Q D J O D Q CC4mEL —1 (n 0 V r: 3" WASTE LINE FROM ZND FLOORQ i TERMINATING TO THET 1ST FLOORR STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL 877-906-1113 a I ffirl A 0L) AN ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS UPDATED 5-8-2012 MODEL: 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 25851 3 volt/amps 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 misc misc 34355TOTALOTHERLOAD FIRST 10KVA@100% 10,000 REMAINDER @ 40 % 9742 LARGESTLOAD 15572 TOTAL LOAD 35 314 V.A./ 240VOLTS= 147 SIZE RECOMMENDED 200 I MINIMUM PER 150 SERVICE SIZE: NEC TON QTY KW 2 4032 10000 6500 0 2.5 5040 10000 6500 0 3 5280 10000 6500 0 3.5 6168 8000 5200 0 4 6888 8000 5200 0 5 10 KW SETUP 8160 10000 6500 0 0 4.308333 AC EP1 35.5 12 2.958333 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 PQOL 'REWIRES QTIZ AMPS lln :. 24D W ,. 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. DESCRIPTION AS FURNISHED: Lot 161, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida.RFCCRD COPY PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. p 17.365 2 30' UNNAMED ROAD P.O. 1, PAGE 1 14) ZBr;1fN DATE. S 00012 21 " E Ok to construct single family ho40. DO' me with setbacks and impervious area 10' LANDSCAPE, WALL shown on plan. Q & FENCE ESMT. n p y. 8 i1(7n 19.36— 19.38' C 161LOT — A 5. 00' - - 1 S. 7' COVERED PATIO pj G 0 LOT 160 5. 00' 5. 00' 91 272. 64' P. C. I 14. 3' N PROPOSED RESIDENCE MODEL: ANASTASIA 2 CAR GARAGE LEFT 5. 0 ENTRY 5. 00' LOT 162 Cb 5. 00' o Y r 21. 3' 16' DRIVE 25. 20' 25.20' 10' UTIL. ESMT. 00 1 5' CONC WALK C- UR-8—rl DRAINAGE 13. I3.) S 00*10'44" E INLET PLANERLIVING 1,467 SOFT. 40. 00' GARAGE 455 SOFT-. ENTRY 71 SO. FT. n C / L Ol Ll1 N LANAI = 139 BREEZEWAY = SQ. FT. SQ. F7. JDRIVEWAY4NIA03403SQ:F7. 50' R/W) A/C PAD 18 SQ.FT, WALKWAY = 70 SQ.FT. IMPERVIOUS= 54.6 q 2, 623 SQ.FT. SOD = 2,160 SOFT. OFF LOT AREA CALCULATIONS: R/ W = 400 SOf7. Q, PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 91 SQ.F7. PER DRAINAGE PLANS BUILDING SETBACKS: *PLOT PLAN ONLY* SIDEWALK = 200 SQ.FT. PROPOSED DRAINAGE FLOW FRONT = 25' (NOT A SURVEY) SOD = 109 SQ.FT. AR S: LOTGRADINGTYPEAREAR = 15' - PROPOSED INFORMATION SHOWN AREA = 5,183 SQ.FT. PROPOSEDF.F. PER PLANS = 23.9' ++ SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 494 SQ.FT. SIDE CORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT, PROPOSEDGRADEPERCONSTRUCTIONPLAN + CLIENT(NOT FIELD VERIFIED) I SOD = 2,269 SO. FT. CRU, SFjV11fE-r R-1SCOTT & ASSOC, INC, - LAND ,SURVEYORASI . LEGEND - LEGEND - P = PLAT P.OL = POINTONLINE 5400 E. COLONIAL DR. ORLANDO,- FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD 7YP. TYPICAL NOTES: Ir, IRON PIPE P.R.C. POINT OF REVERSE CURVATURE 1. THE .UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICESETFORTH BY THE FLORIDA BOARD OF EM - IRON ROD" P. C.C. • POINT IF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER-W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECDON 472.027. FLORIDA STATUES C.M. CONCRETE MONUMENT N.R. • RADIAL D 1. UNLESS EMBOSSED WRIT SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VAIID. SET LR. = R E' TR. w/BLB 4596 N.R. • NONWITNESS L J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED ID THE SURVEYOR. THERE MAY BE OTHER`RESTRICBONS REC. • RECOVERED CAL = CALCULATED EDlNT OR EASEMENTSTHAT AFFECT THIS PROPERTY. - P.O.B. = POINT OF BEGINNING CALL CALCULATED 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P,dt. POINTLICOMMENCEMENTFF. FINISHED REFERENCE MONUMENT CENTERLINE F.F. <,FMISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED i0 AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. N&D NAIL 4 DISK B.SL •BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ER/WSM EASEMENT RIGHT-OF-WAYB,M. BENCHMARK 7, BEARINGS, ARE BASED ASSUMED -DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN. EASEMENT B, B. BASE BEARING DRAIN. •DRAINAGE 6. ELEVATIONS. 1F SHOWN, ARE DQ;LD ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. = UTILITY 9. CERTIFICATE OF AUTHORIZARON No. 4596. CLFC. = CHAIN LINK FENCE 4D.FC. = WOOD FENCE --'-----"---- C/D CONCRETE BLOCK SALE I 1" - 20.1 DRAWN BY: '• P.C. POINT OF CURVATURE P.T. PONT OF TANGENCY - DATE ORDER No. DESC. DESCRIPTION CERTIFIED BY. —_. ---- a m ARCI I. NGTH. - PLOT PLAN 11-13-17 4968-17 D = DELRRA REVISED PLOT PLAN (SQ. FT. CALCS.) 01-15-18 C.H. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN — ---I—; THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM" TOM . GRUSEN EYER, R.L.S. # 4714 ZONE X MAP / 12117C 0055 F JAMES W. SCOTT, R.L.S 1 4801 NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN — ---I—; THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 'FIRM" TOM . GRUSEN EYER, R.L.S. # 4714 ZONE X MAP / 12117C 0055 F JAMES W. SCOTT, R.L.S 1 4801 TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 161 W/ OPTIONS GUEST SUITE 1ST FLOOR t( WASTER BATH E [ j Vh AAV KITCHEN a" WASTE STACV PR(1ri12No f„ T HMINAnNppd7pIE15Tf1-OCyh `'°•+^ ^w ,4 ,r' POWDER BATH O U 4 r Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RE: TBO161 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: T130161 Model: Anastasia Tampa, FL 33610-4115 Lot/Block: 161 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/fP12007 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, l 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# Truss Name Date No. Seal# Truss Name Date 1 T12624832 I C 1 A 11 /30/17 118 IT12624849IF08A 11 /30/17 12 T12624833 C3A 1 11/30/17 119 I T12624850 I F09A 1 11 /30/17 13 T12624834 C5A 1 11/30/17 120 IT12624851 I F10 1 11/30/17 4 T12624835 f CJ1 11/30/17 121 1 T12624852 j F11 1 11/30/17 1 15 i T12624836 1 CJ3 1 11/30/17 122 I T12624853 I F12 1 11/30/17 1 T1 2624837 1 CJ5 1 11/30/17 123 I T12624854 I F13 1 11/30/17 1 1 T126248381 E7A 1 11/30/17 124 I T12624855 I F14 1 11/30/17 1 18 IT12624839 J EJ2 1 11/30/17 125 I T12624856 I F15 1 11/30/17 19 I T12624840 J EJ7 1 11/30/17 126 I T12624857 I F16 1 11/30/17 j 110 1 T12624841 1 F01 1 11/30/17 127 1 T12624858 1 FG1 11/30/17 L11 I T12624842 I F02 1 11/30/17 128 1 T12624859 1 H7A 1 11/30/17 j 112 J T12624843 I F02A 1 11/30/17 129 1 T126248601 HJ2 11/30/17 113 ( T12624844 F03 1 11/30/17 130 1 T12624861 1 HJ7 11/30/17 14 IT12624845IF04 1 11/30/17 131 I T12624862 I T03 1 11/30/17 115 1 T12624846 1 F05 1 11/30/17 132 I T12624863 I T04 11/30/17 116 I T12624847 I F06 1.11 /30/17 133 I T12624864 I T05 11/30/17 117 I T12624848 I F07 1 11 /30/17 134 I T12624865 I T06 1 11/30/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 000111111111114.. ER • P. LENS No 2$ E-0 9 ATF : 44/ 0;<%. <[/ 111111 Walter P.Finn PE No.22839 MiTek USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 30,2017 Finn, Walter 1 of 2 RE: TBO161 - Site Information: Customer Info: Taylor Morrison Project Name: TBO161 Model: Anastasia Lot/Block: 161 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. I Seal# I Truss Name Date 135 IT12624866IT07 11/30/17 136 I T12624867 I T12A 11/30/17 137 I T12624868 I T13 1 11/30/17 138 I T12624869 I T14 1 11/30/17 139 I T12624870 I T15 1 11 /30/17 1 140 I T12624871 I T16 1 11 /30/17 141 I T12624872 I T17 1 11 /30/17 142 I T12624873 I T18 1 11/30/17 143 1 T12624874 1 V01 1 11 /30/17 1 144 I T12624875 1 V02 1 11/30/17 145 1 T12624876 1 V03 11 /30/17 146 1 T12624877 1 VO4 1 11/30/17 147 1 T12624878 1 V05 1 11/30/17 2of2 Job Truss Truss Type Qty Ply T72624832 TBO161 CIA Jack -Open t i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:03 2017 Page i ID:0837CakNCJU5ySDiQmCDdnydl 1 m-uMX4nsUkxzEzt9D64gz3dlNgbeDR45N4orkg2OyDyyk 1-0-0 1-0-0 ADEQUATE SUPPORT REQUIRED. 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 15.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES W B 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (tb/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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.1 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.00 1 >999 240 MT20 244/190 Vert(TL) -0.00 1 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 3 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 -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 MITek® connectors. This design is based only upon parameters shown, and is for an individual Wilding component not a truss system. Before use, the building designer must verify the applicahility 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 rnernbefs only. Additional temporary and permanent bracing ii•il Welk' is always required for stability and to prevent collapse with possible personal injury and property ctarnage. 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, Atexandrla VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624833 T60161 C3A Jack -Open 1 1 Job Reference (optional) Builders First5ource, Tampa, Plant City, Florida 33566 2x4 = ADEQUATE SUPPORT REQUIRED. 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:04 2017 Page 1 I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-MY5T_CVMiGMgVI oleN U Igyvyd2YMpYd E 1 VTOagyDyyj Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 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 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1 = 1 29/Mechani cal, 2=101/Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl=-17(LC 12), 2=-65(LC 12) MaxGrav1=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=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 MTTEK REFERANCE PAGE 11,111-7473 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 Wilding component, not a truss system. Before use, the building designer musi verify the applicability of design paramelets and properly incorporate this design into the overall Indicated is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' building design. Bracing prevent of Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tarnpa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria VA 22314. Job Truss Truss Type Oty Ply T12624934 TBO161 C5A Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 ADEQUATE 20 — SUPPORT REQUIRED. 7.640 s Aug 16 2017 MiTek Industries, Inc. I hu Nov 30 15:45:04 2011 Page 1 1 D:0837CakNCJ USyS DiOmCDdnyd 11 h)-MYST_CVMiG Mq V Iol eN U I gyvs H2V DpYdE 1 VTOagyDyyj Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 Code FBC20141TP12007 Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=219/Mechanical, 2=1 71 /Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl=-31(LC 12), 2=-109(LC 12) Max Grav1=219(LC 1), 2=171(LC 1), 3=98(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=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 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 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 Mll-7473 rev. IOM312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing Indicated Is 10 prevent buckling of Individual truss web and/or chord rnernbers only. Additional temporary and permanent bracing MiTek is always required for stability and 10 prevent collapse wflh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T72624835 T60161 CJ1 Jack -Open 17 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.640 s Aug 16 2ol t mi I etc industries, Inc. Thu Nov su It, 4o:Vo 2017 rage 1 I D:0837CakNCJ U5ySD iOmCDdnyd 11 m-gkfrCYV_TaUh7SN UC4?XiAS9wRvvY?tNG9Dx6GyDyyi 1-0-0 1-0-0 Scale = 1:7.1 2x4 = 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d 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 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: 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. (Ibisize) 3=-51Mechanical, 2=154/0-3-8, 4=10JMechanicaf 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. 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 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 MiTekO connectors. This design is based only upon parameters shown, and is for an Individual building component. not _. " a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Inio the overall ffim building design. Bracing indicated Is to prevent buckling of individual fuss web and/or chord members only. Additional lemlorary and r,errnanent brtr..ing Welk 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 l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexarxiria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624836 T60161 CJ3 Jack -Open 13 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:05 2017 Page 1 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-gkfrCYV_TaUh7SN UC4?XiAS83RutY?tNG9Dx6GyDyyi 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) I/dell Ud 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/TP12007 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 Horz2=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. (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 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 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 verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury arid property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] 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 lT12624837 TBO161 CJ5 Jack -Open 13 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. I nu Nov 3U I t. 45:05 2U1 r rage 1 I D:0837CakNCJ U5yS DiQmC Ddnyd l l m-gkfrCYV_TaUh7SN UC4?XiAS2hRrdY?tNG9Dx6GyDyyi 1-0-0 5-0-0 1-0-0 5-0-0 Scale = 1:17.3 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 0.56 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 WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014RP12007 Matrix) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fb/size) 3=158/Mechanicat, 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 (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; MWFRS (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 lb 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." e WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 1WO312015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design is based only upon parameters shown, and Is for an individual building component not - - a truss system. Before use, the Wilding -designer must verify the 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 lemporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] 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 T12624838 T80161 E7A Jack -Open 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-0-0 ADEQUATE 3x6 = SUPPORT REQUIRED. b4V a Aug lb zui t mi I ex indusuies, Inc. Thu Nov 30 1S45:06 20i / rage i I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-I xD D PuWc EueYkcygloW mEN?8ir6yHS7W UpyVejyDyyh Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.14 1-3 >591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.34 1-3 >246 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code 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. (Ib) - 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; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(l) 3-0-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown. and Is for an Individual !wilding component not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is 10 buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' prevent is always required for stability and to prevent collapse with possible personal injury and property darnoge. for general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPH 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 T12624839 TBO161 EJ2 Jack -Open 8 TJob eference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = b4v s Aug lb 20 / Mi I ek inausiries, inc. Thu Nov 30 15.45.06 2017 r- ye I D:0837CakNCJU 5yS DiQmC Ddnyd 11 m-IxD D Pu W c EucYkcygloW mEN?KgrFkHS7 W UpyVejyDyyh 1-10-8 1-10-8 Scale = 1:9.4 I 1-10-8 1-10-8 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 FBC2014/TP12007 Matrix) Weight: 8 lb FT = 20°i 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 Horz 2=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. 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 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 • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. -Iq Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 aril property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tntss syslems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624840 T80161 EJ7 Jack -Open 19 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 MI I eK Industries, Inc. I hU NOV 3U 1b:4b:U( ZU1 t rage 1 D:0837CakNCJU5ySDiQmCDdnydI 1 m-m7mbdEXF?BkPMmXtJV2?nbXL5FTDOvMgjTi2B9yDyyg 1-0-0 7-0-0 _ — i Ot07-0-0 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL ' 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=204/Mechanical, 2=40010-8-0, 4=84/Mechanical Max Horz2=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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:22.2 DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) 0.11 2-4 >698 240 MT20 244/190 Vert(TL) -0.27 2-4 >290 180 Horz(TL) -0.00 3 n/a n/a Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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 & 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 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 M11-7473 rev. 10/0372015 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 use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated Is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MITek' building prevent of IS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T12624841 T30161 F01 Floor 1 1 Job Reference (optional.) I D:0837CakNCJU 5yS DiOmC Ddnyd l l m-FJKzgZYtm VtG_w63tDZEKo4SLftEIBVpy7RbjbyDyyf 0-1-8 H 1 1r4-0 —i 0_1 0 0 9- 3 7-3-0 Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 11 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 11 1 2 3 4 5 6 7 8 9 10 1112 13 26 1.5x3 = 3x6 FP= 5x6 11 3x6 FP= 6x8 = 9-8-0 8-9-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 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 WB 0.71 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 133 lb FT = 20°i F, 11%E LUMBER - TOP CHORD 2x4 SP No.1(flat) *Except* 11-13: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-4-0 except at=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14-25=-10, 1-13= 320 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valld for use only with Iv lekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent tracing M iTek' Is always required for stability and to prevenl 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 Alexandflo. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624842 TBO161 F02 FLOOR 1 1 Job Reference (optional) nunaers rrrsiaource, i ampa, nam ny, r,onaa osaoo 0-1-8 Hi 140 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 4 23 122 r .ova s r uy io cv i i rvu en uwusu roa, wu. nu luau au ,o.Yaw cam, r-ayo , I D:0837CakN CJ U5ySDiQmCDdnyd 11 m-j W uM 1 vZVW p?7b4hFRw4TsOde?32rUIKzBnB9F2yDyye 194 1.5x3 II 5 6 3 Scale = 1:33.3 3x6 11 3x6 11 24 7 25 8 9 10 11 1.5x3 11 3x6 = 1.50 11-8-0 14-10-0 11-8-0 3-2-0 Plate Offsets (X Y)-- f6:0-1-8 Edge] [18:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 756 360 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) 0.28 18-19 483 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(ffat) PLATES GRIP MT20 244/190 Weight: 104lb FT=20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. 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 Grav 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 (Ib) 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 Ito uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(D connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not Iatrusssystem. Before use, the building designer must verify the applicablllfy 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and BCSI Building Component Tampa. FL 33610SafetyInformationavilatAofromTrussPlateInstitute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12624843 T80161 F02A Floor 1 1 Job Reference (optional) s i Y, 0-1-8 H 1 —4-0 1.5x3 1.5x3 = 1.5x3 = 1 2 3 4 22 21 D:0837CakNCJU5ySD6rW6Ddnyd11m-jWLIM1vZVWp?7b4hFRw4TsOde732xUIGzBnB9F2yDyye 194 1.5x3 I 5 6 3 Scale = 1:33.3 3x6 11 3x6 I 23 7 24 8 9 10 11 1.5x3 11 3x6 = 1.5x3 11 1 11-11-12 2-7-4 Plate Offsets O,Y)-- 6'0-1-8 Edgel f17'0-1-8 Edgel LOADING (psi) 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 n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.i(flat) WEBS 2x4 SP No.3(flat) 1 a-8-,12 PLATES GRIP MT20 244/190 Weight: 1041b FT=20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except (jt=length) 11=0-3-0, 20=0-7-4. Ib) - 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. (Ib) - 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 0.5001n. 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 Mll-7473 rev. 1010312016 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer roust 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 rnernbers only. Additional ternpoiary and permanent bracing MiTek' I, always required for slat fifty and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.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 city Ply T12624844 TB0161 F03 Floor 6 1 Job Reference (optional) ounaers nrsiaource, ampa, rant i. ny, nonaa ss000 0-1-8 Hi 140 1.5x3 1.5x3 = 1.5x3 = 4x6 = 1 2 3 22 21 t.04u s Aug 14 Zul t m I eK Inausirres, Inc. I nu rNov 3u ib 4D:1 v Zul r rage i ID:0837CakNCJU5ySDiQmCDdnydl 1 m-BiSkFFZ7H67_DDGS_ebiPD9uxSQRD7x6PRwinUyDyyd 1-9-4 30-0 Scale = 1:33.3 1.5x3 11 3x6 4x6 4 5 6 7 8 9 10 11 19 18 17 16 15 4x6 = 1.5x3 I 1 R-5-d 14 13 12 4x6 = 1.5x3 Plate Offsets (X,Y)-- 6:0-1-8,Edge], [11:0-3-0,Edge], [17:0-1-8,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 0.59 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 FBC2014ITP12007 Matrix) Weight: 104lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No-2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0-3-0, 20=1000/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 -1 3=0/1 234, 2-20=-128010, 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 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 use, the building designer must verity the applicability of design parameters and properly incorporate 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and prorw.rty darnage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, see.ANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624845 TBO161 F04 Floor Girder 1 1 Job Reference (optional) ounoers rnswourw, .a V., n .0 wry, rwn o0 0-1-8 H 1 1-4-0 194 I D:0837CakNCJU5ySDiQmCDdnydl l m-fu06Sbal2QFgrNreYL6xxRiztsjOyW HGe5gFKwyDyyc 013a 1. 5x3 1. 5x3 = 1. 5x3 = 4x6 = 1.5x3 11 4x6 11 3x6 11 5x6 11 1 2 3 4 5 6 7 8 24 9 10 11 23 22 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 1. 5x3 SP— 14- 3-4 18-5-4 Scale = 1:33.3 Plate Offsets (XY)-- 6:0-1-8 Edge] (11.0-3-0 Edge] 17:0-1-8 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(ILL) 0.22 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) 0.34 15-16 645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2014lTP12007 Matrix) Weight: 108 lb FT = 20%F, 11°i E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) `Except* 12- 18: 2x4 SP M 31(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7-8=-2860/0, 8- 24=-2857/0, 9-24=-2883/0, 9-1 0=-1 197/0, 10-11=-1197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14- 15=0/3295, 13-14=0/2388 WEBS 11 -1 3=0/1 758, 2-21 =-1 406/0, 2-20=0/1082, 3-20=-1033/0, 3-19=0/651, 4-19=-654/0, 4- 17=0/712, 5-17=-303/0, 9-13=-1736/0, 9-14=0/705, 7-14=-664/0, 6-15=-259/247, 6- 16= 265/58 Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/113/2015 BEFORE USE. q®Y Design valid for use only with MllekTJ connectors. This design is based only upon parameters shown, and is for an individual Wilding component, not C Sol" atrusssystem. Before use, The building designer must verify IN- applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent Wckling 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandfia, VA 22314. Job Truss Truss Type Qty Ply T12624846 TBO161 FOS Floor 1 1 Job Reference (optional) rsunaers rirsiaource, Tampa, ream -y, nonoa a—oo 0-1-8 H ' 1— I ID:0837CakNCJU5ySDiOmCDdnydl 1 m-fu06Sbal2QFgrNreYL6xxRi?DsmcycEGe5gFKwyDyyc 1-11-0 9r4-Orr— Scale = 1:26.3 3x4 = 3x4 = 3x4 = 1.5x3 II 1.5x3 II 4x6 = 3x6 II 4x6 II 2 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 46 = 4x6 = 1.5x3 11 14-7-0 LOADING (psf) SPACING- 2-0-0 CST. DEFL. TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(T BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACT TOP CHORD 2x4 SP No.1(flat) *Except* TOP C 8-10: 2x4 SP No.2(flat) BOT CHORD 2x4 SP No. 1(flat) BOT C WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1105/0, 3-4=-1 718/0,4-5=-1673/0, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8-9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=-361/132, 7-12=-724/0, 7-13=0/846, 6-13=-444/0 1 4 in (loc) I/detl Ud FLAIES LiHIF' - 0.1914-15 >887 360 MT20 244/190 0.2914-15 >588 240 L) 0.03 10 n/a n/a Weight: 84 lb FT = 20%F, 11°%E NG- HORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not --- — - a truss system. Before use, the building designer must verify the appilcobilityof 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 lernporary and permanent bracing MiTek' is always required for slabllity and to prevent collapse with possible personal Injury and property darnoge. For general guidance fegarding the fabrication, storage, delivery, erection and bracing of fr sses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T12624847 T80161 F06 Floor 1 1 Job Reference (optional) 7 610 a Au 1C 2017 NiiT- 1--hi- Inn Th.. IJnv an 15:45:12 2n1 Pan- iounoersrnsiS.. e, Tampa, PI-1 City, Flvrn.a aa w .., _.._y ... __.. ....._ 1. ...___...__. ..._. ..._.._. __ ._.. _..____ ID:0837CakNCJU5ySDiQmCDdnyd11m-74aUgxbNpkNhSXPg63dAUeE7SGBfh5FPtIPpsMyDyyb 0-1-8 H 1 11402-1-12 0 }1 SCa'le = 1:25.7 17 16 1.5x3 11 1.5x3 = 1.50 II 1.5x3 = 1.5x3 11 1.50 = 1 2 3 4 5 6 7 8 I I i I. 1 c t'a 12 11 i 10 14-10-12 1.5x3 II 3x6 = 18 Plate Offsets (X Y)-- 6 0-1-8 Edge] [12:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 f2-13 >505 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4, 15=802/0-7-4 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 stiongbacks, 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 MII.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 b(Ading component, not - - lVatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the over 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 stabliily and to Ixeveni collapse with possible personal injury and roperly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of tmsses 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. Suile 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624846 TB0161 F07 Floor Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:12 2017 Page 1 I D:0837CakNCJ U5ySDiQmC Ddnyd 11 m-74aUgxbNpkN hSXPg63dAUeE IGGCOh8zPtlPpsMyDyyb 1-4-0 3x4 = 0 1 3x4 2 3 3x4 = 4 3x4 Scale = 1:10.0 3x6 - 3x6 - 3-7-15 3-7-15 Plate Offsets (X,Y)-- f1:Edge,0-1-81, (2:0-1-8,Edgel, (3:0-1-8,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 0.28 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 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=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 (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-688 WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. r Design valid for use only with MiTekO corolectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing E 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 T12624849 TBO161 FORA GABLE 1 1 Job Reference (optional) ounaers rirstaource, i ampa, ram i y, nunua oa oo 0-ill-8 ID:0837CakNCJU5ySDi6mCDdnydl l m-bH8stHc?a 1 VY4h_1 gm8P1 snW7gelQcMY6P9MOpyDyya 0-H 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 cb4 a L 5351 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 = 29-10-8 1- 40 2-B-0 40.0 5-4-0 EB-0 30-0 9-40 10-8-0 12-0-0 134-0 14-8-0 16-0-0 17-4-0 18-8-0 20-0-0 21-40 22-B-0 240-0 26-4-0 1- 4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-4-0 Plate Offsets (X Y)-- 18 0-1-8 Edgej [18:0-1-8 Edge], 132:0-1-8 Edgel 144:0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 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 n/a BCDL 5.0 Code FBC2D14/TP12007 Matrix) Weight: 147 lb FT = 20°i F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 29-10-8 Ib) - Max Uplift All uplift 100 lb or less at joint(s) 26 Max Grav All reactions 250 Ib 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. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 9) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one 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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK 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 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPl I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insfiiute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624850 T130161 F09A Floor 5 1 Job Reference (optional) aunaers rusraource, pampa, ram a y, --a as000 0-1-8 i.ovvan y io cull nucn iiwwiaa, yin.. .vv v .-.:,.,v cv . may= I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-3Th F5deeLLdPirZDDTgeZ3KY34oW 9zBIK3u.FyDyyZ 1 11-11-12 0-{ IIScale = 1:52.0 1..5x3 1.5x3 1.5x3 = 4x6 = 1.5x3 = 1.5x3 = 1.5x3 II 1.5x3 11 4x6 = 3x6 FP= 1.5x3 11, 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 3617 433 132 31 30 29 28 27 26 25 24 23 22 21 20 19 18 4x6 - 3x6 FP= 4x6 = 1.5x3 11 3x6 = 35 Io 34 15-3-4 14-7-4 Plate Offsets (X Y)-- f 13:0-1-8 Edge], [20:0-1-8 Edge) f28.0-1-8 Edge] f29:0-1-8 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 0.64 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 n/a BCDL 5.0 Code FBC2014lTP12007 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 orb-0-0 oc bracing. REACTIONS. (lb/size) 18=637/0-7-4, 31=681/0-7-4, 24=1928/0-8-0 Max Grav18=692(LC 7), 31=734(LC 10), 24=1928(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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, 10-11 =0/1 538, 11-12=-412/451, 12-13=-11621113, 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=0/1410, 19-20=011269, 18-19=0/585 WEBS 2-31=-929/0, 2-30=0/589, 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=-871A 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 MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible r"sonal 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 BNd. Safety Information available from Truss Plate institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Qfy PlyT12624851 F10 FTrussType 4 Rf,,,n,, optional) ounaers rrrs-ource, Tampa, ram uy, n .0 — 0-1-8 H i1 140 18 17 1.5x3 1.5x3 = 1.5x3 = 1 2 1-9-12 0 1.5x3 II 1.5x3 II 3 4 5 6 ID:0837CakNCJU5ySDiQmCDdnyd11m-XfFWl;d' 6tI6J?8PnBBt6HshKT5zuR4rZje'TThyDyyY 7 0 18 Stale = 1:26.3 1.5x3 II 1.5x3 8 9 7z NY\Z 15 14 13 12 11 3x6 = 19 Plate Offsets (X Y)-- j13:0-1-8 Edgei j14:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 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 FBC2014/TP12007 Matrix) Weight: 85 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-118610 BOT CHORD 15-16=0/700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-1 l=0/723 WEBS 2- 16=-1044/0, 2-15=0/693, 3-15=-681/0, 3-14=0/616, 4-14=-328/0, 8-10=-1050/0, 8-11=0/708, 7-11=-674/0, 7-12= 0/305, 6-12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 W. l aV3/2015 BEFORE USE. tp Design valid for use only with MITekQ connectors. This design is based only upon parameters shown, and Is for an individual building component, not Cf+ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp ®®® building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional ternporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possitAo personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624852 TB016t F11 Floor Girder 1 1 Job Reference (optional) owwers rirsraource, i ampa, ream uny, rionaa aa000 0-1-8 H 1 140 18 17 1-912 080 j ID:0837CakNCJU5ySDiOmCDdnyd11m-XfFdIzdG6fIGJ?8PnBBt6HseoT4y ISv jeTT;y yyY 018 Scale = 1:26.3 1.5x3 1.5x3 = 1.5x3 11 1.5x3 = 3x6 = 3x6 = 1.5x3 1.50 11 3x4 = 3x4 = 4x6 = 1,5x3 = 1 2 3 4 5 6 7 8 9 I i 15 14 13 12 11 19 m 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 15-2-12 15-2-12 Plate Offsets (XY)-- j13:0-1-8 Edgej j14:0-1-8 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 0.96 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.99 Vert(TL) -0.27 12-13 >672 240 BCLL 0.0 Rep Stress Incr NO W B 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 purlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling 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 (Ib) 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=-807/0, 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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shovm, 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 truckling of individual truss web and/or chord members only. Additional temp orary and permanent bracing MiTek• Is always regUITed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and lracing of trusses and truss systems, soeANSI/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 city Ply T12624853 TBO161 F12 Floor t 1 Job Reference (optional) ounoe s rnswvurce. Tampa, ream wry, nvnoa s0000 0-1-8 H i 1-4-0 7 6 r.ovu s wug i o zv i t mi i erc mausmes, mc. i nu iwv su u.va. o cv i t rage i I D:0837CakNCJ U5ySD iOmCDdnyd 11 m-Osp? W Ieutyt7x8jbLui6eUPtl tW OduK?oNNO?8yDyyX 080 i4-4-Ori d. Scale = 1:19.9 1.5x3 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 3x6 11 1 2 3 4 5 6 7 8 9 1 14 13 12 11 - 10 3x4 = 11-1-0 11-5-0 11-1-0 0-4-0 Plate Offsets (X,Y)-- 12:0-1-8,Edge], (13:0-1-8,Edgej LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 67lb FT = 20%F, 11°i 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) 9=596/0-3-8, 15=596/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15— 744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ulf-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 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 buckling of individual buss web and/or chord members only. Additional temporary and perrnanent bracing MiTek' prevent is always required for stability anti 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 T12624854 TBO161 F13 Floor Girder i 1 Job Reference (optional) auiwers rusraource, Tampa, ram i y, rwrwa aa.00 —y ,-., ID:0837CakNCJU5ySDiQmCDdnyd11m-0sp?WIeutyt7x8jX.' eUP?atcldxY?oNNXDyyX 1- 4.0 3x4 -5,9-3 r- 1 3x4 II 2 3 3x4 = 4 3x4 II Scale = 1:10.0 8 3x6 = 3x6 = 3- 5-3 3- 5-3 Plate Offsets (X Y)-- 1:Edge,0-1-81, f2:0-1-8,Edgel, j3:0-1-8,Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 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 FBC2014ffP12007 Matrix) Weight: 26lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-5-3 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=437/Mechanical, 5=412/0-3-8 FORCES. ( lb) - 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. laV3/2015 BEFORE USE. Design valid for use only with Miiek® connectors. This design is based only upon parameters shown, and is for an IndiAduat 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 buckling of individual truss web and/or chord members only. Additional temporary and perrnonent bracing MiTek" preventis always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610 SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624855 TBO161 F14 Floor 5 1 Job Reference (optional) ounuers rusraource, —pa, ,a -y. r.onaa ss000 0-1-8 H 1-4-0 1.5x3 1.5x3 = 1.5x3 = 1 2 3 5 74 uy i raye I D:0837CakNCJ U5ySDiO'9Mdnyd 11 m-Osp? W I eutyt7x8jbLui6eU PvItSNdwq?oNNO?8yDyyX 5 0-8-0 0 1 8SCX = 1:19.6 1.5x3 it 1.5x3 = 6 7 3x6 — 16 11-4-12 11-4-12 Plate Offsets (X,Y)-- 5:0-1-8Edge) j11:0-1-8Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 WB 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5. 0 Code FBC2014ITP12007 Matrix) Weight: 65 lb FT = 20%F, 11°i 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 Old (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only unth MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 000 building design. Bracing indicated Is to prevent buckling of individual truss web andfor chord members only. Additional lernrrorary and perrnanenl bracing MiTek' is always required for stability and to prevent collapse with possible personal injrrzy and property cknnage..For general guidance regarding the fabrication, storage, delivery, erection and [racing of trusses and truss systems, see.ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624856 T80161 F15 Floor 10 1 Job Reference (optional) twnaers rirsv5ource, i ampa, riani miry, norroa as000 0-1-8 H i 1 o ---I ID:0837CakNCJU5ySDicimCDdnydl l m-U2NNjefWeG?_ZllovcDLBiy2uHsXMLY8017aXayDyyW 1 94 0-8-0 Or38 0 Scale = 1:19.9 1.5x3 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 11 3x6 II 1 2 3 4 5 6 7 8 9 7 6I I I I I 113 12 4x6 = 11 10 4L — v.n — 3x6 = 1.Sx3 1) 1 3x4 = 11- 1-4 11-4-1(Z i 11-1-4 0-3-8 Plate Offsets (XY)-- 12 0-1-8 Edgej [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 0.73 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(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) 9=597/0-3-8, 15=597/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 2,50 (Ib) 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1OM312016 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shomi, and is for an Individual building component, not a truss system. Before use, The building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall truss members only. Addllional temporary and permarienl bracing MiTek' buildingdesign. Bracing Indicated is 10 prevent buckling of individual web and/or chord is always required for stability and to prevent collapse with possitple personal injury and properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 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 T12624857 F16 Floor QtyPly t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.tine s Aug i 6 Lul r mi i ex mausuies, mc. nu u 0 i - ye ID:0837CakNCJU5ySDiQmCDdnyd11 m-U2NNjefW eG?_ZllovcDLBiy5XHSKMHh8017aXayDyyW 0-1-8 1-4-0 1 1-8-4 0-8-0 P-3-8, H I I S71:18.9 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 4x6 = 1.5x3 4x6 = 3x4 = o s 4 5 3x4 = 6 7 3x4 = 4x6 = 46 = 4x6 = 11-1-4 LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.57 BC 0.61 WB 0.59 Matrix) DEFL. in Vert(LL) -0.06 Vert(TL) -0.12 Horz(TL) 0.03 floc) I/dell Ud 10 >999 360 10 >547 240 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 64lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-128(LC 4) Max Grav All reactions 250 lb or less at 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 (Ib) or less except when shown. TOP CHORD 2-3=-570/0, 3-4=-2457/0, 4-5=-2457/0, 5-6=-2206/0 BOT CHORD 12-13=0/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13=-1099/0, 2-12=-629/108, 3-12=-2093/0, 3-11=0/1231, 4-11=-723/0, 5-9=-588/0, 5-10=-267/0, 6-8=-2296/0, 6-9=0/960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10M12015 BEFORE USE. Design valid for use only with MiTek9 connectors. This design Is based only upon parameters shown, and is for an individual building component. not humatrusssystem. 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 lxaclng IS always rectuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication• storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12624867 TBO161 F16 Floor 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7= 450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7=-450 7) 1st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-5= 450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) 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 f.54U S AUCJ 1C LUl / mi I eK Inausrrles, Inc. i nu Nov JU 1 :4:1 t LUl / va96 L I D:0837CaWCJU5ySDiQmC Ddnyd 11 m-U2N Njef W eG?_ZI IovcDLBiy5XHsKMH h8017aXayDyyW WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not - -- a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ppbuildingdesign. 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 darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of tnisses and Inrss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624858 T80161 FG1 Flat Girder 1 e L Job Reference (optional) ounuers rnsraumue, ianq a. riaw way, ID:0837CakNCJU5ySDiQmCDdnyd l l m-ORV76KgmAtFiocSA01 FpG71 N85YLgBIRUKchcTyDyyU 2-8-6 5-1-8 7-" 9-11-9 12-4-9 14-11-12 17-6.15 20-2-2 20-10-9, 2-6-6 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 2-7-3 2-7-3 8xl4 MT20HS = 2x4 11 2x4 11 5x8 = 2x4 I 6xl2 MT20HS WB = 1 4x12 = 2 3 4 5 6 7 Scale = 1:36.2 3x8 = 5x12 = 2x4 II 3x4 11 8 9 10 11 22 23 24 25 28 21 lti 28 2tf :SV 16 01 oz as- - 13 4x6 I 7x10 = 3x6 II 5x12 Sx6 = 2x4 II 5x12 = 2x4 7x10 - 3x4 II 2x4 11 20-10-9 2-8-6 5-i-8 7-68 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20 4-15 2-Blr 2-5-0 2-5-0 2-5-0 25-0 2-7-3 2-7-3 2-7-3 D- - 3 0-5-9 Plate Offsets (X Y)-- 6.0-5-9 Edge], (10:0-3-8 0-1-81 (14:0-5-0 0-4-4j j19 0-3-12 0-2-0j j20:0-4-8 0-1-8j j21:0-4-5 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.14 19-20 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.23 19-20 >626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 6-0-0 oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1269/0-8-1, 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 Max Uplift22=-122(LC 4), 16=-296(LC 4), 13=-70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 NOTES- (14) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted. as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph ( 3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. ontinued on Eage 2 WARNING -Verify 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 building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and popery 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 arxi property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624858 TBO161 FG1 Flat Girder 1 2 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1.640 s Aug 16 2011 Mil eK Industries, Inc. I nU NOV :SU 16A6:1 V 2UI ( rage L ID:0837CakNCJU5ySDiQmCDdnydl 1 m-QRV78KgmAtFiocSA01 FpG71 N85YLg8IRUKchcTyDyyU NOTES- (14) 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind Pos. Internal) 4th Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); 421 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 16 greater than input bearing size. 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19= 143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28= 143 29=-253 30=-143 31=-143 32=-253 33=-253 34=-143 35=-823(B=-794) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeK) connectors. This design Is based only upon parameters shown, and Is for an individual building component. not - - a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 911111 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Irmss 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 712s2ass T80161 H7A Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tarnpa, Plant Cry, Florida 33566 /.eau s Aug ib zu1 i Mi i ek industries, Inc. Thu Nov 30 r5:45:19 zui r rage i I D:0837CakNCJU5ySDiQmCDdnydl l m-QRV78KgmAtFiocSA01 FpG71 R65ZsgEiRUKchcTyDyyU i 5-1-9 9-10-1 r 5-1-9 4-8-7 Scale = 1:22.3 2c4 = max" 4 3x4 = 0- -6 5-1-9 9-10-1 0- -6 5-1-3 4-8-7 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 BOT CHORD 2x4 SP No.2 BOT CHORD 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. (Ib) 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 Structural wood sheathing directly applied or 5-11-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 lb up at 7-0-14, and 95lb down and 110lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 15 lb down at 4-2-15, 12lb down at 4-2-15, and 41 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3= 70, 1-4=-20 Concentrated Loads (Ib) Vert: 7=42(B) 8=-2(F) 9=-1 31 (F=-72, B=-59) 11=-O(F) 12=-40(F=-20, B=-20) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIfEK REFERANCE PAGE MII-7473 rev. 10/0312015 BEFOREUSE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Individual truss members only. Additlonal temporary and permanent bracing M iTek' building design. Bracing Indicated istopreventbucklingofweband/or chord IS always required for slabillity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. falxk:ation, storage, delivery, erectionandbracingoftrussesandtrusssystems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information avalable frorn Tuts Plate Institute, 218 N. Lee Street. Suite 312 Alexandria VA 22314. Job Truss Truss Type Qty Ply T12624860 TBO161 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:20 2017 Page 1 ID:0837CaWCJU5ySDiQmCDdnyd11m-ud3WLghOxBNZQmlNakn2pKagZU0YZnaaj_1_E8vyDyyT 1-5-0 2-7-1 Scale = 1:9.2 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 0.26 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) 0.00 2-4 999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10lb FT=20% 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 Horz 2=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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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. 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 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 (lb) Vert: 5=80(F=40, B=40) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 10/032015 BEFORE USE. Design valid for use only with Mifek® connectors. This design is based only upon parameters shown, and is for an Individual building component not r Nil' a truss system. Before use, the building designer must verify the applicability of design pararneleis and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord rnerntxrs only. Additional lemrorary and permanent bracing MiTe k' IS always required for stability and to prevent collapse with possible personal injury and property dafnage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and IRISS systems, seeANSI/TPI I 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 T12624661 T60161 HJ7 Diagonal Hip Girder 6 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2011 Mi I eK Industries, Inc. I nu Nov su 16:46:21 201 r rage 1 I D:0837CakNCJ USyS DiQmCDdnyd 11 m-MpduZOi t i V VQ 1 wcZBS I H LY6nQuES18nkxeSngLyDyyS 1-5-0 5-1-9 9-10-1 1-5-0 4-8-7 i x4 3x4 = 3x4 = Scale = 1:22.4 5-1-9 5-1-9 9-10-1 4-8-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.04 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.11 6-7 >999 180 BCLL 0.0 " Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 42 lb 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 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9, 5=353/Mechanical Max Horz 2=176(LC 4) Max Up1ift4=-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=0/292, 3-6=-821/301 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 110 lb uplift at joint 4, 148 lb uplift at joint 2 and 89 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 74 lb down and 104 lb up at 1-4-15, 74 lb down and 104 lb up at 1-4-15, 44 lb down and 47 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb 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 (plf) Vert: 1-4=-70, 2-5= 20 Concentrated Loads (lb) Vert: 8=89(F=45, 8=45) 10=-118(F=-59, B=-59) 13=-39(F=-20, B=-20) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. IGV3/2015 BEFORE USE. qw Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an Individual [wilding component not a truss system. Before use, the building designer must verify the 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 chard rnernbeis 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 Qty T12624862 T80161 T03 FTrussype 4 J.bR.f,,e.c. optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 , 5-7-4 5-0-12 4x6 = t.04V s Aug 16 20 it Mi I ek indusui—, in;. ThuNv, 30 15.45.2, i ID:0837CakNCJU5ySDiQmCDdnydllm-MpduZOiliVVQlwcZ8SIHLY6pFuEqlBkkxe5ngLyDyyS MINK 5-7-4 Scale = 1:38.3 3x4 = 3x4 = 3x4 = 3x4 = : ix4 = Plate Offsets (X Y)-- 2:0-1-0 Edgej f6:0-1-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Verl(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 96 lb FT = 20°i LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 193 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 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 Nowatrusssystem. Before use, the building designer musi verify the applicability of design parameters and property incorporate this design into the overall Additional temporary and permanent bracing MiTek' building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and trrlss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPtateInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job Truss Type Qty Ply T12624863 TBO161 T1:7 Common 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:26 2017 Page 1 ID:0837CakNCJ1J5ySDi0mCDdnyd11 m-jnQncjm9W 18i8hUWw?tS2bghFvyBzS4T5woYMZyDyyN 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 31 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = Plate Offsets (X Y)-- 2 0-1-0 Edge], (6:0-1-0 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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 WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 98 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz 2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (Ib) - 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, 4-1 0=- 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for art 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 buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTekbuildingdesign. Bracing Indicated is to prevent of is always required for stability and io prevent collapse with possible persorlai injury and property darnarge. For general guidance regarding the 6904 Parka East Blvd. faloficaliom storage, delivery, erection and bracing of KISSES and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply T12624864 T60161 T05 Hip 1 1 Job Reference (optional) Builders FirstSource, Tanpa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:27 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1 m-Bz_9p3mnHLGZlr3jUiPhbpMrSJFZiwhcKaY6u?yDyyM 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 1-0-0 1 4x6 = 5x8 = Scale = 1:39.0 3x6 - 3x6 = 3x8 = 4x6 = 3x4 = I 0 9-0-0 12-4-0 21-4-0 9-0-0 3-4-0 9-0-0 Plate Offsets (X,Y)-- j5:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 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 WB 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 puffins. 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 Horz 2=84(LC 11) Max Up1ift2=-217(1_C 12), 7= 217(LC 13) FORCES. (Ib) - 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=-1517/711, 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; MWFRS (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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI/-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mliek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord mernbeis only. Additional lemporary and permanent bracing MiTek' is always requlred for stability and to prevent collapse wilh possible personal injury and property darnage. for general guidance regarding the fabrication, storage, delivery- erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 T12624865 TB0161 T06 Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,45:28 2017 Page 1 - I D:0837CakNCJ U 5ySDiOmC Ddnyd 11 m-f9YX1 PnQ2eOQN_ev2Qww80v?BjbdRM4mYE H fQRyDyyL 1-0-0 3-9-4 7-0-0 10-8-0 14-4-0 17-6-12 21-4-0 22-4-0 1-0-0 3-9-4 3-2-12 3-8-0 3-8-0 3-2-12 3-9-4 1-0-0 Scale = 1:39.0 4x6 = 3x8 = I 4x6 = 4 14 5 15 6 3x6 = 3x8 = 3x4 = 2x4 'I 3x8 = 3x6 = 7-0-0 10-8-0 14-4-0 21-4-0 7-0-0 3-8-0 3-8-0 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.12 11 >999 240 MT2O 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 WB 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12O07 Matrix) Weight: 109 lb 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 Horz 2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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, 8-10=-1358/2129 WEBS 3-13=-296/240, 4-13=-474/645, 5-13=-37B/460, 5-11=-300/73, 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.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 lb up at 10-8-0, and 24 lb 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 (plf) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 conllnuea on page z WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOIV312015 BEFORE USE. Design valid for use only with MBekO 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 pararneleis and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Addition al temporary and permanent Ixa:ing MiTek' IS always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inlsses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satiety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624865 T60161 T06 Hip Girder 1 1 Job Reference (optional) builders rnstsource, I ampa, viant any, tiorida ssobe f.ovu s r 9 i o eu if mi i— mausnias, inc. i nu imuv ov i o.vo.ca cur f rays c ID:0837CakNCJU5ySDiQmCDdnyd1 l m-f9YX1 PnQ2eOQN_ev2Qww80V?BjbdRM4mYEHfQRyDyyL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-124(F) 6= 196(F) 13=-229(F) 11=96(F) 5=-124(F) 10=-229(F) 14=-124(F) 15= 124(F) 16=96(F) 17=96(F) WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not EMS a Truss system. Before use, the building designer must verify the applicability of design p ofamelers 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 MiTe k• is always required for stability and to prevent collapse with possible personal Injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 Qly Ply T12624866 TBO161 T07 Hall Hip Girder 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 /.e4U s Aug i 6 2017 Mi i ex industries, Inc. Thu Nov so 15.45.31 20 i r rage 1 ID:0837CakNCJU5ySDi0mCDdnyd1l m-3kDgfRgILZm?ESMUjYTdifXVawiYejBCECWJ 1 myDyyl 1-0-0 3-9-4 7-0-0 10-10-7 1-0-0 3-9-4 3-2-12 3-10-7 4x6 = 3x4 = Scale: 1/2"=l' 3x4 = 7 0 2x4 11 3x8 = 7-0-0 6-4-19 3-5-2 0-0-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0.05 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC . 0.36 Vert(TL) -0.13 2-7 >618 180 BCLL 0.0 * Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 58 lb Fr = 20°! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=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 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed fora 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 lb uplift at joint 7. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 7-0-0, and 124 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 (lb) Vert: 4=-1 24(B) 7=-325(B) 8=-124(B) 9=96(B) WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not _ a truss system. Before use. the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall buppilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I V I iTek* is always required for stability and to prevent collapse with possible personal Injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Atezandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624867 T60161 T12A Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:33 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-07LQ46rYtBOjTmWtrzV5g4cgOfdNF6VkViW?Q5fyDyyG ri-0-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 1 26-2-12 30-0-0 31-0-Q 0103-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 Scale = 1:55.2 4x10 MT20HS i 6.00 F12 3x8 = 3x4 = 16 17 5 18 19 20 6 21 22 4x10 MT20HS 2x4 2x4 3 8 23 24 25 13 26 27 28 29 3x12 MT20HS i 15 14 6x12 MT20HS = 12 11 3xl2 MT20HS 3x8 = 3x4 = 3x8 = 2x4 11 7-D-0 12-4-9 17-7-7 23-0-0 30-0-0 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X,Y)-- 2:0-2-9,0-1-81, j4:0-5-12,0-1-121, (7:0-5-12,0-1-121, j9:0-2-9,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 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 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.64 Horz(TL) 0.15 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 176 lb FT = 20°i 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. (Ib) - 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 =-1 345/4700 WEBS 3-15=-262/234, 4-15=-361/1693, 5-15=-1966/670, 5-14=0/448, 6-12=0/432, 6-11 =-1 880f599, 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. 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 738 lb uplift at joint 2 and 775 Ito 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 lb down at 16-11-4, 88 lb down at 18-11-4, and 88 lb down at 20-11-4, and 389 lb down and 105 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). Gonunueu on me c WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,01-7473 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 use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated Is 10 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 pror)erty darnage. for general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Bid. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624867 TBO161 T12A Hip Girder 1 1 Job Reference (optional) Builders HrslSource, I ampa, Plant tarty, Florida 33566 r.b4u s Aug l5 ZVI r Mil eK inausrries, Inc. i nu rvov au iD 4D:33 zu r r rage z ID:08370akNCJU5ySDiQmCDdnydl l m-07LQ46rYtBOjTmWtrzV5g4cgOldNF6VkViW?Q5fyDyyG 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) 1 1=-389(F) 16=-134(F) 17=-134(F) 18=-134(F) 19=134(F) 20= 134(F) 21=-134(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 - 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 MITek© connectors. ibis design is based only upon parameters shown, and is for an individual building component not = a truss system. Before use, the building designer i nust verity the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Tarripa, FL 33610 Job Truss Truss Type city Ply T12624868 TBO161 T13 Hip 2 t Job Reference o floral Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug i o 20 i r Mi T ek ind-6 es, u.c. T uu — oG —A—, 2v i , Qyi ID:0837CakNCJU5ySDiQmCDdnyd1 l m-yWTBVotpPoGQj3gFyOYZwVhAZXw3ZRao9gUXAXYDyyE Fi-0-0 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 ,31-0-0 1-0-0 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0' 1 0 4x6 = 15 3x8 = 16 4x6 = Scale = 1:53.5 3x6 = 13 n _iu 3x4 = 3x6 = 3x8 = 3x8 = 2x4 II 9-0-0 15-0-0 21-0-0 30-0-0 9-0-0 6-0-0 6-0-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 150 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=-84(LC 10) Max Uplift2= 262(LC 12), 8=-262(LC 13) FORCES. (Ib) - 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; MWFRS (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 Ib 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 MIP7473 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 ragatrusssystem. 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 10 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 darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trrSSe-S 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, 2113 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624869 TB0161 T14 Hip 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7,640 s Aug to zut r Mil ex industries, mc. Thu Nov 30 15. .00 2017 rage , I D:0837CakNCJ U5ySDiOmC Ddnyd 11 m-Qi 1 Zi8tRA60HL DFR W 53oSiEL6xKolxpxOU D4izyDyyD i1-0-0 5-9-4 11-0-0 19-0-0 24-2-12 1 30-0-0 r31-0-0 1-00 5-2-12 8-0-0 5-2-12 5-9-4 1-0-0 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = 13 12 w I 3x6 = 2x4 11 3x4 = 3x6 = 3x8 = 2x4 5-9-4 19-0-0 30-0-0 Plate Offsets (X Y)-- 5-9-4 4:0-5-8 0-2-4j 5-2-12 8-0-0 b-2-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 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 FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc puffins. 4-5: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 4-10 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=-101(LC 10) Max Uplift2= 280(LC 12), 7— 280(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=-1972/850, 4-15=-1824/868, 4-16=-1701/854, 16-17=-1701/854, 5-17=-1701/854, 5-18=-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10=-794/2139, 7-9=-794/2139 WEBS 3-12= 515/300, 4-12=-74/465, 5-10=-73/465, 6-10=-514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. v 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 sysiem. 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 busses 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 Qty Ply T12624670 T80161 T15 Hip 2 - 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 t.640 s Aug 16 zoi i Mi i eK inaustries, inc. Thu Nov au 16:46ca6 2017 rage 1 I D:0837CakNCJ U5yS DiOmCDdnyd 11 m-Oil Zi8tRA60HLDFR W 53oS iEK?xJs lsfxO U D4iz yD yyD 1-0-0 6-9-4 13-0-0 1 17-0-0 23-2-12 30-0-0 31-0-0, rt-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0' 5x8 — 4x6 = Scale = 1:53.5 3x6 = 13 12 1u a 3x6 = 2x4 13x4 = 3x8 = 2x4 I 3x4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 6-9-4 6-2-12 4-0-0 fi-2-12 6-9-4 Plate Offsets (X Y)-- f4.0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/defl 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 FBC2014/TPI2007 Matrix) Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (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, 5-10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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 -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parameters shown, and is for an individual building component. not V a truss system. Before use, The building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 111 building design. Bracing indicated Is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to Prevent collapse with possible personal Injury and property darnage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t 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 aty Ply T12624871 T60161 T16 Common 13 1 Job Reference (optional) Pa e 1 Builders FirslSource, Tampa, Plant City, Florida 33btiti ^.a 'v " '• " "'"'•" "'" - ' - I D:0837CakNCJ U5yS DiO mCDdnyd 11 m-uuaxwU u3wPWWyNge4pa 1 ?wnROLev1 N D4d8zeFQyDyyC 1 0 0 7 9 4 15-0-0 22-2-12 30-0-0 - 131-0-11 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0 0 co I1 0 4x6 = 6.00 F12 Scale = 1:52.6 3x6 = 3x6 = 3x4 = 4x6 = 3x4 - LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 TCDL 15.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 Rep Stress Incr YES WB 0.42 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz 2=135(LC 11) Max Uplift2=-309(LC 12), 8=-309(LC 13) 9-9-13 1 30-0-0 DEFL. in (loc) I/deft Ud Vert(LL)-0.3510-12 >999 240 Vert(TL) -0.71 2-12 >506 180 Horz(TL) 0.10 8 n/a n/a PLATES GRIP MT20 244/190 Weight. 137 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4= 2076/819, 4-14=-1946/832, 5-14=-1941/844, 5-15=-19411844, 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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. v Design valid for use only with MiTek® connectors. [his design is based only upon parameters shown, and is for an Individual building component, not Nil" truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. &acing indicated is to prevent buckling of Individual truss web arid` raUorchardmembersonly. Additional temporary and permanent bcing i V l iTek' IS always required for stability and to rxeveni collapse with possible personal injury and roperty darnoge. 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. Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type QfY PN T12624872 I TBO161 T17 HIP 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 /.640 s Aug 1 O 20 it mi i ek ind-iii—, in, Thu nuv ov 15.45:39 2017 y' I D:0837CakNCJ U5yS DiQmCDdnyd l l m-q HihKAwJS 1 nsCh_OBDcV4Lsm 19H U VAW N4SSkJ IyDyyA 1 0-0 3-9-4 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 26-2-12 30-0-0 31-0-Q 1-0-0 3-9-4 3-2-12 4-0-14 3-11-2 3-17-2 4-0-14 3-2-12 3-9-4 1-0-0' - 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 6.00 FI-2 4 18 5 _ 19 6 20 1 21 2x4 2x4 i 9 3 X 17 22 16 23 15 14 5x8 = 3x8 = 2x4 11 4x10 MT20HS = 3x8 = 7-0-0 11-0-14 15-0-0 1 7-0-0 4-0-14 3-11-2 24 13 25 12 2x4 I 3x8 = 30-0-0 Scale = 1:53.5 Plate Offsets (X,Y)-- f2:0-1-11 Edge], [10.0-1-11 Edge] 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(ILL) 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 WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 160 lb FT = 20°i LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. REACTIONS. (lb/size) 2=2406/0-4-0, 10=2648/0-4-0 Max Horz 2=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=-50B6/1830 BOT CHORD 2-17=-1868/3978, 17-22=-2374/5156, 16-22=-2374/5156, 16-23=-2374/5156, 15-23=-2374/5156, 14-15=-2374/5156, 14-24=-2108/5565, 13-24=-2108/5565, 13-25=-2108/5565, 12-25= 2108/5565, 10-12= 1563/4429 WEBS 3-17=-294/267, 4-17=-634/1435, 5-17=-1660/690, 5-14=-7/895, 6-14=-548/311, 7-14= 329/380, 7-13=0/313, 7-12=-1553/735, 8-12= 499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.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 lb down and 258 lb up at 7-0-0, 124 lb down and 139 lb up at 9-0-12, 124 lb down and 139 lb up at 11-0-12, 147 lb down and 149 lb up at 13-0-12, 147 lb down and 149 lb up at 15-0-0, 147 lb down and 149 lb up at 16-11-4, 147 lb down and 149 lb up at 18-11-4, and 147 lb down and 149 lb up at 20-11-4, and 265 lb down and 265 lb up at 23-0-0 on top chord, and 250lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." Continued on Qa, e 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional iernporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property drrnage. For general guidance regarding the fabrication, storage.- delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BC91 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street- Suite 31 . Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624872 T80161 T17 HIP 1 1 Job Reference o tional tsuuders firstsource, i ampa, ream uny, rronaa sa000,.,,, ,. .............. ID:0837CakNCJU5ySDiQmCDdnyd11m-gHihfaZJ 1nsCh_OBDcV4Lsml9HUVAWN4SSkJIyDyyA LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4= 70, 4-8=-70, 8-11=-70, 2-10=-20 Concentrated Loads (lb) Vert: 4=-196(B) 8= 218(B)17=-229(B) 5=-1 24(B) 16=96(B) 14= 72(B) 6=-1 47(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 M1rEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi1ek0 connectors. This design is based only upon parameters shown, and is for an indlvdual 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 only. Additional temporary and permanent bracing Mbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members IS always required for stability and to prevent collapse with possible persorral injury and rxoperty damagefar general grlidarlce regarding the iTek' fabrication, storage, delivery, erection and bracing of misses and Truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information avallaMe from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type city Ply T12624873 TBO161 T18 Hip Girder 1 1 Job Reference (optional) nuaaers rnrs—urce, i ampa, rram i y, nonaa aaaoo rruy - — " mi ren u,wsmea, n,c. Pxraye i I D:0837CakNCJ U5yS DiOmC Ddnyd l l m-JTG4Y W xxx6KvjpgYDlx7kdY5Ydm EduXJ6Bl IIYDyy9 1- 0-0 1-10-8 6-1-7 10-2-9 14-5=8 16-4-0 1- 0-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 1 13 6x8 = 6. 00 12 2x4 11 5x8 = 4x6 = 3 13 4 14 15 5 16 6 3x6 = ' I 2x4 11 ' V ' V =V 5x8 = 6x12 MT20HS WS = 1- 10-8 6-1-7 10-2-9 14-5-8 1- 10-84-2-15 4-1-3 4-2-15 6x8 = Scale = 1:29.6 3x6 = 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 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. WEBS 1 Row at midpt 5-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) 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=-3280/7O9, 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; MWFRS ( 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 fora 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.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.' on Daae 2 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev, 1010312015 BEFORE USE. Design valid for use only with Milek© connectors. This design Is Lased only upon parameters shown" and Is for an Individual Wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web aril/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 fabricatiorw storage, delivery, erection and bracing of trusses and Iruss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available frorn.Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. E3 Now Welk' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624873 T60161 T1 B Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.ovu. Aug i6 cuu mires iuuuaui—,ii u,1o.Yo.Yv I D:0837CakNCJ U5yS DiQmCDdnyd l l m-JTG4YW xxDKvjpgY Dlx7kdYPx5Ydm EduXJ6Bl rlyDyyg NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 lb up at 1-10-8, 69 Ib down and 29 Ib up at 3-11-4, 69 Ib down and 29 Ib up at 5-11-4, 69 Ib down and 29 Ib up at 7-11-4, 69 Ib down and 29 Ib up at 8-4-12, 69 Ib down and 29 Ib up at 10-4-12, and 69 Ib down and 29 Ib up at 12-4-12, and 63 jb down and 29 Ib up at 14-5-8 on top chord, and 24 Ib down and 14 Ib up at 1-1-1, 18 Ib down at 1-10-8, 109 Ib down and 37 Ib up at 3-1-1, 8 Ib down at 3-11-4, 199 lb 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(8)24= 289(B)25=-289(B)27=-289(B)28— 289(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 wifh MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss weand/of chord members only. Additional temporary and permanent bracing MiTek` is always required for stab filly and to prevent collapse with ry ssiLAe personal injury and prorxxty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Wale Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T72624874 T60161 Vol Valley 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 r.e4u s Aug 10 zvi r ooi i ek mausrriez, inc. Thu Nov av ia:va.vo co r Puqu i I D:0837CakNCJU 5yS DiQmC Ddnyd 11 m-JTG4Y W xxDKvjpgYDlx7kdYP6oYo3EgXXJ6B IrlyDyyg 4-0-0 20 i 2x4 II Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD ROT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3=-55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=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 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 M1TEK REFERANCE PAGE 11111-7473 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 (wilding 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 individual Truss members only. Additional temporary and permanent bracing Wek` building design. Bracing indicated is to prevent buckling of web and/or chord is always required for stability and to prevent collapse with possible personal injury and property darnagefor general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type Oty Ply T12624675 T60161 V02 Valley 1 1 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 va 0 2x4 i 7.640 s A.916 coin noise uwusi ea, . •u " ' a= I D:0837CakNCJU5ySDiOmCDdnydt 1 m-nggSlsxa_e1 aR_7PJefz9mxKsyB4zHngYmxrOByDyy8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 FBC2014ITP12007 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. (Ib) - 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 purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. 1p Design valid for use only with MiTekO connectors. this design is based only upon parameters shown, and is for an individual (wilding component, no t q a truss system. Before use, the building designer must verify the applicability of design Parameters and properly incorporate this design into the overall 83 E== 7buildingdesign. 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 rxeveni collapse with possible Personal injury and properly darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses 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. Tama, FL 33610 Job Truss Truss Type Qty Ply T12624876 T60161 V03 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:42 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-FsOgzByCly9R38ibsMACizURrMViijngmPhOwdyDyy7 1-10-8 6-2-0 10-5-8 12-4-0 r 1-10-8 4-3-8 4-3-8 1-10-8 6.00112 4x6 = 2x4 11 4x6 = 3x4 v 3x4 2x4 11 2x4 II 2x4 11 Scale = 1:20.5 0- -8 1-10-8 6-2-0 10-5-8 12-4-0 0- - 8 1-10-0 4-3-8 4-3-8 1-10-8 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 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 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 37 lb 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. Ib) - 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 250lb 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 (Ib) 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.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) 0-7-9 to 6-2-0, Intedor(1) 6-2-0 to 10-5-8, Exterior(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.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, 5, 8, 6 except Ot= 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- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev. f0/0372015 BEFORE USE. qw Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not p V a truss system. Before use, The building designer must verify The applicability of design parameters and properly incorporate this design into the overall saw wilding design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing NliTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria,, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624877 TB0167 VO4 Valley 1 J.b erence (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:45:42 2017 Page 1 1 D:0837CakNCJU5ySDiOmCDdnydl 1 m-FsOgzByCly9R38ibsMACizUQOMNJik1 gmPhOwdyDyy7 1-10-8 - 6-5-8 8-4-0 1-10-8 4-7-0 1-10-8 Scale: 3/4"=1' 6.00 12 3x4 = 6 3 3x4 = 3x6 i 3x6 Plate Offsets (X Y)-- (2 0-2-0 0-2-8i j3 0-2-0 0-2-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(ILL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 23 lb FT =-20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. REACTIONS. (lb/size) 1=318/8-3-0, 4=318/8-3-0 Max Horz 1=-11(LC 8) Max Upliftl=-67(LC 9), 4=-67(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-635/493, 2-5=-586/466, 5-6=-586/466, 3-6=-586/466, 3-4=-635/493 BOT CHORD 1-4=-413/586 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second oust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6-1-7 to 6-5-8, Exterior(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.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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10103/2015 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 = Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property carnage. For general guidance regarding the fabrication, storage, delivery, erecBon and bracing of husses 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, Sulle 312. Alexandria, VA 22314. Tampa, FL 33610 I a r Job Truss Truss Type Qty Ply T12624678 TBO161 V05 Valley 1 TJob eference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 1-10-8 r,nnF1_9 2x4 i 7.640 s rauy i6 20. r , .en muusuieo, o - v to: I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-j2yCAXzq W FH Ig I HoQ3hR EB 1 f5mrwRB Hz?3QyS3yDyy6 2-5-8 4-4-0 - 0_7_0 t-10-8 3x4 - 3x4 = 2x4 Plate Offsets (X,Y)-- f2'0-2-0 0-2-8] (3:0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 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 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) 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 Horz 1=-11(LC 8) Max Upliftl= 27(LC 12), 4=-27(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:8A PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. 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=S.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 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- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/012015 BEFORE USE. Design valid for use only with MlTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Nil' a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord rnembers only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personai injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 - 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/ 1 bar MIA For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss, This symbol indicates the required direction of slots in connector plates, Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots, Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where 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. n C O U n O Numbering System A General Safety Notes 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 C) CLI S U a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved 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% 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. IFm m M CJ CJ 7S-n-0 54-Q-N CJ1 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 EJ2 CJI Y G) 0 2 O TMENt 17-3552 GEARING HEIGHT 56HEDULE RECORD COPY Hanger List H1 THA422 NOTE5: 1.) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING IN5TALLATION AND TEMPORARY DRAGING.) REFER TO ENGINEERED DRAWING5 FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INGLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE 5KAGING REQUIREMENT5, 3.) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DE516NEP FOR 2' o.c. MAXIMUM 5PA6IN6. UNLE55 OTHERWISE NOTED. 5.) ALL WALLS 5HOWN ON PLACEMENT PLAN ARE CON51PERED TO BE LOAD BEARING, UNLE55 OTHERWISE NOTED, 6.) 5Y42 TRU55E5 MUST 5E IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HAN6ER5 TO DE 51MP5ON HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HANGERS TO 5E 51MP50N THA422 UNLE55 OTHERWISE NOTED. 8.) DEAMIHEADEK/LINTEL (HOP) TO DE FURN15HEP DY DUILDER. SHOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE 5OURCE FOR FABRICATION OF TRU55E5 AND VOIDS ALL PREVIOUS ARGHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT MUST DE RECEIVED BEFORE ANY TRU55E5 WILL DE BUILT. VERIFY ALL CONDITION5 TO IN5URE A6AIN5T CHAN6E5 THAT WILL RE5ULT IN EXTRA CHA96E5 TO YOU. Rej-ud Delirory Dou Approved by: Dcu: RIBuildersFirstSource Orlando PHONE: 407-551-2100 FAX 407-651-7111 Plant City PHONE: 613-759-5951 FAX 513-752-1532 Taylor Morrison Homes EL: Anastasia Included 2nd Suite AL ADDRE55: 1Ey 151 DN: TB Lot 161 SLALe NTc E: 1DDANN DT: do01. 11-30-17 Rick Product Approval Specification Form Permit # # q1 6 5 2 SAIV poj Project Location Address: 496 Red Rose Ln. Lot 16 o As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include -decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 CatL-gory / Subcategory I 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 Shinles 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. 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W Ll'OSB FLRYP.ATE TEp TO CAE J .BTU 4* EAC-,3 VTN N N P5OT LS-AR STW4 5r-'pluro A90lfu T dERS NLoa m-RN¢D6YI LBE]P.T1 9SIP W Y•055 FLFi PLA7E4CA>Z.DTO DOELE=.!TIpSdT E4 END il!1 5.`P.,O'W 0 S1F.'P-r, YY- 511p5. N' Ndi N.il &' lip tC 1>E EU^rt l P.A(E 5CmsAT bYD;wsla L nrYL5 LoCrfi V-14 6.0 IOR IDAis t,R61grtG ' STRUCTURAL NOTES 411' AS t0 Ec F'9•)YC PS' I'JL u so:'R Low ahem tir ro s al rw w:o. Ad ERERAF "LLS TO BE 0>6XTS 5-E;F U$!5IM co7w :5 NOI Av4cl FL cv VA'_404REA i i i t i t i t t RYl LEES Dk` Cf v 41. ELEIdTIOS. E7R TO rNi P.A15 G 5-W5SB. Y. SD. kAt 5f!R COIcE'FO'JNO R09 LnSi f i t i t k t i a JvVej ITT N RIOL NO, AN S. UEW DE O.Fe0,6 CF 41 O.- k-'- F p1CLi:4 LOUT© I M TWA L FGES 450f RE FNSEO GR.L. OR &RAG! fELOY,T,E LOIEST PARI OFT-ECLEAR OPA OF TLE LWO, 51d BEA YATW a2r FOES A!o4 OE FKSED EL-6 AF RX>. N WWA T1E VY!)X I LOU.b O!FR45,E 4LLNF CF NDD A 4 DC D ETER LPFI: I EI J;LO: PAS6A;A 6AtIYH DId'tT:4 Y•E5 FTIE 51?I 6E\tL Off LOCd-rD Il'aA )1 tGES GT PE iNSFD RC1Ti FER FSLR SN ERT I}f:tl q]) VMnJ. FALL Pr- CIT01 OlVa5 Ap W?C,%O,:405. 1)Ei: PANM 5LtAl 0)11T uTN TIE Ea;E rM5 0' AMf :£9: rER FSCR . 5N EIATo, z DAVIS BEWS DESIGN GROVE f] APuv In. C3o o iFleu.v15. '!F11t00FNRV/ WN'DwV6tNs!- vt nC1III Ell l 1Drt" EnoeerN, LLC VanT GtY^rlo' da 3lX] B]l i0f. 18p P" D XEFeII. P.E. 12582 TALE r' FLODR pl. rv'OTFS DLIULS S1F[ r - UPPER FLOOR PLAN NOTES B 1 l&f W. • E-C GARAGE LEFT Florida Building Code Online Page I of 3 AM&DeXn4i11 1Ttpc"1'j 1 BQS Home I tag In ( User Registration Product Approval i Mot Topics I Submit Surcharge ! StatS & Facts 17VIL31V 1' USER: Public User regulation PfailuU Aeerev9l Keniis .... . ......... 7uwlicatbn tKt Agpllcailud Oe'tsil' FL # FL15225-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Publications I FBC Staff I BCIS Site Map I Links 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@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldg consultants.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 3. King, P.E. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) StandardYear 101/I.5.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (8'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note,- Glazing Shall COmply With "ASTM`E1300 04. (This product approval requires the use of "? part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate co25 U .0 CeC i.ti225 S NAMI cerrts:odf Quality Assurance Contract Expiration Date 12131/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Yes 15225.6 f. "Premium Series", " Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate Approved for use in HVHZ: No tS R3 C G1tC 155 5 NpM! ciertS.Ddf Approved for use outside HVHZ: Yes quality Assurance Contract Expiration Date Impact Resistant: No 12131/2021 Design Pressure: N/A Installation Instructions. Other: See INST 15225.6-68 (68 Door Products) and Fl t5 5 R3y INST 35225 6S•f 15225.6-80 (8'0 Door Products) for installation instructions. Fl t 5 R3 Il INSf 15225 6-BO:ndf. Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports p iS» t ax dF FV 1,3,. 6-68. adf F7 t S R3' AE EVAi 15225 6 0 nilf. Created by Independent Third Party: Yes path ` +e ContactUs :::, 'YorttlNOM' oE 4i er T n.r.-- iL 3 tae Pliene:t50.a8'1.1824 The State of Florida is an AA/EEO employer. ()y fht_ 204i;1at't.State orflwWa_ :: Privacy Statement :: A ssibility at m nt :: 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. bistead, contact the office by phoneorbytraditionalmail, if you have any questions, please contact 850,487,1395, 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licenseeslicensedunderChapter455, F.S. must provide the Department with an email address if they have one. The emaits provided may be used for officialcommunicationwiththelicensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an emailaddresswhichcanbemadeavailabletothepublic. To determine If you are a licensee under Chapter 455, FS., please click here . Product Approval Accepts: Credit AVEhttps://www.floridabuilding.org/pr/ pr_app_dtl. aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF. PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Insiving/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 withinU. irk. :&mix rii nn riiattenat Standards Institute (ANSI), NAMI'S Certified Product 1;istln .at:. vivcNtim tti ti Glazed or a ue Opaque NAMI 'S,t.erWlVauuil Maximum Size 3.09; x 6;8- Design Pressure Pos/Neg, 67/-67 r fsiU u a... Missile Impact ated No mow .+-..-._.•.-. ----- Test Report Number Comments ETG01-741-10703.0/L-2097/TTF-253F Configuration X Inswing or Outswin I/S ._ Single Opaque 3'0" x 6'8" 67/.67 No ETC-01-741-10703.0/L-2097/TTF-254F X O/S Sin Ie Opaque 6'0"x 6'8" 40/-40 No ETC-0l-741-10703.0/L-2097/iTF-253F Standard Aluminum Astragal .. XX S Double 6'0" x 6'8" 40/-40 No ETC-01-741-107Q3.0/L-2097/TTF-254F Standard Aluminum Astra al . XX O/S Opaque Do...uble Opaque 690" x 6'8" 47%-47 No ETC-01-741-10703.0/L-2097/TTF-253F Coastal Alm Antra al .. . XX I/S Double 6'Q"x 6'8" 47/.47 No ETC-01-741-10703.0/L-2097 CTF-254F Coastal Aluminum Astragal .. . XX O/S Opaque Double OXO/OX/XO I/S Opaque Door 5'4" x 618" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites ._ Glazed Sidelites 5'4" x 6'8" 40/-40 No ETC-01-741-]0593.0/L-2097/TTF-254F OXO/OX/XO O/S Opaque Door Single w/Sidelites .:. Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Management 8'4" x 6'8" : 8'4" x 6'8" 814" x 6'8" 8'4" x 6'8" Institute, 40/-40 40/-40 447/-47 47/-47 tnc./4794 George No No NO No Washington ETC-01-741-]0593.O1L-2097/TTF=2531? Standard: Aluminum Antra al. ETC-01-741 ]0593.0/L-2097/TTF-254F Standard Aluminum.Astra al ETC-01-741-10593.0/L-2097/TTF=253F CoastalAluminum:Astra al ETC-01-741-10593.0/L-2097/TTF=254F Coastal .Aluminum Astra al Wino.Iyy 'ayes, VA 23072 OXXO Double w/Sidelites... I/S O/S I/S O/S 1, OXXO Double w/Sidelites OXXO Double.w/Sidelites.. OXXO Double. w/Sidelites Natinnal Accreditation Tel: (804) 684-5124/Fax: (894) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date:. 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door 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 certificationInhelrepresentsaroductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withina.. •irl.d A.,, Apan Natinnal standards Institute 60Sb: NAMI's Certified Product Configuration X Listen at' Inswing or Outswin I/S .. N WI a tcat on.com. Glazed or O a ue ppaque Maximum Size 0" x 6' 8" Designg Pressure Pos/Ne 67/-67 Missile Impact Rated No Test Report Number Comments ETC-01-741-10702.0/L 2096/TTF252F Single X O/S Opaque 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF251F Single 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F Standard Aluminum Astragal. XX I/S Opaque Double... XX O/S Opaque 6 0 x 6 8 40/-40 No ETC-01-741-10702.O/L-2096/TTF251F Standard Aluminum Astragal. Double XX I/S Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11009.0/L-2151 /TTF252F Coastal Aluminum Astragal . Double 6'0" x 6'8" 55/-55 No ETC-OCloasta, Aluminum Astra 1251 F XX O/S Opaque Double US O/S Opaque Door Glazed Sideiites Opaque Door Glazed Sideiites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites 5'4x 6'8" 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" Institute, 40/- 40 4 0/-40 40/- 40 40/- 40 55/- 55 55/- 55 inc./ 4794 George No No No No No No Washington ETC= 01-741-11008.0/L-2151 /-17F252F TT - ETC-01-741-11008.0/L-2151F251F ETC- 01-741-11008.01-2151=1`252F Standard Aluminum Astragal ETC- O]-741-11008.0lL-2151/1TF251F Standard Aluminum Astragal ETC- 01-741-11008.0/L-215IITrF252F Coastal Aluminum Astragal ETC- Ol-741-11008.0/L-2151ITFF251F Coastal Aluminum Astragal. Memori y/Elayes, VA 23072 OXO/ OX/XO Single w/Sidelites .... OXO/ OX/XO Single w/Sidelites OXXO Double w/Sidelites .: S OXXO Doublew/ Sidelites O/ S OXXO Double w/Sidelites .:..; trrO/ S US Opaque Door Glazed. Sidelites Opaque Door Glazed Sidelites Management OXXO Double w/S.idelites Natinnnl Accreditation Tel: ( 804) 684-5124/Fax: (NU4) 034-'31ie NAMI AUTHORIZED SIGNATURE: anchor SS I 4 MULLION 4 '1:( SHOWN FOR MASONRY.. d. `I SHOWNNFOR (1 his MASONRY. HEAD MASONRY OPENING I REFERENCE OPENING TYp; J I l I REFERENCE I1 OPENING JAMBS D L I HEAD r JAMBS JAMBS I; 2X BUCK 2X BUCK F U Mt I I 2X BUCK` as j l itI! LI I I MULLION X ll, a I I SHOWN FOR it II ro O I.I PI REFERENCF II li W/SIDFI ITF SINGLE WCLF :DOGE{. SINGLE Rflf)(( ANCHORING. 13UCK ANCHORING BUCK ANCHOftINCkJORl. ITFS NSz 4" I rk4 4" 4" 48" I 1 { 4: N. 4 u II MULLION4 `. I I SHOWN FOR A MULLION S IMASONRY OPENING TYP. HEAD TYP..:I1 REFERENCE SHOWN FORMREFERENCE I 11 AJAMBS ASTRAGAL HEAD SHOWN FOR JAMBS II 1. kmin.S.G.r0.S5. 2X BUCK REFERENCE a 2X-) BUCK h6 H NO 1. C Ib pI'iClfOf Qf the comers may be adusted to maintain the min. 6 II rG I I i1 1 AST" NSHOWfJ II. aa! ci edpeCNtfcnCefnmpfer)oinla2Cpry"7etift#N 7orle plTcns_noted as "MAX, ON CENTR"must be adjusted toR£FERENG€ mowth:ltw min edge`dEtoncs fp;ihafar ikkI nafconctsle pMJtors I Il I b4re4Uted to "WOthe 7AA7L ON CENiFR' Via! om nnf e=e/ded. - ; • I I l l may ta tableConcre ANC A XO* to 1llh.<TIGRANG6;: AffN o AA t . FAA&Dl' Irw a r TAPCON ELCO ULTRA ON II svuc: N:I.J. r; .. nwc, BY: JK n CNi4 ec LFS :? IL V£ILk.0CL3 DOUBLE V!/SIOFI ITES enwiHD Ho a BUCK ANCHORING MASONRY BUCK AN...1iQ3l.NSi ° OPENING FL-15225.5-68 ,c ro SHEET -2 at L O E" w • il• IN PAIRS 3D TYP. ' N o; 3 4 3_a3„ r rif7: h 3 3 SEE N07E 311 SHEET 3 SEE DETAIL "3" W/2X BUCK INSTALLATION T o SEE OETAIC W%2X: BUCK : A3" INST'A AT10N... 1!t f ASTRAGAL-' MULLION W/IX BUCK 9 INSTALLATION FYP, HEAD JAMBS w ¢ - w w 2 z W/iX BUCK . 9. ' ASTRA". ""INSTAL1ATi0Nw SHOWN FOR P• H & c c3. win n 2 N a - SHOWN FOR SHOWN FOR w REFERENCE. JAMBS REFERENCE REFERENCE r ONLY ONLY SEE d M. DETAIL "4" ¢ n P o SEEjai: DETAIL \ W A^ E' VIEW "C"-"C" DOUBLE D!2QB-W1§IQEL17 S VIEW "E'-"E" DOUBLE DOOR SHOWN W/ WnMM r.ORRUGATED F:ISWYERS, rTW 130 MP. AM MDEUTE TO DOOM JW9 CONNECMINS) C ". L T—F r_ Item DESCRIPTION Material A 10 x 2`=t 2- PFH-WOOD SCREW STEEL. I Q x 1-3/4FH WOO SC Ew. STEEL 10 X Y 'PFH WOOD SCREW" STEE1 1 0 x 3.4 LG. F REW" Hine fo fame STEEL 10 x '2 LG- :PFH WOOD SCREW L L 3 8 x 2-1 2 LG. " PF WD SCREW 4 1 x 2-3 4 PFH ELCO OR'ITW CONCRETE SCRE14. x1-34. iTW P H ON RETE SCREW t 4.z.3-3 4 .I1W PFH ONCRETE SCREW 3. 16 x 3-t 4 ITW PFH CONCRETE SCR ISTECL 13MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 1 4 X 2-1 4 PFH ITW CONCRETE SCREW2 27 HEADER AM UGAR PINE SG >=.0.34 3 4 THK. PPA301 2X1". X 2GA... Cb RUGATED FASTENER W/2X BUCK: INSTALLATION W/ 1X BUCK o INSTALLATION W/ 2X BUCK NS'I' ALW'ION...3 1 0 W/1X BUCK.11 0_E fL •i INSTALLATION i DETAIL " 3" ui s A77ACH ASTRAGAL THROW BOLT B STRIKE PLATE TO FRAME a o AS SHOWN. c 1 C; otnx Q 2.1' 72.. .i sum— N. T.S.. .. 5 1 DWG, BY: JK m cw. Or. LFS DETAIL "4" muWMG Rq;. W 2 FL- 15225.5-68 INTERIOR VERTT t CRO SEMON. EXTERIOR . INTERIOR 5: VERT/CA 'CR055 SECitOht b .. uswx+Acan qutnti win INTERIOR EXTERIOR C*l p do 201 em JV r 3 YE CALGRF33S.SEGilON . P5 EXTERIOR INTERIOR. 8 VEIMCALCR055S&CTION u ' crxi6pvta) n —,- VK off- Vs i D4**M, MO., Gi FL-15225.5-68 MASONRY OPENING TYP. HEAD JAMBS 2X BUCK--" 1I t e + SINGE DOOR BUCK ANCHMm Y MASONRY.. OPENING to 71 qd ernN UnO 2X BUCK- b i n f E n s.. n I ! 11 -MULLION IN l l SHOWN FOR. MASONRY 4 i ( ( •r} +• s ,s. ` > REFERENCE OPENING lY1', fittrtt tS 'ti r m 1D,1 I HEAD i . i t d. JA1AB5 & JAMBS d 1I i . Z 1 n ti 2X BUCK ! f %) ( v d o I MULLION Li SHOWN FOR REFERENCE ii X l( ll: Ii oD v: 11 11 11 06 KC, o j I • : l l 1 l , zU 5MLLA/SIDELIX SINGLE W/SIDELITES BUCK ANCIMINBUCK ANCHING ol'. MASONRY OPENING NOTES: 2X BUCK 1, 2Xbuckmin. S. G. 20,55. CONCRETE ANCHOR At01ES: 1. Concrete anchor locationp of the comers may be adjusted to maintain the min. edge distance to mortar faints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CEMEW' dimension are not exceeded. 3. Concrete anchor table: Ah4--W011 _ ANCHOR Mrlt. , t . - T$ANfIY li1AY ClitARA :. . 111A131AC[ NT TYKE SIZE : 11f EiNBRM Nip YINF[ Ok TAONe rC 2". 4" itCOi1N 114" 1. 114" 1" 4" U RAC ' r 4.. _ 4" B. 4" I' MULLION MULLION (: c' I SHOWN FOR p SHOWN FOR All TYP,. HEAD 1 T•ff?. I REFERENCE HEAD REFERENCE I( jet? JAMBS 11 ASTRAGALSHOWNFORJAMBS D LI T REFERENCE IIpo 4 d I 1> 2X; HOWNAFOR ll.: BUCK REFERENCEErov if 1( LF m amp Qi i2 r. IL Q Il o 6 m 11. y II (( awc, by; JK LF3 3 MASONRY DOUBLE W/ SIDELITES DOUBLE DOOE FL-15225.5-80 0 ANCHORING OPENING OPENING SUCK ANCHORING. Luuj 43r.a 3' 3 3" 8" 4"^ G" ....... Al 006 DETAIL "3" 111 w/zx BucK N w/zx suck .A Zj zCC `A- INST0.LVITION a- EE SEE DETAIL N INSTALLATION ,OE7AIL _ tiQi :c. Iil S1X BUCK SHEE7 3 3 N: 11 .& NSTALLATON " 3" N Y7/fX'BUCK .,' i.. <: N g go lNSTA1 fATKJN. n E3: \ m tl fi' N TYP. HEAD 'TYP. HEAD & MULLION & JAMBS JAMBS eZ SHOWN FOR v M REFERENCE J ASTRAGAi1 ASTRA( OR _ SHOWN FOR SHOWN N _ REFERENCE N' REFERENCEONLY N ONLY 1: tl' SE E Ib IB h i8 — f DETAIL. o _ U f IU 5 N .5 N 5af. o iil Ii U ^ a Nµ Cf DOUBLE DOORY"A' VIEW VIEW "C"_"C" Oo mF DOOR WISIOELITS VIEW "-" " ASTEN ITEM M7 AU SIOEUNC TO DOOR JAMB CONNECTIONS) to e t Item DESCRIPTION Material A H 00 SCREW10x.2-1.2 PFW STEEL S7E. Etsg 10 X 1 H W D S ME L C 7 10 X i PFH W OD R t0... x 3 4 LG, I.WOOD SCREW Hin a to Frome STEEL 4 Y 4' 7_-3 4 PFH .ELCD 0'R IRN CONCRETE SCREW STEEL STEEL 514 .x 1-3 4" ITW PF'H :CONCRETE SCREW STEEL 1. 4" x 3-3 4..ITW...PFH CONCRETE SCREW STEEL i i PFH . SCREW. ._ 3 1 G x 3-1 4. ITtiV 'P.FHCONCRETE SCREW STEEL i L . 4' " x `' . 4 . ITW PF.H CONCRETE S. R EE MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW ©LOCK CONFORMING TO..ASTM C90 16 - 14 X. 2-1 4 PFIi !TW CONCRETE SCREW L W000. HEADER.. JAMB PINE. SG = ..0.42 Waco 21. 3. 4' THK, PRESSURE TREATED SlDELITE .PAD STFEL.. 30 1 .2" X 1" X 25 GA. CORRUGATED FASTENER f:.. Q u 3o DETAIL " 4" - - 3" F DETAIL ATTACH ASTRAGAL THROW BOLT i o u° f ; STRIKE PLATE TO FRAME WE e 2121, 112 ? ASSHOWN. scuc: N.T.S. .. A ow, Br: JK m j. cNx: er: LFS _3 DETAIL 1" ORAYf, N6 NOe: F' L- 15225.5-80 0 Utsvitig,ean sp uoifon EXTERIOR INTERIOk S VERUCI L CAdn Q . ou.. cnnra m .n INTERIOR EXTERIOR. N o EXTERIOR lf; INTERIOR OutssMQp;Wvxoliw fill r m co t k N •-2 Em i`cC g 9 qom0.4 . Ci i v W J6. TINE N W i J N m 2 s i N.T.S. d 2JKer: LFS 015-8 E - m' 3aafl OF F 1 Mi RISt Ii'At C C}SSSEC:I; rglwm cAntip c+t+on V 6 INTERIOR IL EXTERIOR 2 CiR1SO SS 2 +3111n9'°tion d-q/l'jomb EXTERIOR 4 . H JBtxdNiAL+GRG?SS 3i CT1f3N: utswingconfigurotion b,9(ib'Inmb FA INTERIOR EXTERIOR 5 NQR Xt3 At'C:Rt7SSSECttON... 06qv 16' 02 tirot&in JK acaLFS Q2F-15- 68M'-3No A dA/id"HEA7YOHEAT k4=4/.1'6'NEP MULLION SHOWN FOR REFERENCE I$JAMB z o 6 SEE - 1 (S DEr-L "S" o I 3 nto d•9JT6"'HEAD TYP. ® HEAD F 4A/iCHEAD N t 02a MULLION a SHOWN FOR REFERENCE n . o 6.9/16"JAMB O G: TYP. ® JAMBS H 4.9/16" JAMB 1Jx}..' F SEE DETAIL "4" VIEW "C :"C" SINGLE DOOR W/SIDELRES VIEW "E"-"E" VIEW "D"-"D" cove a ANryri_o+r N f anchorma. of the comers maybe adjusted to maintain the Min. edge wonoo fo rnodarjoints. 2. C6ns0e16 onchorJacafians noted as MAX• ON CENTER" must be adjusted to maintaintheminedgedistancetomortarjoints, additional concrete anchors mayberequiredtoensuretheMAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: T 4" z TA COr4" J& N nW 3J1e 1-T/4 AS SHOWN AS SHOWN S. Wood screws. There ore (4) at each SIDEUTENOTEThe gdetite Is direct set into the)pmb with (i2) #8 x7' pfh verticaljamb, from the top down at 13.5", 31", 48.8' S 66". there are (2) at the header at 4" Thereare (2) at the sill, 4" from the outside comers. fromtheoutsidecomersofthehome. S dSEE DETAICT 3'r w J i i" HEJiD. 1 12in TYP. 0 JAMBS M911C JAMB o SEE n f SINGLE DOOR W/SIDELRE VIEW "B -W, SINGLE DOOR VIEW "A' -"A" H 26'.. H 24: DETAIL Don 27 H. 2i..' MAIL H.. 2b : an ar 24 . DETAIL " r DETAIL"3" Secun FL- R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building industry C P.O. Box 230 yaldro, FL 33595 Phone 813.659.9197 Florida Board of professional Engineers Certificate or Authorization No. 9913 Manufacturer Product NameProduct Sub Category C.... Category- Smooth Star' and "Benchmark by Therms-Tru" Swinging Thcrma Tru Corporation 11g Industrial Dr 6'8 Single 8 Double Opaque or Glazed Panels wl 6 w/o Sidelttes Exterior Exterior Door Edgerton, OH 43517 Inswing I Outswing Doom Assemblies Phone 4.1.9.298.1.740 Insulated... Fiberglass Doorwith.tNood Frames.. Scope: ra Evaluation Corporation, yding Consultants, ISchmidt, V ThemTru based onRule Chapterr No. 61 G20-3, Method 1A of he State of Florida Product Approval, Dept. of Business 8 Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing theproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High VelocityHurricaneZone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchorsshallbeaslistedandspacedasshownondetails. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screwsshallbeInstalledfollowinginstallationsinstructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturer's installation instructions. r-center distances shall be speed by the fastener manufacture, but in no instance shall they 4. Fastener embedmentdepths, edge distance and cente be less than shown in drawing FL-15225.5-68. terial that complies with the requirements of the FBC. 5. Where shimsareused, they must be a "rigid I stiff' ma 6. Positive andnegativedesignpressurerequirementsforusewithdrawing FL-15225:5-68 shalt be determined by others for specific jobs in accordance with the governing code. 7. Site conditionsthatdeviatefromthedetails of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1; aft No. ETC-0174140702.0 ETC-01-741- 11008.0 TEL 01460147 2. 2rawin1 No. No. FL-15225. 5-68 3. 9alculafions Anchoring Teat Standard ASTM E330-02 I TAS 202-94 ASTM E330-02 / TAS 202-94 ASTM E330-02 / E1886-02 / E1996-02 Prepared by RW Building Consultants, Inc. (CA #9813) Prepared by RW Building Consultants, Inc,..(CA #9813) Sheet 1 of 1 ieailna hotatory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E, Lyndon F. Schmidt, P.E. Started:& Sealed 15tt Lyndon F. Schmidt, P.E. 5 8 Ssaiitd bv. Lyndon F Schmidt, P.E. ttt1111ttt Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 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 ENG!NEER OF RECORD. 3. 'X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR 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. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A i 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 DETA!LS. 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 GRAVLTY 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. OESCRIPTION 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 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. T,—, t S 3;3 —L SIGNED: 1012712015 D DOOPARKWAY LLCMIWIND12 1R I IL/O0oWSLAKESIDE FLOWER MOUND, TX 75028 5 v\CEMSF9cP i o b1 *= SERIES 430/440 XIX SOD 143" x 96" REINFORCED NOTES r 0'O.•'CpR10P. DRAwN: owc no. nEv F.A. OS-00503 NG Of IfAl11\\ scA =NETS DATE 02/23/09 SHEET 1 OF 9 4 6" MAX 5" MAX L 17' MAX O.C. 95" - MAX FRAME HEIGHT i L 6" MAX REIAMNS REV I DESCR:PTWN 143" MAX FRAME WIDTH A ADDED CHARTS B REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS 6" MAX CHARTI/1 0 REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE :VOTE 9 SHEET I SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE SEE CHARTS # 1 AND X2 FOR OTHER UNITS RATINGS Design pressure chart (psn Frarre Single Panel and Total Frame VNdlh (in) Height in) 30.0 36.0 42.0 1 47.7 90.00 108.00 126.00 143.00 Pas I Neg Pas Neg Pas Meg Pas 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 40.0 51.1 40.0 46.1 40.0 42.3 96.0 40.0 58.6 40,0 49.0 40.0 43.7 40.0 40.0 CHART lit WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE .VOTE 9 SHEET 1 Design pressure chart (p4 Franc Single Panel and Total Frame W1dth (In) Height in) 30.0 2&0 42.0 1 47.7 90.00 108.00 126.00 143.00 Aas Neg Po6 Neg Pas Neg Pas Neg 64.0 60.0 60.0 57.9 57.9 52.0 520 48,0 4B.0 88.0 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 56.6 56.6 49.0 49.0 43.7 43.7 40.0 40.0 CHART t73 DATE I APPROVED 03/05/12 R.I.% 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. Number ofanchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 31.0 41.0 47.7 in) 90.0 106.0 126.0 143.0 HB,S I Jamb I H8S I Jamb HdS Jamb H8S I Jamb 84.0 6 6 7 6 8 6 9 6 88.0 6 6 5 6 7 7 6 6 8 8 6 6 9 9 6 6 L--392.0 96,0 6 8 7 6 B 6 9 B 1 J t SIGNED: 1012712015 MI D DOORLLC lfLo 1900LKESDWSPARKWAY5(t FLOWER MOUND, TX 75028 G Ng 9s i SERIES 430/440 XIX SGD 0,, 51 ir= 143" x 96" REINFORCED 6 - ELEVATIONS 4 TAYOF O( t`• FCORIOP• pRA1YV. Dwo No. REv F. A. sDALE 08- 00503 0 ss/pNAt i/ Iflllllll NTSDAT= 02/23/09 SH--2 OF 9 L 1 /2„ MIN. EDGE DISTANCE l 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEgMENT BY OTHERS 1/4" 1 3/8" M"K. EMBEDMENT J f MAX. I t SHIM J 10 WOOD SPACE MIN. SCREW I- EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 I I i I 11 INTERIOR LULL UlJ-111L 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 10 WOOD SCREW 3E SET IN F APPROVED MIN. RENT WOOD FRAMING OR 2X BUCK BY OTHERS 4-- 1 /4" MAX. SHIM SPACE RVASIONS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L.-^_ REVISED PER NEVI FESTINO 10/15/13 R.L. ADDED P-ANGE INSTALLATIONS 12/06/13 R.L. REVISED INSTALLATION DETAILS 08/05/15 R.L. INTERIOR A EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION L— 'L—" - SIGNED: 1012712015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY 1uIllulii,, R• LO ij FLOWER MOUND, TX 75026 XGENs 9 o51 SERIES430/440 XIX SGD 143" x 96" REINFORCED i d(afGa»t1 7 4 FRAME' INSTALLATION DETAILS i O,• TATE OF i' IOR{Op; DRAWN: 0'MG N0. REY 08 D/i/S'pNAL1 Y SO0E503cAF.ALE DATE NTS02/23/09 3 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE i 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REVISIONS REV I DESCRIPTION I DATE APPROVED A I ADDED CHARTS 103/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 I R.L. 1 MAX. SHIM SPACE 3MIN. EDGEE D DISTANCERI OR 1. INTERIOR ( RfLLING I ; 4 I' lul n10 SMS OR I' SELF DRILLING SCREWS rr L L TO BE SET IN BED OF APPROVED 4LANT METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 NOTES., SERIES 430/440 XIX SOD 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, 143" x 95" REINFORCED NOT SHOWN FOR CLARITY FRAME INSTALLATION DETAILS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2T 12 DRAwR: Dvrc ND. F. A. 08-00503 SCALE NTS I DATE 02/23/09 SMCE14 OF 9 SIGNED: i0/27/2015 R111LI// ENSFgcP OFty iiFd • RIOP REVISIONS 2 1/2" MIN. REV DSCRftTON DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEW TESTING 10/15/13 S R.L. i 1/4" MIN. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. t ° EMBEDMENT i 1/4" MIN. MAX. D REVISED INSTALLATION DETAILS - 08/05/15 R.L. t` EMBEDMENT SHIM SPACE CONCRETE/ MASONRY 1 T BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE II S IX BUCK 4 I INTERIOR TO BE PROPERLY 1/4" MAX. _ SECURED SHIM SPACE a .. ` l 3/16' TAPCON 1 SEE NOTE 3 SHEET 14 113/16" TAPCON ' Li CONCRETE/MASONRY j I BY OTHERS .' C EXTERIOR 1 INTERIOR J EXTERIORSILLTOBESETINI A BED OF APPROVED e 3/115" TAPCON SEALANT JAMB INSTALLATION DETAIL k OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION MASONRY/ TO SE PROPERLY CONCRETE i SECURED BY OTHERS I SEE NOTE 3 SHEET 1 7 NOTES: 1 1/4" MIN. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM 92112 VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE S ' i3 SIGNED: 1012712015 MI WINDOWS 00 LAKESIDE PARKWAY D LLC FLOWER MOUND, TX 75026 •GENS 9J SERIES 430/440 XIX SGD = *• 0 51 yt 143E 96E REINFORCED 1=. fl y _ FRAME INSTALLATION DETAILS 1 , TAT OF DRAWN; DWG NO. REV 'OF•'G RLOP' \• su E NTS DATE 02/23/09 OS SHEET53OF 9 0 NAL1\\G\\ OOD FRAMING OR 2X BUCK BY OTHERS I o WOOD J SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 11 3/8" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE INTERIOR IFSILL TO BE SET IN A BED OF APPROVED SEALANT 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 3/8" MIN. 1/4" MAX. EMBEOMENi SHIM SPACE 1/2" MIN. EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUOK BY OTHERS EXTERIOR RM90NS DESCRIPTION DATE APPROVED ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R,L. REVISED INSTALLATION DETAILS 08/05/15 R.L. INTERIOR O I1 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 5 '33 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: DWC NO. - F.A. 08-00503 WALE NTS — 02/23/09 1 SHEE76 OF 9 SIGNED: 1012712015 VAX51 - OF O•. si6/o/0NAI ;E` M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE 9Y OTHERS 3/4" MIN. { I EDGE DISTANCE EXTERIOR 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 RE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE 1 /4" MAX. SHIM SPACE OR 3/4"! MIN. LUNG EDGE DISTANCE INTERIOR fIV1cnlvn # 10 SMS OR SELF GRILLING SCREWS TO BE SET IN U3EDOFJJJJ ROVED SEALANT METAL STRUCTURE BY OTHERS EXTERIOR REVISIONS REV DESCRIPTION DATE I APPROVED A ADDED CHARTS 03/06/12 R.L. B REVISED PER NEY! TESTING 10/15/13 R.L. C I ADDED FLANGE INSTALLATIONS 12/05/13 R.L. D I REVISED INSTALLATION DETAILS I OB/05/15 R.L DID DlC ki m JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 1 I— I! c.J C__>,> 4"— L 1 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: 0 G NO. F.A. 08-00503 ZZ NTS DATE 02/23/09 ISHEET7 OF 9 SIGNED: 1012712015 OEkSF'9J1 0,.65 TAT OF ON 2 1/2" MIN. MASONRY MASONRY i EDGE DISTANCE BY OTHERS e 1 1/4" MIN. g a. EMBEDMENT 1 1/4" MIN. EMBEDMENT II OPTIONAL 2 1/2" MIN. 1X BUCK EDGE DISTANCE TO BE PROPERLY i SECURED SEE NOTE 3 I I SHIM SPACE TAPCONSHEET1 3/16" TAPCON EXTERIOR CONCRETE/MASONRY INTERIOR BY OTHERS I I 3/16" TAPCON -- MASONRY/ CONCRETE BY OTHERS SILL TO BE SET IN A BED OF APPROVED SEALANT a . 1 1/4" MIN. 5 EMBEDMENT VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETEiMASONRYINSTALLATION EDGE DISTANCE 1 1 1 /4" MAX. REVISIONS REV DESCRIPTION DATE APPROVE? A ADDED CHARTS 03/C6/i2 I, R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. OPTIONAL 1X BUCK JAMB INSTALLATION DETAIL TO BE PROPERLY SECURED CONCRET&MASONRY INSTALLA TION SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 lr. S 'Lo MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ORAWN: DWG NO. RE F.A. 08-00503 [ S"E NTS IDATE 02/23/09 SNEL"78 OF 9 SIGNED: 1012712015 C J TATE OF : -- i tc OR0" Al- REVISIONS REV DESCRIPTION OAT. APPROVED A ADDED CHARTS 03/06/12 R.L. B REV!SED PER NEW TESTING 10/15/13 R.L. C 1+ ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 1 5/8" MIN. EDGE DIST. D I REVISED INSTA LA.TIDN GETAILS 03/OS/15 I R.L. a TRIM INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS X BUCK BY OTHERS, HOOK STRIP iX BUCK TO BE 3/4" MIN. PROPERLY SECURED METAL STRUCTURE l BY OTHERS EDGE DISTANCE 3/ 16" TAPCON TRIM EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION INTERIOR MASONRY/CONCRETE HOOK STRIP 10 SELF DRILLING I' SCREW 1/2" MIN. ?ANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8" MIN. EMBEDMENT NOTES.- 1. ELRITY.XTERIOR N1SHES,BYOTHERS, HOOK STRIP NOTSHOWNFOR 10 WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE I SCREW DESIGNED IN ACCORDANCE WITHASTM E2112 EXTERIOR PANEL INTERLOCK Vj HOOK STRIP INSTALLATION L SIGNED: 1012712015 2X SUCKIWOOD FRAMING MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 1111IIrIrri v •\ GENS 9s SERIES 430/440 XIX SGD 0 143" x REINFORCED HOOKOK INSTALLATION DETAILS a z Q.• TAT' OF ` DN' C Np,REV X` SS% rA08-00503 D 7// IQNALI\\\\ WE02/23/09 SHEET9 OF 9 t BCIS home Log in user Registration Hot Topics Submit Surcharge Stats &Facts Publication: dbpr Product ApprovalI.J111f, USER: Public user QviY A xcae ri Mrn > irr •—y C. crr, W co r rti > ,,;t. r rr. ,vn s Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 1 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Staff BCIS Site Map Links Search i i WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 RBELKNAP@WINDSORDOOR.COM RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM I i i Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance MethodP i Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the IOHN 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 Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ANSI/DASMA115 2005 DASMA108 2005 I FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 55 Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5v30 R•7. II 59A01 revFi JambAtfach s odfApprovedforuseoutsideHVHZ: Yes a R I A0' LodInstall df Impact Resistant, No FLiK F30 Rl fI `$r 7 ev s haf DesignPressure: +22.9/-26.4 Verified By: )OHN E. SCATES; PE .FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X TO" OTHER Created by Independent Third Party: Yes SIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReportsFL15: 680 RI AE Evat Report ResPan r1a s pdf Created by Independent Third Party: Yes 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 TRACK BRACKETS WITH i 4"-20 X S/8" TRACK BOLTS. OPENING14EICHT b4 NOT OVER D MR HEIGHT) 3 BRACKETS EACH SIDE j{3 3/4" X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT h NUT 1/4" X 3/4' HEX READ SELF DRILLINGSCREW SHEET2iJF AL"SCREWS, IALV. STEEL HORIZONTAL K 16 GAGE-'OR-13 GAGE D ON THE WEIGHT THE DOOR. DETAIL D 63" (16 X 7) 74" (16 X 8) 42- (16 X 7) 50" (16 X 8) 21 - (16 X 7) 24" (16 X 8) 16 GAGE GALV, STEEL 5 STRUTS — TOP BRACKET WITH 14 3» 20G4 WIDE (18 XGAGEROLLERHOLDER3• 1804 WIDE (16 XSEEDETAILD. ( SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. IFF 2* ROLLER WITH 7/16" CIA. STEM. TIRE: S 0. 16 % 7) 7 BALL SNORT STEM 16 X 8) 10 LTALL LONG STEM OPTIONAL LOCK -/ STRUT ON UPPER PART OF SECTION .VER HINGE LEAF. ($EE DETAIL 8). GALV, STEEL 114 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) I— STRUT ON UPPER PART OF SECTION E EAI8)SEOTL, J_1 l i ll l l ii — I i ITI-3/B' POLYSTYRENE 21' OR 24" HIGH INSULATION OPTIONAL TOE— L—LOCS TO PANEL USE END CAP GAGE END STILES — FASTENED WITH PANEL GALV, AND FOR MOO. 724,730. PREPRINTED STEEL 750, 755. 426. OVER ENO STILES. (SEE DETAIL 25 GAGE ALL STOP MOULDING NAILED EVERY 9" MODELS EXCEPT STRUT ON BOTTOM BRACKET S— D TYPE NAIL MN, — ----- , 24 GAGE MODEL 750, 755 J 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 2LAC SCREVY 5/i6" X 1—I/2" FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B—B 20 GAGE GALV: STEEL CENTER STILE SECTION A —A OR BELOW ROLLER. TOG— L—LOC OR POP RIVETED TO PANEL. NOTE: GLAZING DEBRIS18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL 4OG4. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE....... DESIGN_PRESSURE ..TM_PRESSURE WIDTH 140011 PGSITNE NEGATIVE POSITIVE NEGATIVE 16'= 0' 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 87-0"+18.7 20.B 28,1 F31.2 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE I/ 4"-20 X 5/8' HEX BOLTS h NUT$ OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWNG HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 97Z - DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS.P Pr roTanniorwlI m maaaa m OPTIONAL SSS GLASS LIGHTS 7' OR e' ei L(( 4")) X 16' AIR(( VENTS IN4CHMON TOTALOO50. OPTIONAL PEN LONG PANEL AREA). OPTIONAL. CENTERR STILES (,5 COLUNNSj EMBOSSES CENTEHINGES( 3 COLUNN5) USE ONE EXTRA SELF SCREW THROUGH TOP LEA TOP LEAFOFHINGE, ENO SIRE k RAIL. TYPFOR END HINGE H 1. 25 " I I— 20 GAGE END STILES T 20 GAGE END CAP 3• r O DETAILA DETAIL C 0 • 3' 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X B) RAAS L. N. NOTE: DOOR MUST BE INSTALLED DETAIL B WITH EITHER 1N ELECTRIC OPERATOR I 1 / 2 OR A LOCK MUST ENGAGE BOTH 1 X TRACKS ONOORSWITHEXTENSIONSPRINGS). DOES NOT SATISFY IMPACT EQUIREMENTS IN FBC L16 1 v 7 rt. 8915 562- 1872 724, 426, 730, 735, 750. 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/ 11 RLB TOLERANCE W1 B 2866 3 10 08 RLB FRAC.31/64' DEC. t . 015. NEXT LEVEL GATE: DWG. N0. 2 448 11/1/07 RLB ANG. t 1' 11 1 07 99—B-079 SCALE PLOTSCALEDRN. BY E.C.N. DATE: APPROV, _ cur , — 4 0 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4'-20 X 5/8" TRACK SOL OPENING HEIGHT NOT OVERCDTHEIGHT) kN, o DETAIL E - 4 BRACKETS EACH SIDE 3/4• X 1-1/2" ( 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4" X 3/4' SHEET METAL EMRA SCREWS 1/4' X 3/4" 2" GALV. STEEL HORIZONTAL HEX HEAD SELF DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THc rl, e DETAIL "E" 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6-0 TYPE NAIL MIN. I SECTION 8-13 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" LAG SCREWS & WASHERS. PREPARATION OF JAMBS SEE DETAIL "E". - P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHTI POSITIVE NEGATIVE POSITIVE NEGATIVE 18'-0" 7'-0" 18.7 20.8 28.1 1— 31.2 18'-0" 8'-0" 18.7 20.8 28.1 31.2 63" (18 X 7) 74" (18 X 8) 2 1.25" —I I-- DETAIL A 3' 18GA WIDE STRUT 1/2" POLYSTYRENE INSULATION STANDARD FOR MODEL 735. 6 STRUTS GAGE GALV. STEEL TOP BRACKET W 3° 18GA WID( WITH 10 GAGE ROLLER HOLDER. ) \\\ NOTE THAT ROLLER HOLDER (SEE DETAIL A CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B 7/16" DIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK ALTERNATE CONSTRUCTION USING (2) STRUTS OPTIONAL SSS GLASS LIGHTS 11.1--11iIn1i10111 W-1iiiMM-0! ri 1ir11r Ir ir Ir11G.111rr liMMUMILJIILJILJIt=J L 11 STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. (SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B X 16" AIR(( VENTS STRUT ON HNGERT OF 4') 1WHRMIN. TOTALDOPOENSECTIONOVER LEAF. (SEE DETAIL B). AREA). OPTIONAL. GALVANIZED STEEL STRUT ATTACHED 2, WITH 1 /4" X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750. 755. 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 FASTENERS. BOTTOMJ SCREW CAN BE ABOVE OR BELOW ROLLER. CCr'TInI,I A A 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 A, NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES I Ix -Pt 58308-H-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-5297249- 750 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal Wlovided only for verificationndloadconstructiondetails. USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, END STILE & RAIL AS SHOWN. TYPICAL EACH END HINGE. OPTIONAL LONG PANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP e" 0e 0e TlrTA11 n v0------ NOTE: DOOR MUST BE INSTALLED p / RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION p SPRINGS). DETAIL B 181 x 7' L.H.H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS INFBc. FL 15080 1 (9 x (q 71*l__ll'ss1 i///, I OR ®R P.O. BOX K. A 72219 8915 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR Wl B12/15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC,±1/64" DEC. t .015 ANG } 1' NEXT LEVEL DATE: 11 1 07 DWG. N0. 99—B-079284811/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE ORN. BY BH SHT 3 OF 3 7 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 7;c 1/4' % 3/4" 1/4' X 1/2" LONG HEX HEAD SELF CARRIAGE BOLT & NUT ORILUNG SCREW 3/4" X 1-1/2" X 13 GAGE MIN, GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SHEEi2MEYAL"SCREWS, JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 16GA. (9 X 8), OPENING HEIGHT III (NOT OVER 63" (19 X 8) DOOR HEIGHT) 2 BRACKETS EACH SIOE) COMMERCAL (9 X 7) X 7) 1/2" POLYSTYRENEr37"X 8) 3 BRACKETS EACH SIDE) INSULATION STANDARDCOMMERCIAL9X8) FOR MODEL 735 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X 8. 71" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPRINTED STEEL 6-D TYPE NAIL MIN.— 25 GAGE ALL ELS EXCEPT 24 GAGEMODEL750,755 2 T__ 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. 1DGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 1B GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A-PFORSPACING, 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 I DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8-O" 19.2 22.2 28.8 33.3 NOTE: 1 4"NON-20 0 5/8"P HIEXVE FASTENERS - BOLTS & NUTS OR SHOWN TO BE 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. 07TX -PEPEt56 308 F50 203 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL-PE-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 972 492-9500 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Wravided only for verification ndloadconstructiondetails. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSE WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" CIA. STEM. ` TIRE: NYLON OR 7 BALL STEEL. (9 X 7). I 2" ROLLER WITH 7/16" DIA. STEM. 8 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- TRACKS ON OORS WITH EXTENSION SPRINGS). 3" 20GA SEE DETAIL A) GALV. STEEL END HINGE COMMERCIAL ATTACHED WITH 5 FASTENERS. 14 CAGE. (SEE DETAIL C). 1 25" GALVANIZED STEEL STRUT. ATTACHED WITH 1L X 3/4" SELONGHEXHEADSELFDRILLING SCREWS. 3" 2 PER VERTICAL STILE) A C110mg B . 1 7' OR 8" 1 9. SINGLE CAR) CENTER STILES AND HINGE AIR VENTS 1 COLUMN D. 60 S OQ. LTOALPENOPTIONAL. THIS STRUT ON HINGE USE ONE EXTRA SELF LEAF. ( SEE DETAIL C) OTHER STRUTS IN MIDDLEOF OF TOP & BOTTOM SECTIONS. 2J5" TOP DRILLINGEND SNLE SCREW THROUGH RAIL DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 1- 3/8" POLYSTYRENE INSULATION p OPTIONAL FOR MOD. 724, 730 750, 755, 426. O` O 13 GAGE GALV. STEEL BOTTOM BRACKET p ATTACHED WITH 2 FASTENERS RAILS BOTTOMSCREWCANBEABOVEORBELOW ROLLER. 20 GAGE ENDCAPUSED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC FL 15080 g X 8 P. O. BOX 8915LITTLE ". L\\\\lree .® lss*////J ® R ZWOR 7 219- 915 AR 501) 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.t 1/64' DEC, t .015 ANG. t 1* NEXT LEVEL DATE: 111 07 DWG. N0. 99-B- 079 2848 11/1/07 RLB E.C. N. DATE: APPROV. LE SCAONE NPLOTSCALE DRN. BY BH SHT 1 OF 3 R 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 160A , BOLTED TO 4 TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS, OPENINGHEIGHT # 4 NOT OVER D OR HEIGHT) 3 4 BRACKETS EACH SIDE 3 3/4" X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. CARRAGE BOLT do NUT USE EXTRA 1/4` X 3/4' HEX HEAD SELF DRILLING SCREW USESHE E1YAL"SCREWS' 2" GALV. STEEL HORIZONTAL e TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. 63" (15 X 7) 74" (16 X 8) 42" (16 X 7) 50" (16 X 8) 2 X 7) 24` (16 X 8) 5' 20 GAGE END STILES — FASTENED WITH TOC—L—LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERY 9" 6—D TYPE NAIL MIN. T_ SECTION B-B I OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE I TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'-0" 7'-0"+18.7 20.8 28.1 31.2 16'-0" 8'-0"+18.7 20.8 28.1 31.2 1/2" POLYSTYRENE INSULATIONSTANDARD FOR MODEL 735. 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 20IDEG4W2033" 1 6 % GAGE ROLLER HOLDER GA WIDE 16 X SEE DETAIL D. SEE DETAIL A) STRUT JUST BELOW rFTOPBRACKET. 2' ROLLER WITH 7/16" DIA. STEM. IRE: IRE: ST EL X 7 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK —/ STRUT 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) STRUT ON UPPER PART OF SECTION OVER HING LEAF. (SEE DETAIL B. 1-3/8- POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONALTPANELGALV. AND FOR MOD. 724, 730, 750, 755, 426. PREPAINTED STEEL 25 GAGE ALL STRUT ON BOTTOM BRACKET MODELS EXCEPT 24 GAGE MODEL 750, 755 I 13 GAGE GASTEEL J1 BOTTOM BRACKET ETATTACHED WITH 2 LAG SCREW 5/16" X 1-1/2" FASTENERS. BOTTOM BE OVE SECTIONA —A ORREW WBEL NROLLER. 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 5/9" HEX BOLTS dt NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton. TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE 56308—F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108—D5. FL—PE-51737 972 492- 9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Proe Engineer's coal N'ovidided oonnly to verificeUanndlaad canetrudlon details. OPTIONAL SSB A GLASS LIGHTS CON5TRUCTION STRUTS 7' OR 8' B 16'(000BLE CAR) 4")) X IV AIR(( VENTS OPTIONAL IN4CHR MOD. I N. TOTAL0OSO. LONG PANEL AREA). OPTIONAL. XIINTIRSTILES ( 5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) USE ONE EXTRA SELF DRILUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE do RAIL. TYPICAL FOR EACH 1.25" --{ I— I:i I— 2.75" —) DETAIL A 3" 20GA WIDE STRUT 16 X 7 3" 18GA WIDE STRUT 16 X 8 20 GAGE END STILES 20 GAGE END CAP O' t o• I L. H. NOTE: DOOR MUST BE INSTALLED 7 WITH EITHER AN ELECTRIC OPERATOR 1 6 X 7 DETAIL B BOTHCK (DOORS TTRACKSOMUSTON WITHGEXTENSIONSPRINGS). NOTE: GLAZDEBRIS IGREQUREMENTSTINFFBCP T DOESNOT 16' X 8' FL 15080 P. O. BOX 8915 LrTLE ROCK, AR W W 01150RDOOR72219-8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/ 15/11 RLB TOLERANCE FRAC.t 1/ 64" DEC. t .015 2866 3/10/ 08 RLB NEXT LEVEL DATE: DWG. NO. 2848 11/1/ 07 RLB AND t 1' 11 1 07 99-B-079 E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN. BY BH SHT 2 OF 3 Florida Building Code Online Page 1 of 4 FL 17676.9 Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 v https:Hfloridabuilding.org/pr/pi _app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL # Model, Number or Name Description 17676.1 3540 SH 3604 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf 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 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: ht ps:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 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.pdf 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 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.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 51184961247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.1) Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other. R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.odf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online i Page 4 of 4 I6R2 AE S Created Independent Third 6Patty: Yes 17676.13 13540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.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.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fis 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109 47- R2 C7326. 01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved foruseoutsideHVHZ: Yes Rev.pdf Impact Resistant: No Design Pressure: + 35/-35 Quality Assurance Contract Expiration Date Other: R- PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300- 04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS i Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: + 35/-50 Installation Instructions Other: LC- PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300- 04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: sa 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 mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: https://floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 vifidatorI OWations Adminlstratpr) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICA7104 PROGRAM AUfiHfJRI xnON FOR PRO13UCT CERTIFICATION Ttm product.described below is hereby approved for frstng in, the rixt issue or the AAMA Certified Products Directory. The airoval Is based on suctessful oampiatlon of tests, and the mpoMng to the AdmInlsttator of the results on , ac000varied by related drawings. by an AAMK Aaxedited Laboratory. 1 _ The listing below will tie added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAIWDCSA1Mrf.S.7JA"0-08 LC-PG40"-Q14x2134 (3ftU)-H Negative Design Pressure= 50 psf COMPANY AND CODE CPD NO. SERIES ,MODEL & PRODUCT DESCRIPTION N MAXIMUM SIZE TESTED 3540 SH (FINLESS) FRAME SASH Mt windows4-Doors, LL C 7157 PVCx0"lG)(INS Gt4 914 cnm x 2134 mm 867 mm X 892 tarn Code• M71- R)(TILT)(ASTIR) 3'0" x 7'07) 211(rx 211".) 2.. This Certifraation .will expire.duly 27, 2020 (extended from;.luty27, 2015 per AAMA.103-14a) and :requires validation until. then by continued listing.in the current AAM Certified Products Directory. 3. Product Tested. and Reported by: Architectural resting, Inc. Report No, 131916.01=109=47 Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 (Rev. 1111) Validated for Certification oCi red Laboratories, Inc. Authorized for Certification AmeriV ArchitecWral Manufacturers. Association 36" MAX. FRAME WIDTH " 1 4" MAX. ANCHORS FO BF iIEQUALLYSPACED, SEE ANCHOR CHART St1Ei:E'T 1 F'CiR LINIl' \ I SIZE AND ANCfIOR OUANDTY O ,' 84" MAX. FRAME: J j I FIcIGh1T Xli II AAX.............................................................................................................................................. SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors requIred At each amb Height in) Panel width in 24.0 1 30.0 136.0 24.0 2 2 1 2 30.0 2 2 2 36.0 3 3 3 42.0 . 3 3 48.0 3 3. 3 54.0 3 3 4 66.0 4 4 4 60.0 4 4 4 72.0 4 4 5 78.0 4 4 5 84.0 4 5 5 TAH. F OF CONTENTS SHEET NO. DESCRIPTION i ELE:VATIONS, ANCHORING !.AYOUTS rWT.? NOTES 2 - 3 INST'AIJ.ATION DETAILS pESCRi?ITCH I t}pT[ anpROvEv N()I' ES: 1) '.F.lii: PROFR)S;TSHiOWN HEREIN 6 DI:..3:GNE:D AND MANI.IFACTiJRE::D TO (,OMPL'! WITH RLOUiREMENTS Of: THE FLORIDA BUILDING CODE. 2) ' WOO') FRAMING .AND MASONRY C}PENING 10 BE., DFSIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPEMNG IS THE.. RE:SPONSIHiLI'I'`! OF THE ARCHITECT OR ENGINEER OF REaCORD. r} , y BUCK OVER MASON RY/CONCR.ETc. 1w OPTIONAL. WHERE 1X RUCK IS NOTUSED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEhA RA. NE. SELECTION OF COATING OR I'•AE1MBRANE IS THE RE.S?ONSIt31LITY O THEi: ARCHITECT OR ENGINEER Or PEC )RI). 4) At. i.OWAHLE: STRESS INCREASE OF 1/3 WAS NOT' USED IN THE DESIGN THE; PRODUCT SHOWN HEREIN. WIND LOA') DURATION FACTOR Cd-1.6, WfAS USED FOR WOOD ANCHOR CALCULATIONS. a1 FRAMII, E MATERIAL: EXTRUDED RIGID PVC, SASH UNITS MUST BE REINFORCED WITHH G'VLI 4:51-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED 14JITH RF--104S. 020 STEEL. RENFORCEM=NT. 7) UNITS MUST HE GE.AZED PER AS'TM E13GD. OS. 8) APPROV,: D IMPACT PROTECNVE SYSTSM ES _R_ yL?i_I?LD FOR THIS PROrAX' ' IN 'WIND, BORNE DEBRIS REGIONS. g} SHIM AS REQUIRED, AT EACH INiSTALLATION ANCHOR W!TH LOA[) 3EAR:NG SHIM. SFIit4 WHIEI2E SPACE CF ljl u" OR GREFiT LATER OCCIRS. MAXIMUM. :>LLOI)aA'1LL SI-Iitrt Si'ACK. TO BF 1/4". 10) FOR ANCHORING INTO t,4ASO14RY/CONCRETE: !US° ::fie" 1APCONS WITH SUF'FCIEN1' LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM ECIGE DISTANCE... LOCATE..'. ANCHORS AS SHOWN IN ELEVATIONS AND INE;TAL. L:AT10M: DuAILS. 11) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE N,8 'WOOD SCREW 'ti+WrH SIUf'!' ICIf. " N'T LE:NGTii 'I'C) ACI UE VE: A 1 :ij 1 %i" `.1. . t.lM F M13E;C)F,1E;NT INTC:% SUBSTRAITv. LO' CiATW ANCHORS AS SHOWN IN EL.EVAT!ONS AND IN TALLATI(:)N DF.:TAA. S. 12) ALL. FASTENERS 'IO BE. CORRO'S10¢1 Ri.:SiSTA,NT.. 33} i) yCTAL.LRT;ON ANCHORS SHALL. BE, INSTALtlo IN ACCORDANCE WITH ANCHOR MANUFAUURER'S INSTAI..I..ATION INSTRUCTIONS, AND ANCHORS SHALL. NOT fir. USED IN SUBSTRATTS WITH-REI`GTHS LEST THAN THE MINIMUM, STRENGTH SPECIRED RELOW: A. WOOD - WNIMI.IM :SPECIFIC GRAVITY OF C:-0.4.7 9. CONCRETE'' _... MINIMUM COMPRESSIVI S'FRE'NC:FH OF 3,192 i.7S1. C; MA- SONRY ._ STRENGTH CONFORMANCE TO ASTM C .90 GRADE. N, 7YPF I (OR GREATER). SIGNED: 10/ 2112011 MI WkNDOWS AND DOORS tnuFrrlt i R. La? rf'/i 650 WESTMARKETSTREETGRANTZ, PA 170.30=0370'v y C gif~ SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 6 *= STEEL REINFORCED - NON -IMPACT .36" X, 84 ELEVATION, ANCHORING LAYOUT AND NOTES f OF nRA:7N: DriG N(L I I E3l V.L. 08-01372 - 5": NTS I °ATE 10/17/11 ISHE?1 OF 3 BY O"4FRSY %X '+ BE FRC.:..K.... 1:'t.4tdi'T E?E f tv YBF.0 liF EXTERIOR YJ RE SET' IN ' ED Of. AP='ROVr:D S .ALANT i 1 1 m................................................. 4 .. 71 14 tfAX. FsE.r; INTERIOR Io EMI:: i t IN BUD OF APPROV0, l v?I X; h•, OT J, ' 1 VERTICAL CROSS SECTION 3C F. 2X SUCKIWOOD FRAMING INSTALLATION 2X B 1CiID FF;;1MINt , BY r 2X TO BE PQOPER=' SECURED RVASIONS NC CRIPUON 1 '4" MAX. i WOOD INTERIOR EXTERIOR iFFT iN 4?E.D I: a,F'P'ROVEI SEALANT HORIZONTAL CROSS SECTION 2X BUCKIWOOD FRAMING INSTALLATION NOTE: INTERIOR N't) FiXTERl;;tR F4n1,`.,'•,•;-c, By 0,HEI?S, NOT , HOIAN FOR CLARITY. Msso IwE`NMARKETS ND DOORSTRE tttLro. GRANTZ, PA 17030-0370 v,•\GEtjS'p 1 0 # fqT: SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 INSTALLATION DETAILS OFU',"-Z! V.L. 08 0 k3720' F NTS 10/17/11 2 OF 3 31' i'.TIIERS N ! Ik I,U`:K 6Y I E ice sf IEmsrr l" www.x -........................................... FLANGE TO RE MAX. APB-R.SvFf; SF..:^• LhNTTo Bz: SE N A 13F!:, Ov APPROVED J....r,.....1. CONSTRUCTiOPJ :iiEA.L.NT 11.`i: ! EXTERIOR ; _ ;,, 1 INTERIOR SILLTo B- SET ED Ur A*0 'ROVED ln', A Hr ;IvE it S.ETIN 1ist.() ,')f: 0 SEALANT i..... .............. Bf v F.d iSnHR /C01NCI;LE THERS, IX BUCK TO BE PROPERLY ' S CURE.). SEE. I NOTE 3i SHEET 1 r._,.:_...... J VERTICAL._ CROSS _SECTION_ MASONRYK ONCRETE INSTALLATION RFMS! nNS ES( h'rplQk 42' % 4AX. LFA3EDIe' IC:.'JT 4F4!1:' is PCON BY IOTHLw, x INTERIOR 1! -- 71 f' IIGNIA Ix r_aucK3Y ...., EXTERIOR PF': PERLY SECURED. SEE BE 51E" iN t Ef", Ai^? FsOvEU SEALANT HORIZONTAL CROSS SECTION MASONRY/ CONCRETE INSTALLATION DATE.: I ANmm..'U NO' : INTFRIOR Alit, FX ERI.}F. IPJiSHF. BY O"I-FJ::;: NOT ki. 5"d FOR C_RRi" ( MeINDOWWESTMARKTRS ND i.P, LJ0 l,J so ET SDOQRS AA GRANTZ, PA 17030-0370 y,••tDMS,(S 0 61 r SERIES 3540FINLESSPVCSINGLEHUNGWINDOWSTEELREINFORCED - NON -IMPACT 36" X 84 o *= AT INSTALLATION DETAILSOFty OO". DRAVNowl' NO.. V.L. 08 jq iS1ONAL' E \,\ aie: so372NTS10/17/11 3 OF 3 L. Roberto Lontas P.E. 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 riiomas@lriomaspe.com Manufacturer-. MI Windows and Doors 650 West Market Street. Grantz, PA 170304370 Engineering Evaluation Report Product Line: Series 3540 Finless PVC Single Hung Window— Non -impact Report No.; 511989 Compliance: The.above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per, Rule 9N-3.. The product listed Herein complies with requirements of the Florida Building Gone. Supporting Teahnica! Documarttat on 1. Approval document drawing number 08-01372, tided: Series 3.540 Finless PVC Single Hung 1Nindow - Non - Impact, signed and .sealed by Luis Roberto Lomas PX-- 2, Test report No.. B1910.01-109A7, signed and sealad by Michael D. Stremn ei,•P.E. Arrtlitectural Testing, .Inc: York, PA AAMANVPMAtCSA 101lI.SMA440-05 Design pressurise: +40.101.50.i3ps1 Water penetration resistance 6.06psf 3, Anctw calculations; report number 511989-1, prepared, signed and sealed by Luis Roberto Lomas P.E. Lknitations and Conditions of use: M WImum design pressure; +40.0./-50.0 psf. Mayirtium unit size: 36" x W Units must be glazed per ASTf1ll. E 1300-04. Frame and sash material: Extruded Rigid PVC Sash stile:and rails and fixed meeting rail.reinforcernent: Roll formed steel. This product is not rated to be used in the { VHZ. o This product is not impact resistant and requires Impact protection In wind borne debris regions. Jrrstatlatlonr Units must be `installed In accordance with approval document, :t18-01372: rieatlo) l of Independence: Please note that I don t have nor will acquire a financial interest in any company manufactiuing. or distributing the product(s) for which this report is trying :issued: Also, l don't have nor will acquire a financial interest in any other entity involved din the approval process of Ilia fisted p ioduet(s). 1 of 1 o1' I ig AP 0 5 TAT OF ;= Luis: R. Lomas, P.E. FL No.- 62514 1110712011 0 Florida Building Code Online Page 1 of 4 FL17676.16 arrilen BCIS Home i Log In ? User Registration ; Hot Topic ( Submit Surcharge Slats & Facts Publications FBC Staff Y BCIS Site Map Links Search Busines UaProfessiI Product Approval USER: Public User Regulation i3 i!11MirrMfmftm Product ADoroval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 6 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://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 0 FL # Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-01. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No 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: 17676.E 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes. Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. 44x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SI 1 Fin 44x0_4.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 jf 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 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdfASTME1300-04. 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.pdf 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.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 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.pdf 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.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10-odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.pdf 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.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.pdf 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.pdf 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:Hfioridabuilding.oriz/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 F__ Florida Building Code Online Page 4 of 4 e IFL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes r 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: +30j-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in-HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72:R35.(072016) Approved for use outside HVHZ: Yes Pev.pdImpactResistant: 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 Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design -Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade 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 smalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal 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: a ® 99 CreditSAFEhttps:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Nalidatot I Opmtinns Administmtor) Ml windows & Doors, Inc. P.O. Box 310 Gratz, PA 17030.0370 Attn: Rick Sawde.y AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The produat.deser bed below is hereby approved for fisting "In the next issue of the AAMA Certified Prditcls Directory. The amroval Is based on successful completion Of tests, and the reporting to the Administrator of the results o(tests, acooManied by related drawings. by an. AAM Accredited Laboratory. 1. The listing below will be added to the nest published. AAMA Certified Products Directory. SPECIFICATION AAMANYDMWCSA 101/GS. 21A440 *8 LC-PG35` 2731x1887 fl OW4) Negative Design;Pres=e = -50 psf 011APANYAND coot RECORD OF PRODUCT TESTED SERIES MODEL. S PRODUCTCPDNO. UESlPTtgN 1VlAK1MUM $IZE TESTED MI Windows 8 Doors, Inc. 3540 `TRIPLE SH (FIN) FRAME SASH 10817 {PVc)(01X.t IX om(IG) 2731:IttM x ' mrt+ 860 Mrn x 919 mm Code: I M ti4s GL)(REINE)(TILT)(ASTM) (911": X 6 2") 2 11 is .t ertlfiaation.wlll expire April 12, 2017. and requires valldatlon until then by continued listing in,the current AAMA Certified. Products' Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-105-47 Date of :Report: May 7, 20113 Validated for Certification oa tedLab6ratGrie% Inc. Date: May t3, 2013 Authorized for Certification Cc: AAMA JIGS ACP-04 (Rev.1111) American Architectural Manufacturers Association ELEVATION 108" I. 12" O.0 2" typ "" Max.. I A-" low CLEARANCE ALL FOUR SIDES) SWTHING Min :Edge Distance 1W' JAMB DETAIL WHICH. 1 /2" 1 HEAD DETAIL njasF BY OTH Anchor See Sectioi Details) 0 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 1-1/4" PENETRATION INTO STUD. SILL DETAIL. Notes: 1. Installation depicted based off of structural test report f) C7327.01-109-47. 2. Wood screws shall satify the Notionol Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S-P- F (Gm0.42) 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 shot! 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 bearifig, non - compressible type, 6. These drawings depict the details necessary to meet structural food requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that of the test window for the size shown and the design pressure clalmed. Far window sizes smaller than ehown, locate fasteners approx. 2" from comers and no more than 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE: AND DESIGN. PRESSURE CHARD FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-5D UNITS UP TO 108" x 74" SEE TEST REPORTS FOR INDIVIDUAL. UNIT "SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) mm" rn wm. INSTALLATION INSTRUCTIONS V: NI . R. 8 -20-09 do FASTENER SCHEDULE — FIN- aeatc wse 3540 .Single Hung NONE t. Q 1 Windows &.Doors Gratz, PA Continuous Head and Sill ,so SH CSI FIN 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. 1 X 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 NOJ DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS a 4 RDISIONS DESCRIPTION DATE I APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 3500SDUTES, 35OOSP, 3540PX, 3540T, 3540SDLITES, 354OSP, 3250PZ, 3250T, 3250SDUTES. 3250SP. 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 3580WP, 3580T, 358OSDLITES, 3580SP, S-3500PW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW. S-3540T, S-3540SDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-354OPW, W-3540T, W-3540SDILITES' W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. T?_Pmj'_ -Fj._tj 901 SIGNED: 0211712016 MI WINDOWS AND DOORS 1111111rr1rii 0s S FZ• Cd q 650 WEST MARKET STREET GRATZ, PA 17030-0370 v••XGEN3F •S ( r6 61 k = SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES 40oTAT OF ; w G•e DRAWN: DWG N0. REV DS so as9 ic 0RIDP i i S/ONA. 1 \\\ SCALE DATENTS 02/04/16 1 OF 3 2" f, Ff HE E CHART #1 Ft NUMBER ANCHORS SERIES 3500 FIXED WINDOW 2" MAX EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART #i Number of anchor locations required Frame Frame Width in Height 36.00 42.00 48.00 1 54.00 1 60.00 1 66.00 1 72.00 1 78.00; 1 84.00 1 90.001 96.00 96" MAX. FRAME WIDTH MAX -- 10MAX O. C. 2" MAX 2J MAX 10" MAX o" O. C. AX. GHT IGH ISE FO OF i REWSIONS DESCRIMON GATE APPROVED A SIGNED: 0211712016 MI WINDOWS ! AND DOORS tllnn ii 650 GRATIZ, SPA A7KET STREET 030-0370 Or. 0y 81 A SERIES 3500 FIXEDWINDOW96" X 60" NON -IMPACT ELEVATION o' r AT OF 4u s ONA 1,? DRAWN: WC; NO. OS REV SCA1E DATE SoE a5s NTS 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 r WOOD FRAMING BY OTHERS 1 /4" MAX. SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4.. MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/B" MIN EDGE DISTANCE I 1/4• MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4• MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112\ / T b y J V+ t FRAMING BY OTHERS SIGNED: 0211712016 MI WINDOWS AND DOORS oN1R I LI0/i% 650 SGRATZ, PA 17030 5STREETT MARKET 0370v .• 6ENs 9d+%` v F' SERIES 3500 FIXED WINDOW 0,.061 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS a+f[ kil((aafElxr,6c st!!T` 0 STATE OF t` REv DWG NO. E p'cF• c ORIOP• : DRAWN: N.G. 08-02859 SS • • • • Yi7j1/ON 11111111SCALE NTSDATE 02/64/16 -EET3 OF 3 Florida Building Code Online 18504.2 7] Pagel of 3 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 Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE f Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.odf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/prlpi _app dtl.aspx?param=wGEVXQWtDgs9%2f%2ftCOhpJQgi... 9/6/2016 fur 1/8'' COMBINED 'NIDTH w 1 - I-- W2 I 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) I IL- / I 107 3/8" COMBINED WIDTH 107 3 r8" w COMBINE. WIDTH W1I W2 FRAME i'WINDOW WHEIGHTINDOW MULLION SPAN) i I.,_......_.-..,. 1W ..... ..._........... I WINDOW8:3" FRAME. WINDO W1ND0 HEIGHT MULLION I / W1 ) J- COI,AINED107 3;'8" WIDTH 0099007 prassure.raSng (050 Unffs anchored into wood f Ming Mutitan J. span (in) fibula. 18.13 25 $0 dth 3G00 4100 n 48.00 5213 5.00 130.0 130.0 13E,0 EH 130.0 180:0 37 38 130. 13 .0 127.2 127.0 127.0 127.0. 40.63 120.7 94:3 77.9 73.8 72.1 72.0 62.00 92.4 70:6 . 56.0 .. SL5 45:6 47.4.. 5,63. 86.5• 65.8 51.7: 47.3 44.4 43:0 72.00 T7,8 58,7 46.6 41.4 38:5 37.f. 8Q 00 62:1 45:0 33.1 : 29.1 26:3 24:9 107 3/8" COMBINED WIDTH W1 -- i j-- W2 -- I I I FRAME INDOW IINDOW HEIGHT _.__.__.._...._. Mu !..ION i --- PAN) 107 3/8" -_ COMBINED WIDT14 WI i 1+2 ................ 93" N WINDOW i FRAME HEIGHT WINDOW MULLION SPAN) W1 1-- W2 107 3/8" COMBINED 'WIDTH REVISIONS Rf ..DDESCRIPTI.ON GATE APPROVED A REVISED INSTALLATION DETAILS 08/07/15 R.L. 107 3/8" COMBINED WIDTH W, ................ W2 ..................... j WINDOW FRAME f r HEIGHT JYW-QQW WINDOW MULLION SPAN) ! M II W1 -^ IN- W2 -- I 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETFIER AS LONG AS COMBINED WIDTH DOES NOI"EXCEEO f07 316";A.S SHOWN HEREIN. Desfgn pressura.fallng (pso Unitsanchoradinto masoWconcrote hfU an van ( 1n). Ir@utary raid (in) 18, 13 25,50 3600 42.00 4900 5.2.13 25. 00 130.0 13MG 430.0 130.0 1WE 130.5 37, 36 130.0 130:0 136.0 130.0 130.0 130.0 130. 0 130.0 130.0E48. 1 130, 0 130.0 115. 4 87.8 73.9 71.5 72. w 130. 0 96AI. 72.9. 60'99. 3 72,4 54.0 44,0 42A 311 26 3 24,8 LARGEAND SMALL MISSILE IMPACT LEVEL D. WIND ZONE3 DIMENSIONS IN CHARrARE FRAME DIMENSIONS AND DD NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN; DWG N0. V. L. 08-01445 SCALE NTS DATE 01 /11 /12 5H'E"2 OF 3 SIGNED: 08107,12015 111irLla, ENd` 9t1/i 9 6 AT P'0 F pNA 7jJJ11If11Vtik 7 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomas pe.com Manufacturer: MI Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.; 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas 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 -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certfcation of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 1 • # 10 • ^ l - o TAT OF w XZi/s/ONAL\\`` lllt 1 Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 Of Florida Building .Code Online Page 1 of 2 Rr'bife'ssionaVR690000 SUM IF Pd&I14ris d SCIS Home ; Log In User Registration i Hot Topic Submit Surcharge Slats & Facts Publications FBC Staff BCIS site Map Links Search pp11urfTinCecs IJ.J 6-11 Product Approval USER: Public User Regulat ori 6,' - k=!g lbaiovafl Hem 2-t9A9d i IlenlERM Ltsl,> ApOcotla+ OeW gff FL # FL12019-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle, pestow@acm-metals, com Authorized Signature Vivian Wright rickw@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 41 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. w. Validation Checklist - Hardcopy Received Certificate of Independence fU209AS, COl of Indenendence.odf Referenced Standard and Year (of Standard) Standard. ASTM E330 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D Year 2002 https://www.floridabuilding.org/pr/pr app_dti.-aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 5140 West Clifton 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 2" batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF SHEET# DESCRIPTION 1 T lcol elevations &,general notes 2 Panel details 3 Soffit details &des' n pressures 4 Soffit di -tons & desl n MUMS 5 Soffit details, design pressures & bill of materials TBIPLE.4.04) T,4.012 (.0i 1F THICK) T-014 (.013TTKCK) QUAD 4 Q4 G 4.012 (.0115' THICK) Ci+014 (A13,: TMGKI mLspl.rM, in 4. • flt{ fit. r S•'.iW SS"54.. 41 o a 0. fF+ rff fj 10 h.g9 U N •• G oZ MLL: ma.taT 0 AS amG, sr: JK cmc. r: LFS own"t W. ft.-17019.1 5Pi1N SPAN'- i ?( ti S AN'" A " ROOF OVERHANG -- } ROOF OVERHANG ROOF OVERHANG ROOROOFROOFF % 3 FRAMING FRAMING.. FRAMING ' r: ` in If/1lit 11' ty o n m z ALUMINUM i d ALUMINUM - L + oej FASCIAEPASPA, ` ' TRiM N p a g w TRIM _ _ ^^\ EMU OR .. SOFFIT @htU:OR V zZ tSOFFIT' T CMU OR SOFFIT WOOD WQO.D v WOOD SE DETAIL'C' FRAMED SEEDETAIL"A" FRAMED a SEEDELAILA" / FRAMED SEEDETAIL" B // SEEDETAIL-Di SEE DETAIL "C" SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/)-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL_ 40, Shown w/ Lruss/Traming cantilever) (Shown wl truss/Troming ranGlever) (Shin+m w/ truss/framing cantlever) 0 SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSf) POSITIVE NEGATIVE g. 70.0 141.0 10" 60.0 60.0 12^ 50.0 50.0 T4' 38.5 38.5 30. 0 30.0 NVTE: WVUVYKAml LA". vrnvcti,uvno.—- D ESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD X i M DETAIL " B .' F- Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED @ END OF PANEL. AND W MAX. O.C. SEE DETAIL "J ", SHEET 5) 1/ 8"MAX. -- 7L DETAIL" A" Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T•NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ I T O.C. (INTO WOOD) IN FCHANNELSLOT OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 94" O.C. INTO FRAMING MAX. 5 i" MAX. STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ 12" O.C. DETAIL" D" J- Channel Fascia STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ ITO.C. INTO WOOD OR MASONRY) STAPLES LOCATED 2C O. C. INTO FRAMING —7 „ 1" MAX. DETAIL" C " J-Channel oft cr JK SUBSTRATE NOTES: OW: LF5 1. WOOD SUBSTRATE: G = 0.42 OR BETTER CRACNG NO,: 2 MASONRY SUBSTRATE: 3,OOD PSI CONCRETE (ACI 301) FIL 12019'.1 OR HOLLOW BLOCK (ASTM C90). sneer 3 OF 5 REM DESCRIPTION MATERIAL I FASCIA .0215" THK. AL. 3105 - H14 ALUMINUM 2 J"CHANNEL .0155' THK. AL. 3105 - H24... . ALUMINUM 3 P' CHANNEL .0155" THK. AL. 3104 - H19 ALUMINUM- 5 QUAD 4PANEL (.0115OR.0135-THICK AL.3105 ALUMINUM 6 TRIPLE 4 PANCL (,0115 OR,.0135' THICK) Al.. 3105 ALUMINUM 7 15 x 13/4"TRb%A NAIL S.S. 8 18" GA, X 1/4"SS STAPLE w! 7!8'"MIN. EMBEDMENT) STEEL 9 7' X T BATTEN STRIP (G=.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT. 15/3T PLYWOOD OR BETTER WOOD 11 097" DIA. T-NAIL w! 5!8" MIN. EMBEDMENT STEEL 12d X 3-1 hr H. D. GALV. STEEL COMMON NAIL @ 24" O.C. w/ 1-3/4" MIN. EMB. DETAIL " H" 1 X2 VERDCAL FRAMING ( G>=0.421 ATTACH w! 2.8d COMMON NAILS @TOP TO ROOF FRAMING STAPLES INSTALLED @ END OF PANEL AND B" MAX. O.C. SEE DETAIL'J'T C. MAX. UMAiL" J! ROOF CVERHANG ROOF SIT- DETAIL" B" SHEET 3) I 12dX31/ 4 CHU OT{H. D. GALV. STEEL i WOUD COMMON NAIL @ 24" O.0 SEE DETAIL"A" FRAMEU w/ 13/4"MIN. EMB. (SHE T 3),,ONTINUOUS SEE DETAIL"H BATTEN @ CL SPAN a STAPLES INSTALLED @ SIDE VIEW -.DOUBLE SPAN WJBATTEN_ END OF PANEL AND (Shown w/ tross/framing cantilever) T' MAX. O.C. SEE DETAIL "J ") DETAIL 11 1 " TWIN SPAN LENGTH w/ CONTINUOUS BATTEN A" DESIGN PRESSURETPSF) POSITIVE NEGATIVE 16" 70.0 70.0 1e" 66.5 66.5 20" 60.0 60.0 29' 50.0 50.0 SPAN " A " ROOF OVERHANG SEE DETAIL"G" SHEET 41 ROOF' FRANN6 SEE NOTE 2 I i t I CMU O WOOD FRAMED SEEDETAILI - 1 SEE DETAIL" A' SHEET 3) SIDE VIEW - DOUBLE SPAN w BATTEN Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" ITW TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3.000 PSI CONCRETE (ACI 301) MIN. 1-1 hV EMBEDMENT) @ 2C ON CENTER OR HOLLOW BLOCK (ASTM C90). 9 1 z i ^ IN_? p r o 09: z j LE: N.T.S. ay.. JK m rr. LFS d WI# C. NO.; P FL- 12019:1 a N ET rr . 5- 6 13 Florida Building Code Online Shingles Page 1 of 2 BCIS Home j Log In I User Registration ! Hot Topics 6 Submit Surcharge I Stats & Facts I Publications y FBC Staff BCIS Site Map I Links Search j bFlonda Product Approval USER: Public Useryr.* Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Authorized Signature Meldrin Collins mcollins@atlasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL16305 R4 COI ATL13002.4 2014 FBC Product Evaluation Shinoles.odf Referenced Standard and Year (of Standard) Standard ASTM D 3161 ASTM D 3462 ASTM D 7158 TAS 100 TAS 107 Equivalence of Product Standards Certified By Sections from the Code Year 2009 2009 2008 1995 1995 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N 1 TGPI... 8/9/2016 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 08/19/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16305 R4 II ATL13002.4 2014 FBC Product Evaluation Shinoles.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use Evaluation Reports FL16305 R4 AE ATL13002.4 2014 FBC Product Evaluation Shingles.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road 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 mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. 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Product Approval Accepts: Credit Card fe https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j3N 1 TGPI... 8/9/2016 CRE - EK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.217.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATL-118-02-01 ATLA 19-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1_ of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@ 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut& Hip &Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut& Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTM' Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pinnacle& Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle& Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfiefd) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State 4f 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. REEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (Vuit): Tough-MasterO 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min_ 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Nails h t^ 12" 14 12- 12- Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36 Nails tD 7 12in 1 12"—11 12" ---+ —12`— Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid.. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vuit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ) Underlayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 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. 39 Ur Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) MYn, min. 9R' t2 pisy 1va:*d. Mp Ow* rocAng nelVAhnew 7 VYTYP ter — L p" .... "-r=--; -1—f=_^ —1----;-:._ 76 t— 1__':ik D u I a va' Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002. 4 _ FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FEE TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuu): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. M4,1:L MIn.:12 a. wnro,a loots MII 1 121n• 1'—• s- TYP f' 1 6 j 67R' J 6' L Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 31B' MM.12wanmin a paheadhnnthank nail r 71n• 1' 0 0 0 0 0 0 O O O 0 0 0 Q CD CD O O o ,,. O CDO M O O O O O O C] O d O 6 7/ 8' Figure 6. Pinnacle® Pristine and StormMaster@ Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMasterOD Slate Basic Wind Speed (V„u): Basic Wind Speed (Vew): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9" Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Veit): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ):. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21`12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below. 12• H r 12 S.,1-IP" ring clunk n 11 ^ 2"! 1-1/2• _ 3• Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-R4_ Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. REEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut@ Hip & Ridge Basic Wind Speed (Vuit): Max. 194 mph Basic Wind Speed (Verd): 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. 1 12" 1 12 ga. 1-1/2" ring r shank nail 6" Ll I I 1 t Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-1 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less_ 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5`h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tip / j4* No 14021 STATE OF O- R , O P GNP`. F CERTIFICATION OF INDEPENDENCE 2015.06.2 ZA 9 12:55:48 04' 00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824 EK 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA 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: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 Page 1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 34ab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterG Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfiield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Storm Master® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster@ 30 & Basic Wind Speed (V„ii): Tough -Master@ 20 Basic Wind Speed (Vasa); Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" Nails y1/ " * w .w Now 1% 1 S4 12- 12- Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) Nails 12" s a r Stan 12" — --12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 16305-R4 __ Page 3 of 9 This evaluation report is provided for State of Florida product approvaliunder Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed Nut): Basic Wind Speed (Vasa) Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 39 3W Mn.. 12 ga gelvaraed roofing veil wh— 318'tread TP 0 0 0 0 o I o 0 0 0 0 0 0 0 0 0 G 6 W. I Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern In ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity`CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V ic): StormMaster® Shake Basic Wind Speed (Vabd): 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 'A Nail Pattern" or "6 Nail Pattern" detailed below. 39 7I6' Mln, 12 ps, pdwuntl roollnp lull vMh min. 3,6' Mad 1. 121W 1. TYP CDJ O O fs 0 O tJ Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 1 1 Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61.G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vut): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster® Slate 4 Nail Pattern T 1 Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„it): Basic Wind Speed Msd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in: plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.. Installed in accordance with RAS 115 and manufacturer's published installation instructions.. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached as shown below. 36' i 12: 12 ga, 1,111* i shank III e 10, 1-112. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 1 7 of This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„lt): Max. 194 mph Basic Wind Speed (Vesd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. t 12 ga. 1-1/2" ring r shank nail i 6" Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report i5 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. ATLAS ROOFING CORPORATION CREEKAsphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck, 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-1 COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5th Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. N`P`9:1 iA i p16 ''`, No 74021 5 • STATE OF Lv Ca . i t SS,O N A % CERTIFICATION OF INDEPENDENCE 2015.06.2 f 9 12:55:48 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor vrill acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9. This'evaluation report is provided for State of Florida product approval under RuleWG20-3. The manufacturer shall notify CREEK Techr tcai Services; LLC of any product changes, ar quality assuranc a changes ihraughaut the duration for which this repot is valid. inc4 ltatinn- mmmmiiMpd itnp nr"nthe"r eraduct:attributes :that are not Florida Building Code Online Page 1 of 1Mer _ ,) . rn .-- - Business &Professional '-g• pT 8CIS Home I Login User Registration i Hot Topics Submit Surcharge Stats & Fads I Publications- FSC Staff BCIS Site Map Links Search 3j }pC ' . usi'1 #C. fe.. J Product Approval 4S 1 USER: Public User Regulation p picdl *t*iovrrlanu> froduct of Aiaziftaboll, >r Pftcel4on:wi Search Criteria . Refine Search, Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL EMU. Tvoe ManufactureC _.. _.. validated By us FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments rr..sr:..nn a..w.,.. rile Ganmkcciiar:M riecessarv. b IibPR-"Ap{MOWK:GY I7artc Snap.ue rrnewwed ww "r-ne.o .nMa!anu. Y Contact Us M'Abi.iiL SiMM TaligIUt FL12—a9..,.JSU_A•:1R24 The State of Florida is an WEED employer:, gilLkiri-w Roridi :: Privacy Statement :: ACCeseibillty Statement:: Rafund n..atement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records muest, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional man_ If you have any questions, please contact 950.487.1395. `Pursuant toSection455.275(1), Florida Statutes, erfective 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 can be made available to the public. To determine If you are a iioensee underh Chapter 455, F.S., please click here . product Approved Ancepts: cYDditSAFE https:/,/www.floridabuilding.org/pr/pr-aPPist-asPx 7/20/2015 r_, Florida Building Code Online Page 1 of 2 Regulation BCis Home Log In I User Registration I Hot Topics Submit Surcharge Slats & Pacts Publications I FBC Staff ! SMS SO MOP I Links i Search vlr e product Approval S. . _ _ USER: Public User ogulaticm t,>eCsdt4«AowCAUMAsera.> t.a-.Ap neanwzDOW: 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 Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE Validation Checklist - Hardcopy Received Certificate of Independence 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/pi_app_4tl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 7/20/2015 i r 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 uUrn nairrof Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlay ments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for limits of Use. Installation Instructions FL15216 R2 11 2015 04 FINAL ER INTERVNRAP RHINOROOF FL15216- 112.odf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation.Reports f tS 16 R'2 AE 2015 04 AtiAL iliR INTERWMP i214NOROOF EL%5216- R2_ bdf Created by Independent Third Party: Yes Contact Us :: tnd3lya Rtooroe Streat,T Baha see i ue.yywrie' 859-49718 i4 . The State of Florida is an AA/EEO employerOeaart5lir3047R26t3.'StaYl ef-fltrlda ': .ffi 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 ngt.send electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395.:40iirst4* to Section455.275(1), Florida Statutes, effective October 1, 201Z licensees licensed under Chapter 455, F.S. must provide the Department with an eliiar oit"s if they have one. The emails provided maybaussd.for ofrclal COh"U ilimUdh with the licensee. Hotivever ema8 tltlWrYaE's are public recoM. If you d0 not wish to 0+ell;s which can bejn0de,4"llabie t»tha pi c. To determine If you are a licensee under supply apersonaladdress, please Drovide.Bie'DeDarttnent with an 6r0A }1d E"apitery55: F.S;, please click.... Product Approval Accepts: cr,e% ctitSAFE https:llwww. floridabuilding.org/prlpr app dtl.aspx?param7-wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 1 TRINITY 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-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 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 COMPuANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this .Evaluation Report by the named client constitutes agreement to notify Robert Njeminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPEcnON: 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.E on 04/27/2015: This does not serve as an electronically signed dowment: Signed, sealed hardcoples have 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. 1 TRINITY 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 1507.8.3,1507.93,1507.9.5 on Heating 1507.2.3.,1507.53,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference 100539395COQ006 Date 10/27/2011 ITS (TST1509) ITS (TST1509) Physical Properties Physical Properties 100539395COQ 002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ7006 03/14/2014 11/17/2014 ITS (QUA1673) Quality Control Inspection Report 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type it 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 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: TnetF i• RaoF CovElt OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate Shingles 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 If or D4869, Type If underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Evaluation Report 140S10.02.12-R2 Exterior Research and Design, LLC Certificote of Authorization #9503 F4/27/ 015Revision2: 04/27/2015 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 Iiitii3itoaf U3b .. 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 Sinkle tayei s :800 Slooe:>.412; End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto 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 DM*le:Laver 2:12 <ttaofSlAae 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 CIA requirements. 9. QUAuTYAssuRANCEENTITY: 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 Certi icote ofAuthorizotion #9503 FL75216-R2 Revision 2: 04/27/2015 Page 3 of 3 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-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. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Z Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The famimile seal appearing was authorized by Robert Nieminen, P'L on 04/27/2015. This does not serve as an electronically signed document, Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitvlERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. i ROOFING COMPONENT EVACUATION: i TRINITY JERD 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 1501.8:3,1507.9.3, 1507.9.5 on Heating 1507.23,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-0D6 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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. I 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: TAiltJr l ROOF COVER OPTIONS Underlayment AsphaltilNa-On Tile Foam -On Tile Metal Wood Shakes Slate or Sfiingles Shin. LesB Simulated Slate RhinoRoof U20 " Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinciRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or li or D4869, Type 11 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 FLIS216-RZ Revision 2: 04/27/2015 Page 2 of 3 1 I I KINI"(YJERD 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 S- 1h 1e laver: Roof.S4on+s>A!l2: End (vertical) laps shall.be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 double -Lave 2'12'< Roof %M. <.+4c12- 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 614320-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - EEvaluation Report 140510.02.12-1i2 Exterior Research and Design, LLC FL15216-R2 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 3 of 3. r Florida Building Code Online Pagel of 2 i5en fr tj acts Home {. Log In { User Registration I HotToplcs { Subnu't Surcharge { State & Facts { Publications { FBC Staff j eC;S Site Map i Links . Search { 3 1 d Product Approval USER: Public User R+gul tion FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@i nterwrap.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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE i Validation Checklist - Hardcopy Received Certificate of Independence FLjS215 R2GOI 2615 01 COi IVieminen.ndf 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: llwww.floridabuilding.orglprlpr app dtl.aspx?param--wGEVXQwtDgv3yWKJZlQ... 7/20/2015 Florida Building Code Online Uncker 0-: f-y)elr) Page 1 of 1 ` It ' • ` r 1 Lwow= BCIs Home I Log In User Registration i Hot Topics Submit Surcharge Stats & Facts I Publications FSC Staff BCIS Site Map Links Search 1 Buslrlesf Product ApprovalProessiUSER: Public User Regulation prmarouai /AMtf i srr,dun d Aeapcalieit.5oafi tPffton.i#t. Search Criteria . Refine Search, Code Version 2014 FL# 15215 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL searcn.:nesufis st nuru ntr .. ._ FL Tvoe Manufacturer _.. Validated By.. S tus FL15216-tR2 Revision InterWrap, Inc. - John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments Contact The State of Ftorida is an AA/EEO emPl0Y-- ^^""tlH'2007- Stl d nmida::: Privacy Statement:: AaesslbillN 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 sendeiedronicmailtothisentity. Instead, contact the office by phone or by traditional mail: If you have any questions, pose contact 650.4157.1395. `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 if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee underChapter455, F.S., please ctidc here . Frgduct. Approval Accepts: - ALWILD trmylulm https://www.floridabuilding.org/pr/pr-aPPjst.asPx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 SurnWiry of Products FL 4F Model, Number or Name Description 15216.1 RhinoRoof Underiayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Installation Instructions FLIS216 R2 II 415 04 FINAL ER INTERWRAP lHj(MQOF FL15216- RZ_ndf Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation. Reports Ft i`5916 it2 AE 2015 OM1 FJNA4 Ell IN7'ERYVRAP kHINOtt(3(JF ` ti R2.odf _ Created by Independent Third Party: Yes _.... contact us:: 1++4V Willi t+eeft Strr*3, 11ahaasee M, 371ne'Pb=! aSL-497-122-4 The State or Florida is an AAIEEO emploVer.: - . Refund Statement Under Florida law, ema0 addresses are public records. if you do not want your e-mail address released in response to a public -records request, do not.seMelectronicmalttothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contad 850.487.1395. 'Pois(faiitto Section455275(1), Florida Statutes, effective October 1, 2012, licensees licamed under Chapter 455, F.S. must provide the Department with an etnil *' *RSs if they have one. The emans provided may'ke++.ME ofRdaf coma mg9cWdhLU th the licensde. li0.tie?aver email tltlprefses are Public record. If you do not wish to supply a Personal address, please provide.Ehe'De>iarhfxdtwlYh'8a;$04+eSswhiCt can berme;9rdllable W3Ae'Diibiic To determine if you area licensee un er t iiiPpDeif; FS, please dick.Tlt Product Approval Accepts IN: ® a ' ctcritt :, r t. https:// www.floridabuilding-org/pr/pr app dtl.aspx?param-7wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 r— _ . -- .. __ - ---- r--- q:TRINITYIERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06479 PHONE: (203) 262-9245 FAX- (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-112 Mission, BCV2V-6E4 Date of Issuance:"02/17 2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been'reviewed by"Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5 h Edition (2014) Florida Building Code sections -noted herein._- DESCRIPTION: RhinoRoof Underlayments 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 documentatiorrthanges, or provisions -of the Code that relate to the product -change. Acceptance of this .Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERnsEmEtm The Evaluation Report number preceded by the words 'Trinity ( ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by. Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, PZ on 04/27J2015: This does not serve as an eiettronically signed document: Signed, seaied hardooples have 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 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. 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. 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 3.507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.8,1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3, REFERENCES: Entity Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ7002 10/27/2011 ITS (TST1509) Physical Properties 100539395CD"06 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type 11 felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. S. LimmATioNs: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, 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. S.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 RhinDRoof Underlayments are follows: TABU: i• RooF CovER Orrioms Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slateshingles 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 li or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 RZ Certificate of Authorization #9503 F4/27/ 01SRevision2: 04/27/2015 Page 2of3 7. 8. 9. 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 tiiirtoFtotif tJ9A . 6.4.1 Fasteners., For exposure 124 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC'ri4HZ nails « 1-5/8" diameter ,in caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinide leaver; ft+tof"Slotae End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto 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 r riii6r+y2'12tM3fSaape:2 End (vertical) laps shall be minimum 124nches 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-l-inch-side (horizontal) laps, resulting in a double -layer application. BuiLDiNG PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. QUAUTy ASSURANCE ENTITY: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 Exterior Research and Design, I.I.C. Cert ficote ofAuthorizotion N9503 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 FL15216-R2 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-924S FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 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 orthe 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 I ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robertl.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, Mon 04/271203.5, This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERnricATiON OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY ERA ROOFINr. COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by interwrap, Inc., has demonstrated compliance with the intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section, Properties Standard Year 1507.23,150753, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 i5D7.83,1507.93,1507.95' on Heating 3507.23,15075.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 15D7.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: lEnt1tv Examination Reference • PAte. ITS (TST1509) Physical Properties 100539395COQ-OD6 10/.27/2011 ITS (157r1509) physical Properties 100539395COQ-002 10/27/2011 ITS M1509) Physical Properties 100539395COQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection` Report 11/17/2014 4. PftODUCTDESCRIPTION: 4.1 RhinoRoof U20 is-a-multilayered polymer woven coatedsynthetic 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 424nch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5. 2 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: TAet41 RooF Com OPnoRs Underlayment Asphalt Nail - On rile Foam On Tile Metal Wood Shakes. Slate or Shingles _ Shingles Simulated Slate RhtnoRoof U20 Yes No No Yes Yes No 5. 6 Exposure Limitations: 5. 6.1 RhinoRoof Underlayment shall not be leftexposed for longer than 30-days after installation. G. INSTALLATION' 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed Exterior Research and Design, LLC. Evaluation Report 140530.02.12-R2 Certifrcote of Authorization #9503 FL1521&R2 Revision 2: 04/27/2015 Page 2 of 3 7. 8. 9. TWNITY J ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6_4, RhinoRoofU20:: 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 Sir ltle l aver• Roof Slae>.+f12: 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:E 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 attachedpendingattachmentofthebattensonthesameday. 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 Daub 1`ter 9+a'?:5 Rnnf End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. QUALITY ASSURANCE ENTITY: r intertek Testing Services NA Inc: ETL/Wamock Hersey — QUA1673; (604) 520-3321 Exterior Research and Design, LLC. Certificate of Authorization #9503 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 FL15216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 SpL=clalty Structural EnglnPprinq 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 Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Product: Material: Support: Roofing Accessories that are an Integral Part of the Roof System MMI-2" Off Ridge Vent Steel 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 Secure 11* w.k Seal for Elecvu k5ub.*U l BU L GEN' .• tcsy No 31242 STATE OF 14/ if Digitally 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 Engineering Reg e port No.: z5-1 MM2-StORV-ER_14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 SpPcialttj Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. 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 Report No.: 15-104-MM2-St0RV-ER_14 Page 4 of 7 Spsciaity Structurai Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: by Manufacturer): Material Type 1: Thickness: Yield Strength: Corrosion Resistance Nominal Dimensions: Width: Height: Lengths: Fastener(s): Base Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Alternate Fastener: Purpose: Type: Size : Corrosion Resistance: Standard: Roof Cement: Type: Application Size Standard: MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2' , 4', 6', 8' and 10' Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11 gauge x 1-1/2" Per FBC Section 1506.5 Per ASTM F 1667 Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) e 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 Report No.: 15-104- M M2-StORV-E R_14 nci Page 6 of 7 Specialty Structural Eng1n2Pr1nq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck ri-1 /9" T- 4 1/2 in. i 1/8 Profile Drawings 18-1 /4" Side View (Not To Scale) MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Side View (Not To Scale) 3" FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CU K EngineerInQReport No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 SpPCialty Structural Engineering 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. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. abAe e 6 Ft. 8 Ft. p\e i Q s e r' Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) Florida Building Code Online Truss P IG+eS. Page 1 of 3 r rna! Requla.t.ion Publications FBC staff B--S Sice MapI LinksT!Trl Submit Surcharge iStets&Facts i FbibilDe*ii;r7nMia BCIS Home 1 Log In 1 User Registration . Hot opia UWJ j t c`t Product Approval II$( .I .USER: Public User Regulation Product A22122l menu > e d` Dt IL^N, . _ n Saan n > AApol'catlor List > Application Detail FL # FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext7480 dwert@mii.com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone%Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Structural Components Category Truss Plates Subcategory Evaluation Report from a Product Evaluation Entity Compliance Method ICC Evaluation Service, LLC Evaluation Entity Quality Auditing -Institute Ltd. Quality Assurance Entity Quality Assurance Contract Expiration Date 12/31/2015 ICC Evaluation Service, LLC. Validated By Certificate of Independence . W »97 RS COI Certificate ofindenendenee for Evart tIl i Referenced Standard and Year (of Standard) at—andpril. Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:l/www.floridabuilding.,Orglprlpr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 OrMTEMM Cre i bArg https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org ( (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. 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, MII 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 international Building Code' (IBC) i• 2012, 2009, 2006 International Residential Codee (IRC) Ir.2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3A MiTek® M-16 and MI116: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [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 out, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/4-inch (31.7 mm) multiples. See Figure 1 of this report for details. 3-2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0..0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3..6 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HS7m: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/42inch-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 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Lralualian Reports are not to be construed as representing aeslhelics or any oilier attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. Acre is no warranty by ICC Evaluation Service, 1,LC, express or implied, as to any fnding or other matter in this report, or as to any product covered by the report. page 1 of 5 Copyright 0 2015 ESR-1311.. ] Most Widely Acraeofed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb/in'/PLATE) LUMBER SPECIES SG EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 .. 176 121 1.37. 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir ... 0.42 127 82 75 107 Southern pine 0.55 174 126 147 122 M-20 and Mil 20 Douglas fir -larch _ 0.5 220 195 ISO 190 Hem -fir 0.43 185. 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0:55 _ . 249 190 184 200 M-20 HS, M1120 HS and MT20HS Douglas fir -larch Hem f{r 0.5 0..43 165 139 .. 146... 111 135 143 97 109 .. Spruce -pine -fir Southern pine 0.42 0.55 148 187 108 143 107 103 138 150 For SI: 1lbfire = 6.9 kPa. NOTES: Tooth holding unfts = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perpendicular to. load, Wood grain perpendicular to loadAlltruss:plates are pressed,inti0 lhewood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartial. artial embedment followed by full -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND Mil 16 M-20 AND M1120 M-20 HS, MII 20HS.AND MT20HS Efficiency Pounds/inch/Pair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Efficiency Poundslfnch/Paii: of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPIA (Minimum Net Section over the Joint)' Tension @ 00 Tension @ 90° 0.70 0.36 . 2012 10131 0.50 0.47 880 820 0.59 0.48 1505. 1219 Tension Values in Accordanvewith TPIA vAth a 0 ation IsPe: Section 5.4.9 (e)] Ma)*nuwNei`Section Occurs over the iiiine . Tension @ 00 Tension @ 900 0.68 0;30 1945 0.62 1091 849 0.48 841 0.67 0.52 1716. 1321 Shear Values Shear @ 00 Shear @ 300 Shear @ 600 Shear 6% 90° Shear @ 120° Shear @ 1500 0.54 6.61 6.73 0.55 1 0.48. 0.35. 1041 1173 1402 1055 914 672 0.49.. 0.63 0.79 6.65 0.42 0.40 574 738. 936 645 490 544 0.43 0,61 0.67 0.45 0.34 0.3 761 1085 1184 792 608 537 For SI: 1 Iblinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes.. ZMaxinitr. * .Net Section -Aline 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 0,12V 0.2W 0.540" 32fnm 64mm 127m D goo goo 00p a goo Goo Ono GOO Goo 050 000 BOB BOCK 4... C000 Ono Ono 0, 36S" 93mm M-20 HSI Mll 20 HSI MT20HS FIGURE t—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report t5K-1s17 rl5t, aupplerlr,u"t Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.o.r (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. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mll 20, M-20 HS, M1120 HS, AND MT20HS"'- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, 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: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, M1120 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and 2010 Florida Building Code —Building and the 2014. arui 1A:Flo is Buitcftt g Code—ReSad6otl6l,. provided the design and installation are in accordance with the Intemationaf8uifding Code: :.QBC). pfav gions noted `in, the master report. Use of the MiTeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, M11 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 holders quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. rCC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recontn+endation for'its use. There is no warranty by rCC Evaluation Service, LLC, express or MOW, asloom to any finding or other matter in this report, or as to arty product covered by the report Page I of 1 Copyright 0 2015 ICC-ES Evaluation Report ` v"_'"' ' Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-eS_0rg 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii-com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MI120, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: i~. 2012, 2009, 2006 International Building Code (IBC) a. 2012, 2009, 2006 international Residential Code® (IRC) a:2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and Mi116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10:0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the fiat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch re are 4.8 teeth per square inch 0.0074 teeth gper square millimeter) of p ate 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 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 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 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11.4 mm) long and 0.125 inch (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, Mil 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0:9 mm)], ASTM A653 Grade 60; high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0..45 inch (11.4 mm) long and 0.125 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, CC -ES Evaluation Reports are nor to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed94Masanendorsementofthesubfectofthereportorarecommendationforitsuse. There is no warranty by ICC Evaluation Service, UC, express or implied, as to any finding or ocher matter in this report, or as roduct covered by the report. to any ppage 1 of 5 Copyright 0 2015 ESR-1311 I Most I/Videly Aeceptedand Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib1in2/PLATE) LUMBER SPECIES SG A/> M-16 AND MII 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 fir 0.5 0.43 220 .. 185 195 148 180 129. 190 145 Hem Spruce -pine -fir Southern pine., 6.42 0.55 197 1" 249 190 M-20 HS, MII 20 HS and MT20HS... 143 184 137 2016 Douglas fir -larch Q_5 43 165 146 135 97109 143 0.42 148 108 101 103pinefirr8ou.thern 0.55 187 143 138 150 pine For SI: 1lbfin` = 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 perpeni icularao load, wood.grain perpendicular to load . All truss plates are. pres,,sed into the vuogd for the full depth of their teeth by hydraulic -platen embedment presses, multipie roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment rollergtpresses and.hydrauh platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-16 AND MII 16 M-20 AND Mll 20 M-20 HS, Mll 20HS AND MT20H PROPERTY FORCE Efficiency=Poundsrinch/Pair Efficiency PoundslinchlPair Efficiency PoundslinchlPairDIRECTIONofConnectorofConnector PlatesPlates Tension Values in Accordance with Section 5.4.42 of TPIA (Minimum Net Section over the Joint)' TensE 0° 059 0'48 0.70 2012 o 1505 1219 Tens90° 0.36 1013 . 0 Tension Values mAcconfance+nath TPI-1 with a Deviation [see Section 5.4.9 (e)] maxtitium Net Section Occurs over the Join tension @ 0° 0.68 1945 0.62 1091 0.67 1116 Tension @ 900 0.30 849 0.48 841 0.52 1321 Shear Values ..... Shear @ 0° 0.54 1041.. 0.49.... 574 0.43 761 1. 085 Shear @ 300 0.61 1173 0.63 738 0.61 0. 67 1184 Shear @ 60° 6.73 1402 0.79 936 0. 45 79.2 Shear @ 900 0.55 1055 0.55 645 ._ 0. 34 608 Shear @ 1206 0.481. .. _. 914 0.42 490 537 Shear @ 1500 ._. 0.35 6-12 .. 0.46 544 0.3 For SI: 1 Ibfinch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: MinimumNet 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 thmi§h a line of holes. 2Maximurn A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these NetSectionplates, this line passes through a section of the plate with no holes. Page 5 of 5 ESR-1311 I Most Widely Accepted and Trusted 8.125- 025T O-WO" 8.3w 3:2.mrtt E l mm s 3'mm f 1-2-7+}mm Q Q Q G ago000 o 0 Z--- Oo Gnu 000. J a -- a00 Boo Dun goo Ono Don 1000 Ono DOD Wm, M- 20 HS, M1120 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Councile 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: MiTele TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, M1120, M-20 HS, Mll 20 HS, AND MT20HS m 1.0 REPORT PURPOSE AND SCOPE Purpose: evaluation report supplement is to indicate that l iTele Truss Connector Plates M-16. Mll 16, M-20, MIIThepurposeofthisThe M-20 se Mll 20 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 11.2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The M7eOTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTM', described in SectionsngCode —Building 2.0.tftr ough 1.0 Of the Master e0uation reP ES'R"1- °Orovid dmplyttadesignandn4andstallation10dareinlaccordancewiththe and ffte 2{i I4 arxt Zb1.0 Flo tfa Hulldfitg CudRsidenfial; p 9 Intett; ee nal Building Code (IBC) provisions hated m the master report. Use of the MiTek®Truss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTM' has also beencityHurricaneZoneprovisionsofthe2014and2010FloridaBuildingCode — found to be in compliance with the High-VeloBuilding and the 2014 and 2010 Florida Building Code —Residential. Fo> prsxlezcts faprogram is audited A lling under Florida Bute 9tJ-3, verificafwlt that the cepai hoidet's gealoify, $pumo ns bee g tondiicted is the qualify. assurance entity approved by the Florida Building Commission for the tY.p. respgtsibtlttyofaItaj?provAd validation entity (or the code. official when: the feport.holder. doers not possess..an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC ES Evaluation Reports are not to be construed os representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of[he subject ofthe report or a recommendation for its use. There is no warranty bylCC Evaluation Service. L[.C, express or implied as m to any finding or other mailer in this report, or as to any product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Mal`''" I Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or- 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council° DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURi 63017 314)434-1200 www.mii-com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 20061ntemational Building Code® (IBC) it 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t The 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 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and 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 [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped . out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HSTm: Models M-20 HS, MII 20 HS, and MT20HST'4 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 -inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal,, Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.33-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- F.SEvaluation Reports are not to be construed as representing aesthetics or any other aaributes nol specifically addressed, nor are they lobe construed ,tirL as an endorsement of the subject of the report or a recommendation for its use. There is no varramy by JCC Evaluation Service, 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 3 of 5 ESR-1311. 1.. Most Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMEN14 (lbrin21PLATE) EA LUMBER SPECIES SG JAM-16 AE EE AND Mll 16 0:5 176 121 137 102 126 98Douglasfir -larch Hem fir 0.43 119 gq 82 75 107 Spruce -Pine -fir 0>42 . 127 174... 126 147 122 Southern pine 0.55 M-20 and Mll 20 0:5 220 195 148 180 129 190 145Douglasfir _larch Hem -fir ...._. 0.43 _. 185 197 144 143 37 Spruce -pine -fir 0.42 249. 190 184 200 Southern pine 0.55 M-20 HS, Mill 20 HS and MT20HS " 0.5 165 146 111 135 97 143... 109Douglasfir -larch Hem fir 0.43 139 148 108_. 107 103 Spruce -pine -fir o a2 187 143 138 150 Southern pine 0.55 For SI: 111 in2 = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to toad EE = Pixie petpM001,110110load, snood grain perpendicular to:lbad presses, multiple roller presses that3AIItrpgSpiafesrepressed. into the wood for the full depth of their teeth by hydraulic -platen embedmentrollers, or combinations of partial embedment roller presses and hydraulic -platen pressesusepartialembedmentfollowedbyfull -embedment that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND MII 20 M-20 HS, M1120HS AND MT20H PROPERTY FORCE Ii AND M{116 EfficiencyPoundslinchlPair Efficiency PoundslinchlPair Efficiency P of Connector s DIRECTION of Connector of Connector Plates Plates Plates TP1-1_.{Minimum Net Section over the Joint)' Tension in Accordance with. Section 5.4.4.2 of Tension @ 0° 0.70 2012 0.50 880 0.59 0. 48 1505E1505219 Tension @ 90 0.36 1013 0.47 820. ..J TPI-1 with a Deflation see Section 5.4.9 (e)) Tension Values in Accordanoe withMaximum .Net Section Occurs over the J61h.e. 0.68 1945 0>62 1091. 0.67 0.52 EEE1716TensionTension@0° @ 90° 0.30 849OA8 841 Shear Values Shear 0°._. @ 0.54 1041 0.49 574 0.43 0.61 761 1085 Shear @ 30° 0.61 0.63 7381173 - 936 0.67 1184 Shear @ 60° 0.73 1402 0.79 _ 0.55 645 0.45 792.. Shear @ 90' 6.55 1055 0.42 490 0.34 608 Shear @ 120` 0.48 914 0.46 544 0.3 537 Shear @ 150° _ 0.35 672 For SI: 1 Ibiinch = 0.175 Nlmm, linch = 25.4 mm. NOTES: Minimum A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, Net Section this line passes through a line of holes. tooth pattern with the maximum amount of steel for a specified orientation. For these2MaAmurn: Net Section A line through the plate's plates, this line passes through a section of the plate with no holes. Page 5, of 5 I Most Widely Accepted and.Trusted 0-12V 0.2W 0.8W 3.2 mm 64 mm 12 7 nwm 1000 A do] goo 000 000 goo ago 000 000 01 goo Goo 090 41200I Goo Ono M-20 HSI Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in Inches) (Continued) IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.ice-ep.or (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Counc! DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, M1116, M-20, MII 20, M-20 HS, Mill 20 HS, AND MT20HST" 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates so been 1 M-2Q MII 20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also n evaluated for compliance with the codes noted below,. Applicable code editions: 2014 and 2010 Florida Building Code —Building S 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONSTheMTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST"", described in Sections 2.0 throuh t gh 7.0 of ft n'aste! _e'tuaiicin report. ng Code —Building Ii 1311, CO providediddtthehd sign and ne2014andstallatiore 10 unl acaccordance with the and tt e 2_0'i4:end 207ii Fforic(a Bttildi»0 GadE=-Re4iderrtial, PlntemairanarlBuilding. Code. (18C) provisions noted in.ihe. master report: Use of the MiTele Truss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HST1d 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. prograrn;'rs_.auditeday a ForprQduc#s fialiliag udder Floe da Y Farida Building CaommissionrtfonitFte+typeao'f inspeciions being eondildW is: the quality. iSsuWantx AN. SON . or the. coofficial when the f.epoct.holder:does not possess.0 0pprovai by respansfbiiyofapprovedyalidationentity.( de` the Commission)'.. This supplement expires concurrently with the master report, reissued in June 2015. ty y express or tm ,e4 as CC -ES Lraluation Reports are »col [o be eonelrued as represenli»g aesthetics or any other attributes not specifically addressed, nor are they to he construed . asanendorsementofthesubjectofthereportorarecommendationforitsuse: There is no wawa» b 1CC. Evaluation Srn ice, I.LC, Pl to am, finding or other ntatler in this report, or os to any product covered by the report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. le www.icc-es.orq 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Co_e. ounc_e_ .... 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-mli.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 international Building Code (IBC) 10 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t IT ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated - Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3A MiTek® M-16 and MII 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lancedandformedintotwoopposingteeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25A 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 M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum2 A653e [SS 35Grnch total thickness (0.9 mm)], ASTM ade 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 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 cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTm: Models M-20 HS, Mil 20 HS, and MT20HS71A metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating s/,inch-by-l-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.:125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, andresultingineachmodulehavingsixteeth. Each module isseparatedbya0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, lg e they be rued as atLSEvaluation of /po subject of to be the report ore es representhendaaon fortustuse. Thereicsorany lano attributes by IsCC Evaluation iaddressed. ice, LLC,rexpressaor implied, as xma `==-= to anyfrnding or other matter in this report, or as to any product cohered by the repor[ Page 9 of 5 Copyright 0 2015 Page 3 of 5. ESR-1311 1 Most Widely Accepted and Trusted TABLE 7-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in'/PLATE) SG AA EA ... . AE EE LUMBER SPECIES M 16 AND MII 16 0.5. 176 121 137 1.26 uglas fir -larch 64 102 98 m-fir 0.43 0,42 82127 75 107 ruce pine fir 174.. 126 147 122 uthem pine 0.55 M-20 and MII 20 . . 0.5 220 195 180 190 uglas fir -larch .. 185 146 129 145 0.43 197 ' 143 137 ruce-pine-fir 0.42 .... 249 190 184. 200 wthem pine 0-55 . M=20 HS, Mll 20 HS and MT20H$ 0.5 165 . 146 13 1413 ouglas fir -larch 139 111 97 log ern fir 0 43 0,42 148 108 107 103 pruce-pine-fir 187 143 138 150 0.55 For SI: 1 ibrlr? = 6.:9 kPa. NOTES: values, platesToothholdingunits =psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to loadEA = Plate perpendicular to load, wood grain parallel to loadAE = Plate parallel to load, wood grain perpendicular to load EE = Plate pe icula[1b load vd grain perpendocular to load.. All truss:plates.are pressed into the vaood for the full depth of their teeth by hj+draulic-Platen emt>edtnerrt presses m;hydra rover pressespresses usepartialembedmentio!owed h!! fult-embedmant rollers. or. COmblrtations of partial embedment rover presses: and hydi autic platen thatfeedtrussesintoastationaryfinishrollerpress. SHEAR RESISTANCE ALLOWABLE DESIGN VALUES TABLE2-EFFECTIVE TENSION AND M HS M- 20 AND MII 20 -20 HS, M0 20HS AND MT20 PROPERTY FORCE M- 16 AND MIA . .... Efficiency Pounds/inch/Pair Efficiency PoundsAnch/Pair Efficient ynch/Parr P ofConnector DIRECTION of Connector of Connector Plates Plates Plates .. 1 ( Minimum.Net Section over the aamt)' Values inAccordancewithSection5.4.42 of TP.111111111111111 Tension 0.50 880 0.59 1505 Tension Q. 0° 0.70 2012 0.47 820 ...... 0.48 1219 Tension @ 90° 0.36 0013 TPI-1 with a Deviation (see Section 5.4. e Tension Values in Accordance with Mawmum.Net Section Occurs over the Join Tension @ 0° 1091 0. 67 1945 0. 22 0.680.52 1716 1321 Tension @ 90° 0.30 849 0.48 841 _ . Shear Values Shear @ 00 0.54 1041 0.49 574 738 0. 61 1085 Shear. @ 30° 0.61 1173 .... 0.63 0.79 936 0.67 1184 Shear @ 60° 0.73 1402 0.45 0.55.. 645 792 Shear @ 900 0.55 10 0.42 490 0.34 608 Shear 120°.... @ 9140. 480.3 0.46544537. Shear @ 150° 0.35 672 _ For SI: 1 ibrinch = 0.175 Nlmm, 1 inch = 25.4 mm. NOTES: with the minimum amount of steel for a specified orientation. For these plates. Minimum NetSectionAlinethroughtheplate's tooth pattern this line passes through .a line of holes with the maximum amount of steel for a specfed orientation For these z )durh Net 1. theplate with no holes. plates, passes through a sectionot Page 5 of 5 ESR-1311 I...most. Widely Accepted and Trusted 0125' .0.25T 0.5W 32mm SAmm 127mm a0 09.00 000 0 0 D F l M d 0 000 00 000 Ono 115GO Ono Ono OTH 0.9aS` 6 3 rtin M,20 HS, M1120 HSI MT20H.s FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report. t5K-137-1 Ir01L, auppIUMU111L Reissued June 2015 This report is subject to renewal June 2017. rywww.icc-es.org 1 (800) 423-6687 1 (562) 699-0543 A Subsidia 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 SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, M1116, M-20, Mil 20, 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 MiTele Truss Connector Plates M-16, Mll 16, M-20, Mil20, M-20 HS, Mll 20 HS, and MT20HST74, 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 i 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014and2010FforidaBuLkiJi?g: Code—ReWoentW, provided the design and installation are in accordance with the International 8uifdirKJ Code:.(IBC provisions noted in thin master report. Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a qualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC- ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor ore they !o s+ arranty by rCC Evaluation Service, ! l C, express orr construed imppliliedd,, aas III low asanendorsementofthesubjectofthereportorarecommendationforitsuse.. There is no s to any finding or other mailer in thLe report, or as to any product covered by the report. ^ Page 1 of t Copyright 0 2015 Florida Building Code Online C-'771 ; Page] of 2 t fleWMEnIQ BCtS Home Log to User Registration i Hot Topics Submit Surcharge I Stats & Facts Publications J FBC Staff J BCSS Site Map J links Search J Bu si nes tJ(/_ product Approval pV slt fa USER: Public User Regulation pYr Espy i.pralluu,ar AeolUtbn5ear6>.Aentiotionlht>Applfmklon0et. FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng8@yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I/i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0045549 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ted Berman, PE Wi Validation Checklist - Hardcopy Received Certificate or Independence ea 14239 R3 GDi ledenaxff 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 j 14230 "3 Eduiv -Eouiv Id. Sections from the Code hops://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 A Florida Building Code Online Page 2 of 2 . Product ApprovalMethodMethod 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Snmtpa4 of Products .. FL # Model, Number or Name Description 14239. 1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes 2R5 111 ftq.d Approved for use outside HVHZ: Yes Verified By: Frank L. Bernardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluat14239ion Reports Other: This design provides allowable capacities for the R3 AE'Eva odf system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Sack Not<t The State of Florida is an AA/EEO employer. Ca(2007-2013 State of Ftonda.::. Pfi 2a StatMtCnt.:: ACCeSSWIty Stalleme :: 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 i: tECtronk ri7aN,to this lntRy..lnSteatt, dontatt tjle of{lce. by phone or by traditional mail. Ityouhave any questions, please conta&SW40 1395. 'PVr of to Section455:275t1?: Ftbflda;$tatutC effed" clooIDa_r'1,'2012, IUMsees tkettwd ImderCh?pter 45S F;S .mus; Provide the Depattnient with an a ,, ul' If 1' have.ofl0 .The emals prOvJded:way be used for Offitiai tiDa nkauon with the iloansee,however email addresses are pubtlC record. if you do not swish to supply a personal; address piNSe provide the Department with. an em" address ivhich can be made available to the public. To determine If you are a licensee under C7wpter 455,.F.S., please click here. Product Approval Accepts: LEM am set itritr xt>r,.,c. https:// NN'ww.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquDEJErtO SCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS I CENTER OF GRAVITY ASSUMED TO ACT AT THE(y GEOMEI"RIC CENTER OF THE i MECHANICAL UNIT. 7;u MECHANICAL UNIT MUST BE yH SQUARE OR RECTANGULAR,- n NO IRREGULAR SHAPES.. F : Xoiw TfP.. .. HOST STRUCTRE QESIG4 BY OTHERS SEE UE51 SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT i TIE -DOWN ISOMETRIC 1 ... 1_..1 .U+•.. - f50MF'T'0.IC 75LB MIN. WEIGHT, r MECHANICAL UNIT f PER SEPARATE J CERTIFICATION, TYP. tCENTER OF GR4VI i Y. t SEEDESIC SCH. OULE FOR MAXIMUM SURFACE AREA AND DESIGN PRF. SSURE, TYP- STEEL TIE -DOWN CLIPS. j0SEE DETAIL.. 1/3 & 213 I72 `FOR CUP INFORMATION, t lam$ 'IYP. MAX TYPE MAX TYP TA VCfy 3I V 5= TIE - DOWN CLIP DIRECTIVE EXAMPLE THE FOLLOWING' EXAMPLE ILLUSTRATES THE PROCF.OLIRE USED TO DE'EE'KMt E THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H. FOR ANY GIVEN MECHANICAL. UNIT THAT CONFORMS TO THE DIMENSION RESTRICTIONS AND DESIGN CRITERIA LISTED HEREIN: SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLA'I LON OF (1) MECHANICAL UNIT' WIH THE FOLLOWING CRfltiR1A= Wit.; 170 MPH, EX,POSURE'8' 40' TALI. x 4W DEEP X 48' WIDE, 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 300D PSI MIN CONCRETE WITH (1j-7.' CLIP AT EACH LOANER OF UNIT (TOTAL OF (4) CLIPS) cnT eric. PROCEDURE STEP RESULT 1 DETERMINE THE'CONNELTION TYPE BASED ON THE DIAGRAMS ON SHEET 2 COk ECT ON TYPE' 3- .... - TNI5 INSTALLATION IS INTENDED FOR A VUlt 1'70 MPH, EXPCSURE'B', THIS DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE'T'ABLE TO USE CPJTERIA CORRESPONDS TO TABLE 5 I DETER MINELARGEST FACE AREA OF MECTiANICAL UNIT TO BE INSTALLED 46'x46`16F_' _ THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48". NOTE. THIS PRODUCT APPROVAL ALLOWS THE UNIT 70 QE INSTALLED ON TOP 4 CHEC.X MAXIMUM UNIT" HSGH'H' RESTRICTION OF ANA/C STAND THAT SA MAXIMUAT 30"TAIL IF AN A/C STAND S UTAIZEG CHECX TO SEE THAT THE STAND DOES NOT EXCEED 3D' IN HEIGHT S CHCOI 1A1N(MUN UHY1ljN'RESfILLZT SN O N 546 WH TER THAN IRIMLIM ALLOWABLE Wil.R24' TN15 UNIT MAY BE INSTALLED AT ROOF HEIGHTS I.E55 THAN OR EQUAL TO 15 FT. ADDITIONALLY, THIS UNIT MAY BE INSTAIAJEO ON ROOFTOP HEIGHTS GREATER fi OE'TEKMENF. THE ALLOWABLE ROUT• T OPMEFGNT OF THE INSTALLATION THAN 60tT AND LESS THAN 100 FT. SEE (') ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED 11 ACCORDANCE WITH ASCE 1.10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE THE BU1lO1NG THlS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A MAXIMUM 3W TALL A)C STAND (CERTIFICAT'ION BY OTHERS) ON 'IOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULES - GENERAL NOTES: I. THIS PRODUCT HAS BEEN DESIGNED AND SMALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE & ASCE 7-1.0. THIS PRODUCT' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE. 2. NO 33.1/3% INCREASE IN ALLOWABLE STRESS HAS BEEN USED IN THE DESIGN OF THIS SYSTEM. 3. DESIGN IS BASED ON CA¢ENT PROVIDED PRODUCT AND DIE SHEETS FROM TEST REPORTS s`j(,{Z1970 QL7f±SElQ12Z07 6Y Tf.57[NG EVALUATION LABORATORIES, INC.. NO SUBSTTTVTICMiS SHOUT WRITTEN APPROVAL BY TH15 ENGINEER SMALL BE PERMITTED: 4. MAXIMUM & MINIMUM. DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CUNFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR. 5. FASTENERS TO BE * X %" OR GREATER SAE GRADE .S UNLESS NOTED OTHERWISE. TAPCONS REFERRED TO HEREIN SHALL BE 1TW BUILOFX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMEN 15, AU FASTENERS SHALL HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SHALL BE AS'TM A283 STEEL (GRADE D) WITH Fy:-33 KSI OR BETTER ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT', ENAMEL OR OTHER APPROVED PROTECTION; G90-RATED COATING REQUFRE. D FOR ALL COASTAL INSTALLATIONS, 7. ALL CONCRETE SPECIFIED HEREIN IS Nor PART OF THIS CERTIFICATION. AS A MINIMUM, ALL CONCRETE. SHALL BE STRUCTURAL CONCRETE 4" MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. 9. ELECTRICAL G11pt1Nb, wNkTt R UiRED, To W DESIGNEDA. INSTALLED BY OTICRS: 10, THE ADEQUACY OF ANY EXISTING STRVCIIRLE TO WITHSTAND SUPERIMPOSED UQADS 3HAU, be VERIFIED BY -TIE ONSITE DESIGN PROf,ESS.iCWAL AHD IS NOTIN LLUM IN THIS CERTFICA IION.EXCEPTAS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. 11. THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE, FOR SITE CONDITIONS DIFFERENT FROM THE CONDITIONS DEl'AILEU HEREIN, A LICENSED ENGINEFR OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CON)UNCTION WITH THIS DOCUMENT. 12, WATER - TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FILL RESPONSIBILITY OF THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE. THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLAnON OF STRUCTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WAIEk4lGHTNESS SHALL BE *THE FULL RESPONSIBILTI:' OF THE INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Vult WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26.7.3 OF ASCE 7-10, V Z Y- i n ZOO OZY° P C nA Q m i' z E LLJ w Cfz Y 1--I ca L m im ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS - "s 7bW zg X yµ S = S I i 3" MAX t , s333 C .:1• CLIPS TYF. - t' CLIPS 74AY. TYP t TYP: 3TMFAx'•,,VtNw• rt 3" MAY SUBSTRATE DESCRIPTION 1) /16 D CARBON STEEL ITW BUILDEX TAPCON, CONCRETE; 2Ye FULL EMBED TO 4- THICK MIN, CONCRETE, 331" MIN. 3000 PSI MIN.) EDGE DISTANCE, 3Y,- M:N. SPACING TO ANY ADJACENT ANCHOR 1.)'P 14 SAE GRADE 5 ALUMINUM: SHEET METAL SCREW TO 0,325' MIN- ALUMINUM, PROVIDE (5) THICK, 6061-T6 PIILHES MIN. PAST 141W ALUMINUM) THREAD PLANE S'I'EP.I.: 1)•474 SAE. GRADE S 0. 125• MIN,. SHEET METAL SCREW TO THICK, 33 KSI STEEL, PROVIDE (5) MIN, STEEL) PITCHES MIN, PAST THREAD PLANE SUBSTRATE OESCRI}TION! tJ- 5/16'0 CARBON5 ITW BUT(DEX TAFCO G CONCRETE THICKMIN2N" FULL EMBED TO i R43I JC( 4" 3000PSI MIN) EDGE'DISTANCE, 3% MIN. TO ANY PACINGADJACENTANCHOR. 7C 4.4 2tm ,m3 Z' ALUMINUM: 0. 725' M3N. 0114 SAE GRADP S SHEET METAL SCREVlS TO AILNINUM, PROVIDE (5) Q 3 THICK, 6061- 6 PITCHES MIN. PAST In K MIN. ALUMINUM) THREAD PLANE W v QbSTEEL! 2)-A145AE GRADES 0. 125" MIN. SHEET METAL SCREWS TO TH1CK, 33 KS? STEEL, PROVIDE (5) n MIN. 57'EEL) PITCHES MIN, PAST u THREAD PLANE 1. EMBEDMENT AND CDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. J Z ><> L 2, ENSURE MINIMUM EDGE DISTANCE AS NOTED IH ANCHGRSCHEDULE, 1: O - CONNECTION TYPE C 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACHING TO P.ECHANICAL UNIT. 2 0 n CONNECTION TYPE C2 p lu t GL1" CLIG - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (p) PER UNIT C2 1- CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (S) PER UNIT y" F C CO zua 1 iN S O UNIT WIDTH i d t 6" MAX UP OFFSET AX Z q O CLIP 6 M VT , CWV PAIR SPACING-- L o E m u 3" TYP .MECHANICAL L" L(P-CUP—.UN1T PER SPACING SEPARATE CERTifiCATION rMAx\\ 1 r CUES 3" MAX "f'!V, .2". CLIPS t k MAX UTILIZE (4) CLIPS EA SIDE ) 7Ya, OF UNIT FOR ATC7 ALOE. B) PF:R UNIT 3• Vtl' MA%_ 3 MAX`N}} g• TYP. Fjl tR ll i . lV 15- 237s CONNECTION TYPE C3 CONNECTION TYPE C4 5 ALTERNATE (8) CLIP DETAIL M PAGE DlLSLRI T10N( :.. c3 r CLIPS-,tm4ZE (1) NE}tTOTAL OF i!1 PE3iIjNITAT,EACH CARFOR A .. r".4 . C1lPS • TOTAL OF it?. '7Nt_T UTILIZE (2) A7 EAU( CORNER FOR N.T. S- PLAN VIEW 3 THIS DETAIL. MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) 5. CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER e UNIT. FOR ANY CUP LONGER THAN12 10" MECHANICAL UNIT BY O'THERS. ALUMINUM 4 0.19, UTILIZE (5)•412 SAE HOUSING UNITS SHALL BE 6063-T6 MIN. - t GRADE 5 SHEET ALUMINUM SHEET WI TH Fty-30 KSI, 0.125' 'y ' • /` ' g - / METAL SCREWS, T!?. MIN. THICKNESS, STEEL MOUSING UNITS 1 (3)412 SAE: GRADE 5 SHEET 0 069' THICK I SHALL BE ASTM A653 Fy+-33KSI MIN I METAL SCREWS FOR CUPS UP TO ASTM A283 STEEL, GRADE 33, 22GA MIN, (t-J.0299) fff%%%5 LONG, UTILIZE (5)41111.111 5 p STEEL, 7YP. O / ( METAL SCREWS , RCLIP OVID LONGERTHAN5", PROVIDE (S) i O PITCHES MIN. PAST 7HREAG PLANE`'- p. ( 3)-A:2 SAE GRADES ui o 0 0 U.068' THTCX ASTM : Y /' FOP, EACH SMS, ?YP: G SHEET METAL SCREWS N 4 a A ) 4283 STEEL CL[P lYP / : ANCHOR PER FOR CUPS UP TO 5" . I; D t n' p LONG. UTILIZE (S) R12 ' Q BASE OF UNiTSHALL —ANCHOR: u < , .(> 4- p SHEET METAL SCREWS BE FLU5r{ WITH BASE '``</ 318` SCHEDULE 7 FOR CUPS LONGER OF CUP, TE SPACETYP. i i THAN 5", TYP. PERMITTED, TYP W W 6 s 7/RI i'"O HOLE, WITH O ' . 3 V' ^ ANCHOR FROM 1' SUBSTRATE PER VI C J 3 W J / ANCHOR Q w Z. CUP ANCHOR .a / - SCHEDULE ew" 0. 75• _ SCHCOULE, IYP. (VARIES) 4 DIMENSIONS SIMILAR) ,. aas1" TIE -DOWN CLIP 5 3 ANCHOR DETAIL U a 1" CLIP ISOMETRIC DETAIL 3 3 = r-G RETAIL Z 3 NITS:CLIP IS DES FORFU.U- ISOMETRIC;CONTACf 4YI'I'HMECHANIa 0 o ZZ e,, y O r G o.i2w E z n MECHANICAL UNITBYSHALL 6063- MINUM 6MIN. f IWII HOVSTNG UNITS 51{ALL BE 6Lib3-T6 MIN. W 3 ALUMINUM SHEET' WITH Fty=30 KSI, 0.125": - z R ')- M'N.' i'HICY.NES5, STEEL HOUSING UNITS (3)-012 SAE GRADE 5 SMF:ET < O 0 072' OR - 7 q METAL SCREWS FOR CUPS 4" : C V' SHALL BE ASTM A653 Fy=33KS1 MIN. f. 0.113" THICK LONG. SCREW (FO R12 SHEET' V YJ S STEEL, GRADE . 33, 2.2GA MIN.. (t=a0299) i w AS:'M A2%3 jJ ppp - - METAL SCREWS FOR CUPS d STEEL, TYP. gyp. ( 3)-*12 SAE GRADE 5 S/ LONGER THAN 4", PROVIDE (5) PITCHES MIN. PAST THREAD PLANE u SHEET METALSCREWSt! c FOR CUES 4" LONG. 0,072" OR 9 i.L7 / / FOR EACH SMS, TYP, m ii UTILIZE ( 4)• R12 SHEET THICK ASTM 7 -- METAL SCREWS FOR STEEL CLIP, TfP ( I) OR (2) ANCHORS CLIPS LONGER THAN 4", BASE OF UNIT SMALL - PER ANCHOR y Typ, BE FLUSH WIT;I BASE /{ . - gtTr SCHEDULE a s OF CUP, NO ACE IYlli PERMITTED, X- 0 HOLES, NOT TO 7 BE USED FOR j + f SUBSTRATE PF..R ANCI@Iv, TYR ANCHOR. is II y"/.:{ VARIES) o.7s U1 2" TIE -DOWN CLIPS I oso 4 ANCHOR DETAIL ul O.SQ•. . i" = 1'-1" OF.TA[L . SW.MIOAf L'YWPAODIA to.y CLIP IS DESIGNED FOR FULL m 15-2378 FACTDRY- MILLED Y.' O HOLES; CONTACT WITH THE BASF OF EACH U'TIU2E (1) OR (2j ANC40R5 " G, .,t, CQ MECHANICAL UNIT TYP: -yAeE lleSClti iTON: FROM 2• CLIP ANCHOR -' SCHEDULE. TYP, 2" CLIP ISOME TRIC DETAIL ISOMETRIC 5 3 N. T. S."w- ISMETRI TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE HIGI- VELOCITY IIURRICAN E ZONE-) r ALLOWABLE ROOFTOP HEIGHT (H) T€E-OOWNCONFIGURATONTYPE jjj MA%IMUM SU RFACE AREA OF UNIT I UNIT C1 CZ 4'3 _ C4 UNITS RGEST HEGHT WIDTH ; II 6 24 MA%12. MiN T NJA i AT GARDE ATGRADE. H5002FT 9FT'- 3I A4AX; ] NIN I iFIA ATGRADE AT GRADf H5601T aF"' ATGAAD Hs100TT H 30FT H3IO0fT CFT NfA4 FT ATGRADE HS700 FT. b FTr ATGRADE 4E" MAX 24" MIN i N/A AT GIIADE ATGRADE Nf 360F7 12 Fi N/A ATGRADE ATGRADE 11540 FT TUA...... A.... ... 4 N% A A7 GRAQF N/A AT GRADE 00 MAX 48 MIN A7GF:ADE- 3G w TNIY TABLE IS PERMISSIBLE TO BE USED WITHIN 'I HE. HV-Z WHICH CONTAINS BROWARDAND M!AMI- DADE COUNTIES, C14ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF TFIISTABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOF - TOP HEIGHT jH) i TIE - DOWN CONFIGURATION'IYPE MAX.MUM SURFACE AREA OF UNIT'SLARGEST FACE 6F" R F; UNIT UNIT t€ HEIGHT WIDTH, 24 MAX 11 MIN 32" MAX 15" MIN' i Cl i N/ A (. N/A f2 H<_ 200 FT GO FT FI S41 1S 2 00FTH 6 700 FT CB AT GRADE GOFT 145160 FT AT GRADE H 5100 F'T' C4 H 5 TOO FT H 5 200 FT H P RXt F' I' ' AT GRADE a FS' y i60 FT<H 5200 FT f v A1'GRAUk H 200 FT I H5 41)FT t 50 FT H 200 FT H S 2O0 PT 4FT' 48" MAX 24' M!N N/AFT,1 H5200 FT 60fTTcN OTT HS200 FT 72 FT' N/A I t - AT GRACE 60fT< H ZOO FTN/A H f 2w.FT 16 FT' j#j# NIA ATGRADE N/A H5200 FT 20 FT'I' I N/A AT GRADE TN/A' H 5 200 FT 75F NA N/A N/A H530 FT 40FT<H S 20OFT i 60" MAX 48" MIN 30 FT' NIA. NJA N/A EO FT c N. s180 FT 36 FT' F I NSA NIA N/A ATGRADE AS AN EXAMPLE., THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY, CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES TABLE 2 : Vult=175 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE IN THE. HIGH VELOCITY HURRICANE ZONE-) t MAXIMUM SUXFACIAIREAOF UNIT UNIT : Y' 2 C3 f4 UNTTS.ARGEST Ll HEIGHT WIDTH j FAtE 6 ems. 1' MIN - N/A. - T ATGRADE ATGRADE Hf 9FT' 24"MA% 32' MAX ' IV MIN i N(A ATGRADEH530fT i 4 FT AT GRADE H 5 200 T ATGRADE H f 100 TT EF NIA 11515 FT ATGMDE HS200 FT 9F1 48" MAX 24" MIN NJA i AIGRADL ATGRADE Hf80 fT r 17 FT' N/A nT GRADE A AT GRADE j 1 FT..... N/ A.._ ATGRADE N(A .. ATGRADE., A7 GRADE NIA AT CRAOF. ! E v5 N/A N/A N/A AT CRA E. i 30 FT CC" MAX 48 MIN NIA N/A NJA ATGRADE i SS FTC M/A. N/A NIA ATGRADE j it11S TA81E ISAERMISSIdLE T08E USED WITHINTHE HVH2 WHICH CONTAIN5 dRUJ.IARDAND MIAMI-DADE COUNTIES. CHECK WITH LOCAL. AU7'HORI!Y HAVING JURISUIC'I ION FORT HE APPLICABILITY OF THIS TABLE WITHIN CERTAIN PLORIOA COUNTIFS. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY It STRUCTURE-) MAXLMUM ._...... .... .. , SURFACE AREA OF UNIT UNIT Cl UNIT'S LARGEST I HEIGI'IT WIDTH , ALOW ABLE ROOFTOP HGHTEI&' T!E-DOWN CONFIGURATION TYPE , C2 C3 C4 6FT' 24"MAX 12" MINI N/A 4 H52fR0 FT 'SOAT c,RAUc FT<H 580 FT, H52COFi 9 FT' 32" MAX { 1S" MIN NIA A: GRADE N/A N 5 200 ^O FT 60 FT<H52FT! " 4 ow.. W 4FT 1It ATGRADE , 1. 1S200FT - H6200 FT H S200 FT t` i EO FT <100 FTi j 6I11 N/A 48" MAX 24" MIN ' N/A ' BO H 200 FT NSfSF4k pTcHs200 FT, H515 FT 60 FTH5 200 FT AT GRADE H520U'rT H52C0 FT q C h if 9FT` 1Z FT' N/AAT GARDE N/A H520FT I 16F7' N/A N/A N/ A H 54U F1' GO F'T'< H .7.00 FT. 4 c ZO FT' N/A ATGRADE- N/ A HS40 FT GO FT<H<_200 FTAT I- ZS FT' N/A MIA N/A 60 FT < HRS 2200 FT 15-2378. 60" MAX 48" MIN AT GRADE xra 30 FT' N/A N/A.. NIA 60 FT 5100 F7 Mow 36 Fi' N/A N/A N/A AT GRADE. AS AN EXAMPLE, THIS AUTHORITY HORI'TY HAVING TABLE IS PERMISSIBLE TO BEUSED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL JURISDICTION FOR THE APPLICABILITY OF THIS TABLE W i THIN CERTAIN FLORIDA COUNTIES, A TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY II STRUCTURE') t AIlOWA81!'ROOF,TDY.FDIiiIfFfN1. TIE!DOWN CO.YTiGURATIORWH MAXIMUM SURFACEAREA OF UNITL1.7. Cl C2 C3 C4 UN IT'S LARGEST HEIGHT FACE 4 6 FT' 24•MAX H 5 2S FF 12" MIN 60 F7 <H 5120 FT H5200fT ? H 5 200 FT H 5 200 FT 9W 32"MAX 1.5"MINI Al GRADE i H5200 FT ; H520OFT 3 H5200 F'1' 4 FT' H5200 FT z H5200 FT H5200 fT H5200 FT 4 s t- H 5 40 FT160 H5200 FT ' H 5200FT H5200 FT6Ff' FT H5200 fTy 24" MIN AT GRADE H 5 200 FT H 5200 FT H 5 200 FT9FP48" MAX: 60 FT<H 5A0 FT ATGRADE .' H5200 FT H540 FT 60fT<H 5200 FT H5200 FT ' i- 12 Fr t 16 FT' N/A H 5 200 FT H 515 FT FT60FT<H5300HSISFT H 5 200 FT r 20 FT 1 N/A H 5 200 FT H 5180 FT H 5 200 FT 3 r- N/A H540 F7 - ATGRADE H5200 FT i 25 FT i 60 FT H 5 200 FT 60 FT < H. 520 FT 60" MAX 48' MIN ....-_._.. .............. 30 FT' N/A 515 FT ATGRADE H5200 FT I 600 FT <H 5160 FT FT' A 60 H DE AT GRADE H5200 FT S .36 FT HRSBO FTAT TABLE 6 : Vult=140 MPH, EXPOSURE C FOR 1.15E WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOF TOP HEIGHT (H), TIE -DOWN CONFIGURATION TYPE MAXIMUM I ) IT"I SURFACE AREA OF UNIT UNIT Cl 1 C2 C3 C4 UNITSURGEST HEIGHT WIDTH- FACE .. _. _ i ...... __. 6 FT' 24"MAX 12"MIN ' ATGRADE H5200 FT 3 H5200 FT H5200F.. H 515 FT' 9 FT' 32" MAX 15" MIN } N/A H S 200 FT H 5 200 FT m.._ I60 FT<H5200 FT } st WW 4 FT' i HS20OFT HS200 FT HS200 FT Hs200 FT m SStL_ w._.. III Z ry H6FT' H5200FT H5200FTATGH5200FT ::a1:. wm3 i60 FT c H 5180 FT _ ( ._.N 6_'x; 9 FT' 48"MAX 24'MIN j ATGRADE H5200 FT 6O FT H5H5 200.FT 40FT H5200FT I wU 100 i i ATGRADE `. z N/A H 5 200 FT H 5 200 FT 12FT' 60 HS15 FT AT GRADEH 5 200 FT t _ 60 FT < His 200 FT _ : 16 FT' N/A K a H530 FT V v_ AT GRADEH52N/A00FT 20 FT' ' N. 1 60FT <H52DO FT z c 1-- Ii25 FT' ATGRADE N/ A AT GRADE Hs 200 FT u 60 FT 5.HS140 FT _ J z , z,:.„. ,..,...:., .. ,..... 60" MAX 48' MIN 30 FT' N/A I AT GRADE i 'N/R: H 5 200 FT a m• f. 0 mO ' n .. .. ... ..._. ... ' _. _... `' mI e ti j36 FT' I N/ A AT GRADE NIA 115 30 f'f , t ii n.._ J G 6D FT<H 1200 FT `.. .., w O-. z Z TABLE 7: Vult=140 MPH, EXPOSURE D W o€ N FOR USE W ITH A RISK CATEGORY II STRUCTURE') Z 00C ALLOWABLE ROOFTOP HEIGH'1'(H) 6-4= F TIE -DOWN CONFIGURATION TYPE CL £ w w. MAXIMUM: SURFACEAREAOFM "ITUNIT Cl C2 C3 C4 - co UNIT'S LARGEST } NE'.IGHT WIDTH FACE fi FT 124" MAX 12" MIN N/A H 5 200 FT H53 H <_ 200 FT 60 FT52Hfi00FT -- 9 FT' 32" MAX 15' MIN N/A H 5 200 FT 60FT<H AT GRADE } 5140 FTL H 5 200 FT 4 FT' H 5 40 FT H 5 200 FT H 5 200 FT I.. H 5 200 FT I 60 FT < H !. 200 FT 6 FT' I ATGRADE 60 FT < H 5100 FT H5200 FT H520OFT H5200 FT 9 FT' S 48" MAX 24" MIN N/A H 5 200 FT HS15 FT W TT<H5200 FT, T H 5 200 FT 12 FT' N/A 80FT<H5200.FT H540 FT' AT 60 FT c H 580 FT) H200 FT 5 I4FT' N/ A ATGRADE60FT< H5200ff N/A H S 200 FT N/A ATGRADE 60 FT,< HS200 FT ATGRADE H5200FT ' 3' ATGRADE I ry/A I H52DO FT 25 FT' N/A 160 FT. H s80 FT: 60" MAX 49"MIN ..__. ..... .. x iaD FT 30 FT' N/A N/ A FI/A: 60 FT c H!; 200 FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLETO BE USED WITHIN AT GRADE BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION 36 FT N/A N/A N/A GO FT< H <_ 200 FT FOR THE APPLICABIUIY OF 1'HIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. 15-2378 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 (Far 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 915-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance wlth(OWD1.7.61-88 test standards per test report(s);#TEL 01970387A and.#TEL 01970387E by Tesli I I Iv oratories, Inc. a. STRUCTURAL ENGINEERING CALCULATIONS RpsecJ t n99jj e r's SeaI Valid f P.ages!wV'.CI_2sStructuralengineeringcalculationshavebeenpreparedwhich evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2; Maximum Allowable Unit Height 3.. Minimum Unit Weight Frank C,y .pal ,•,, 4. Maximum Allowable Unit Surface Area P . I , ,..AN . 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 ENGINEERING C_.X1FDRL_zS: 14/ 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 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION ti Application I o: —w.. U,52.. Documented Construction Value: S 1,0200 Job Address: `A Lq10 " Historic District: Yes No 2' Parcel ID: TNTe of «%ork: New © !A Description of «'ork: I i1 r " '- Residential zComniercial iti,on Alte-ration Repair Demo Change of Use. ]Move 77 1, i - 0 Plan Review Contact Person: Phone: Fa~: r /—,IVI Email: Property Owner Information Name (3Q ny^ ''I 1 Phone: F Title: Street: Resident of property? City, State Zip:: Contractor Information Name ( Qtc+ ( ( c. f 1 i.` is Phone °`. % L.L I }. . ''` p Fat:Street Zi.7Cite. StateS--1 Z'I"C " J f State Lieet se No.: Architect/Engineer Information axle Street: City, St, Zip: Bonding Company:: Address: Phone: Fax: E-mail: Tlort-ace Lender: Address: N,VARNING, TO OWNER: YOUR FAILURE TO RECORD A NOTICE DF CO-':.I)fENCE fENT :,)IAI" RESULT IN YOUR PAYING TWICE FOR IMPROVE)IENTS TO YOUR PROPERTY. A NOTICE'OF CO)I.MENCEMENT NILST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. :IF YOU INTEND TO OBTAIN FLNAN°CING. CONSULT WITH YOUR LENDER OR A\ :ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. pl'icallon is he, - 111a 1e [o C C to 3 ? riLL'til.dt t1? ll't7in wtld to t' llatltl:ls 2a I:ICjc'i d. I c rt?:' M:it 11Q <<`Cii Cr installation llaa co:i ri cilced p.ior to the issuanu of a purnit:and that all work will b? perfbrili_d to nwett standa d. of all 13',lj re 7ulativL, coismicnion in 111lis jurisdiction. I understand that a separate permit must be secured for electrical stork, plurtibirlu. signs. sells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FGC 105.3 Shall be inscribed %N irh the date of application and the code in effect as of that date: 511 Edition (3014) Florida Building Code Re;.=-d: )un_ Ili 20i '_rtt..:;nti:c _.n", NOTICE: In addition to the requirements of this permit, theremay be additional restrictions applicable to this Property that may be found in the public records of this county; and there may be additional permit required from other governmental entities such as water management districts. stare agncies, or federal aLencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 711 The City of Sanford requires pa,ytnent of a plan review fie 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 f lured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated ch :raes- fteured off the executed contractexce ed the actual c nsttaction value. cred i t.wil I be, applied to your permit fees when the permit is issued._ 0W.11 ER'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 re iulating construction a ng. Sie .ature of 0:: ,_;'.fie_,,. Dat- Pr nt 0v ,,'Azent s \aai: Si Snatu of Not ar.'-Sift' o f Florida Dal. 0\vner"Aqp,. ht is Personally Known to `-Ie or Prod! Iced FD Type of ID Sisma.- oNContra_tor'/ amz Date i B t, 11 I L Pint C nt- . .' Age,. 4 Na-nL . ofFlll-1 a Date art, STEPHANIE RALLO Commission # FF 175017 Expires November 9, 2018 pr y°P. BoMed TW Troy F:=s 800a85•7019 ContractoriAQent is Personally Kno«-n to M,e or Produced ID T\- Pe of Ip BELOW IS FOR OFFICE USE ONLY Pert -nits Required: Building Ele.ctrical Mechanical Plunibina Gas Roof Construction Type Occupancy Use: Flood Zone: Total Sq Ft of Bldg: )-Iin. Occupancy Load: T of Stories: ear COnStrUction: Electric - # of Amps Plumbing - of Fixttt"res Fire Sprinkler .Permit: Yes 'lo - of Heads Fire Alarni Perniit: Z'es \to APPRON'AL.S: ZONING: E-1,MPNEERINtG: 0)D, IENTS: L" TTLITIE S: RM NVASTE WATER: BUILDIING: P sed i. i•,>..tii5 ?°r \_oi .ioi, UES Project No: 0110.1401008.0000 Workorder No: 9372747-3 Report Date: 4/24/2018 Consultants In: Geotechnlcal 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 I 7, - z;Z S _/ In -Place Density Test Report Client: UES Technician: Christian Acevedo 2600 Lake Lucien Drive Suite 35 , f, Maitland, FL 32751 LDate Tested: 04/24/2018 t raProject: Thornbrooke 40s & 50s, SF HouseLots Area Tested: Lot # 161 - 496 Red Rose Lane Material: Fill Reference Datum: 0 = Top of Fill Twe of Test; Field: ASTM D-2937 Drive Cylinder Method 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 aximum Density pcf) ptimum Moisture 1%1 Field Dry Density per Field Moisture Soil Compaction Fill Depth inch) Pass or Fail 11 Northeast Corner of Pad 0-1 ft 108.3 10.7 106.6 9.2 98 N/A Pas: 12 Northwest Corner of Pad 1-2 ft 108.3 10.7 108.0 8.7 100 N/A Pas: 13 Southeast Comer of Pad 1-2 ft 108.3 10.7 105.1 9.9 97 N/A Pas: 14 Southwest Corner of Pad 1-2 ft 108.3 10.7 109.5 10.3 101 N/A Pas: 15 Center of Pad 2-3 ft 108.3 10.7 108.0 9.4 100 N/A Pas: Remarks: At the time of testing the Footers were not yet excavated. All the IPDS were performed in the inside perimiter of Pad. r- m.4..0/ ..mFer4ii... f— / /n:..ornol'n nl:n.+4n 41,n O..hl:r —4 n..rnn/.— oll --4a — —hm W-4 oa.....nFrinn4iol ... -^,4.. of n..r i.lin non on.l SUBDIVISION t! r SOT # CITY OF SANFORD BUILDING & FIREPREVENTION PERMIT APPLICATION Application No: I I - 3tAS_ Documented Construction Value: $ (2H-1 11J hAALS Job Address; y( ( o s P Historic District: Yes No LJ Parcel ID: Residential [5 CommercialrN( ElTypeofWork: New LIA Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person; Phone: Fax Email: Title: Property Owner Information Name — SU r y, Phone: Street: Resident of property? City,. State Zip: Contractor Information Nape 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/ En'gineer Information Name Street:: City, St, Zip: Bonding Company: Address: Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD -A NOTICE OF COM',%1ENCEMENT 'MAY RESULT IN YOUR PAYING TWICE FOR IN11PROVEVIENTS 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 CONIMENCEMENT Application is hereby made to obtain a pernia to do the work and installations as indicated 1 certify that no work or installation has commenced, prior to the issuance, of a pcdnit 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 worle, plumbing, signs, wells, pools, t' urnaces, boilers, healers, tanks, and air conditioners, etc: FBC" 105.3 Shall be inscribed with the date,or application ana.the code in effect,as,of that date: 516 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 tederal agencies. Acceptance of permit is verification that 1 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 foregoinginformation, is accurate and that all work will be done in compliance with all applicable laws regulating construction ,and zoning. 1. 1 Signature ol'vumer/Agent Date Signature ot'Contra r/Agent e Print nwner/Agent sNalne Print ContractodAg pit s Na ne Signature ol'Notary-State of Florida Date Signature of tary-State of Florida Date Owner/ Agent is Personally I`nown to Me or Produced ID 'type of ID Contractor/ Agent is Pe Produced ID Type BELOW IS FOR 'OFFICE USE ONLY Permits Required: Building Electrical Mechanical P1umbit gQ Gas Roof Construction Type: Occupancy Use: Flood' Zone: Total' Sq Ft of Bldg: ;Min. Occupancy Load; # of Stories:. New Construction: Electric - #' of Amps I 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: JLine 30, 2015 Permit Application