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504 Red Rose Ln 17-3650; NEW HOMECOUNTY OF SEMINOLE `+' 1 Q (0; U IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 DATE: December 14, 2017BUILDINGAPPLICATION #: 17-10000913 BUILDING PERMIT NUMBER: 17-10000913 UNIT ADDRESS: RED ROSE LN 504 21-19-30-510-0000-1630 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR #350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD FEE TYPE BENEFIT DIST RATE SCHED UNIT RATE CALC UNITS UNIT TYPE TOTAL DUE ROADS-ARTERIALS CO -WIDE ORD Single Family ROADS -COLLECTORS Housing N/A 705.00 1.000 dwl unit 705.00 Single Family Housing 00 1.000 dwl unitFIRERESCUEN/A 00 LIBRARY CO -WIDE ORD 00 Single Family SCHOOLS Housing 54.00 1.000 dwl unit 54.00 Family PARKS CO -WIDE Housing N/A ORD 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: /,/( jC(/ _ SIGNATURE: PLEASE PRINT NAME) DATE: - G NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT Y OWNER AND THE FEE. *** NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, 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 FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVE, BUT NOT LATER THANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THE REQUEST FOR REVIEWMUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 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. 1110111111 11111111111111111111111 Si€:i"1(`! !'(i'=if._l!l :{171.f'•Li_ _1Jl.i'j i I"K '_N7 C 1 €.11:'1" COURT t k CL.13,IPI RI)L_L ER CLERK . S Y 2017126001; E. i i>.L1„SiI:S 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 103 Legal Description: Thornbrooke Phase - , according to the plat thereof, as recorded in Plat Book 9 -Page-] of the public records of Seminole County, Florida. Addresses : % c:t !.Lv% - Sanford FL 2. General description of improvements : Single Family Home 3. Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(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 1, 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: cy J r, Asa Wright Taylor Morrison of Florida In Sworn to and subscribed before me this by John Asa Wright who i lly known to me.,, Notary Public DA Clark Ga 6 o`o clMycommissionexpires6/27/19 0t1 • Serial No. FF 249450$ € aryi ature: ,y r* y s,'""%0 CLIE: .. f,rti-I„ Fr4 ,g i•. As rl! >r r rca DEC E1ik-, ? r 3.m t i DEC 14 2017 Br: 1 Ln3/6 1A CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I I —3&5o Documented Construction Value: $ A 39 %0Sq.X Job Address: Ca P_e' Historic District: Yes No Parcel ID: 2,09-30- 560 -0000-10 0 Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: W., Ti 9-6f' it 011 0' 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 Street: 151 SOUTHHALL LANE #200 Phone: 407-257-6940 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/ Engineer Information Name: Street: City, St, Zip: Phone: Fax: E- mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: C BC 1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5111 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 1CC 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. Sig atureof0wier/Agent Dztel TAYLOR MORRISON 0 FLORIDA INC Print Owner/Agent's Name / Signature of Notary -State o a D, A 2010ateA.1.12.8110 NQFFCON110V2019 e , 1TWB, %t" Bo Owner/ Agent is yFq Personally Known to Me or Produced ID NIA Type of ID V ir( S ,- W e of Contractor/Agent Date / JOHN ASA WRIGHT Print Contractor/Agent's Nan n Signature of Notary -S ate Florida Date JAY Pd4, D. A.CIAFIK W COtfMISSION 0 FF 209109 EXPIRES: June 27, 2019 sr iv Bondedmru Budget Notary services. F Contractor/ Agent is YES Personally Known to Me or Produced ID NI/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building LA Electrical R Mechanical R Plumbing0 Gas[] Roof Construction Type: TB Occupancy Use: S Flood Zone: Total Sq Ft of Bldg: 'a Min. Occupancy Load: l!9 # of Stories: Z New Construction: Electric - # of Amps Z,&o Plumbing - # of Fixtures ZZ Fire Sprinkler Permit: Yes No Rr # of Heads APPROVALS: ZONING 18 UTILITIES: ENGINEERING: (- VzC FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: < OF t-aj-I_g Revised: June 30, 2015 Permit Application I ,y .w. pia r3 r DEC 14 2017 l Y 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 I —3(d50 Documented Construction Value: $ a 4&d10 Job Address: so 1 F 'Ed Pae_ C y_e, Historic District: Yes No Parcel ID: 11'.19-30- 570 -0000- i 03 0 Residential [X 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: Il' 0 '- 11 M '- Il R' 11 Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE #200 City, State Zip: Name: Street: City, St, Zip: MAITLAND FL 32751 Bonding Company: N/A Address: Fax: NO State License No.: CBC1257462 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the -,cork 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, tanl sj- 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", 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. 4- I1 Sig atureofOwner/Agent Dat TAYLOR MORRISON 0 FLORIDA INC Print Owner/Agent's Name / Signature of Notary -State o a 1, A twate ISSIOIJI Nig EXPIREetaset** M oFF° 4 Bonded(htu Owner/Agent is YES Personally Known to Me or Produced ID N/A Type of ID SJ iature of Contractor/Agent Date JOHN ASA WRIGHT Print Contractor/Agent's Nay Signature ofNotary-S ate Florida Date D.A.0 ARK W COMMISSION S FF 209108 EXPIRES: June 27, 2019 OFF Wded Thru BudPl Notary Self Contractor/Agent is YES Personally Known to Me or Produced ID NI— Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: 4ASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application P0® fC is 1 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: 504 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-1630 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) ti' tii den i(rs if k ' - OFFICIAL t1SE QNLY' Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: E floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3650 Reviewed by: Michael Cash, CFM Date: January 2, 2018 Application for Right -of -Way Use for Driveway,Walkway & Landscape ORID y 1 Department of Planning & Development Services vmw.sanfordit. gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407. 688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's 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. 6 1 /^- 3 Call beforeyou dig. 1. Project Location/Address: t al— Q 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start DateCompletion Date Emergency Repairs 4. Brief Description of Work: RIA044 A Y dVEW SFThis application is submitted by: Property Owner. /f Signature: /,91 Print Name: Y404 , I a Address: IV goo, 7NA41L 44ivE#2e07MA10 Ft 91V Phone: '7"6 T 0 Fax- "i."aah f B er r`J zs,j'a ft! Date: a - 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, stormwater facilities, or any general maintenance activities by the City becomes in conflict vdth the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable allomey' s fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right- of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city's adopted Fee Resolution. Signature: '0 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: September2010 11— — SCPA Parcel View: 21-19-30-510-0000-1630 http://parceldetail.scpafl.org/Parce]Detaillnfo.aspx?PID=2119305 100... PMaRR Parcel Information Property Record Card Parcel: 21-19-30-510-0000-1630 Owner: TAYLOR MORRISON OF FL INC Property Address: 504 RED ROSE LN SANFORD, FL 32771 Parcel 21-19-30-510-0000-1630 Owner TAYLOR MORRISON OF FL INC Property Address 504 RED ROSE LN SANFORD, FL 32771 Mailing j 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District; S1-SANFORD I DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 163 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Sales Description Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) j $26,050 Land Value Ag Just/Market Value 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj 24,241 P&G Adj 0 Assessed Value 1,809 1 Date Book Page Amount No Sales Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Qualified I of 2 12/11/2017, 9:41 AM FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 163ThornbrookeAnastasiaGLE Builder Name: Taylor Morrison Street: 7(j- ,:( f cSz a-/ Permit Office:. z City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 sgft.) 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 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 3020 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned Floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(344.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 272.41 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 310.6 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: NIA 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: 3.021 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons.) 8. Floor Types (3020.0 sgftInsulation Area EF: 0. 950 a. Floor Over Other Space R=0.0 1540.00 ft2 b. Conservation features b. Slab - On -Grade Edge Insulation R=0.0 1467.00 ft2 None c. other ( see details) R= 13.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 74.15 Glass/Floor Area: 0.114 P PASS TotalBaseline Loads: 79.56 1 hereby certify that the plans and specifications covered by Review of the plans and of VE S7, this calculation are in compliance with the Florida Energy specifications covered by this p Code. - calculation indicates compliance with the Florida Energy Code. Q F- rift rr =,,, {O Before construction is completed u PREPARED BY: _ _____. DATE: ____1A/_ 1_6L17-_ _ _-.____-- --._._____-_. this building will be inspected for hi compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance FloridaStatutes. l e with the Florida Energy Code. Op W6 1 OWNER/ AGENT:.- _._. __-_-! ' BUILDING OFFICIAL DATE: DATE: ,- .--- - ----- ----- - - Compliancerequires certification by the air handler unit manufacturer that the air handier 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. 11/16/ 2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # I,-)_ 2f C', 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 6.0 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: ELECTRICALPERMIT Min Max Inspection Descri tion W r 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final r2O T „ ,'E rs '' n Max Inspection Descri tion Plumbing Underground Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL,PERiVIIT! jr Min Max inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lott 6 3T^hornbrookeAnastasiaGLE Builder Name: Taylor Morrison BUILD/gin Street: 7j( l` J96,sz_ Q(crP/ Permit Office: 3 6 SANr 50(0, City, State, Zip: FL , 5 p-u Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) b gRTL1 1. New construction or existing New (From Plans) 9. Wall Types (3145.8 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 1380.60 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1509.0 sqft.) Insulation Area a. Under Attic (Vented) R=38.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 3020 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows( 344.4 sqft-) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U- Factor: Dbl, U=0.34 272.41 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 310.6 SHGC: SHGC= 0.31 b. U- Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC= 0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U- Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U- Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.021 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3020.0 sqft.) Insulation Area EF: 0. 950 a. Floor Over Other Space R=0.0 1540.00 ft2 b. Conservation features b. Slab - On -Grade Edge Insulation R=0.0 1467.00 ft2 None c. other ( see details) R= 13.00 ft2 15. Credits Pstat Glass/Floor Area: 0.114 Total Proposed Modified Loads: 74.15 PASS Total BaselineLoads: 79.56 7 7 1 hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this OF HETAT Code. - calculation indicates compliance Code. 0I with theFloridaEnergyILIfrrrrrPREPAREDBY: _ Before construction is completed u 1 DATE: -- - 11/ 1.6/-1Z _ - - -_ this building will be inspected for 0 ' It "" zk- r compliancewith Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 0,0 with theFloridaEnergyCode. WE OWNER/AGENT:------%- - - - BUILDING OFFICIAL: --- -- _- . t DATE: --- ---- - % a--1 - DATE: - A ` 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. 11/16/ 2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot163ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 3020 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 Block1 1467 13643.1 2 Block2 1553 13977 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1553 13977 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 ftz 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.39 0 0.61 3 Floor Over Other Space 2nd Floor ---- ____ 1540 ftz 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft' 370 ftz Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft' N N 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 1st Floor 30 Batt 27 ft2 0.11 Wood 2 Under Attic (Vented) 1st Floor 38 Blown 13 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 38 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt T_o Wall_T_ype Space R-Value F_t-In F_t-In Area R-Value-Fraction-Absor__Grade% 1 N Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 ft2 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 4 E Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 6 S Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 26 2 9 4 244.2 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 NE Wood 1st Floor None 39 2 10 8 22.7 ft2 2 Wood 1st Floor None 39 2 7 8 20.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 n 1 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 It 0 in 11 ft 8 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 5 e 4 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 s 6 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 7 s 7 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 8 w 8 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 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 9 Metal Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area Ceiling Area 455 ft2 384 ft2 Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 2301.7 126.36 237.64 .2611 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.4999 21.8 kBtu/hr 1 HSPF:8.4999 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 310.6 ft Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 77.65 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[ Jan j Feb j Mar A r Ma X Jun X Jul Au Se [ Oct NovDec HeatinH Jan lX Feb MarApr May Jun Jul XjAu Xj Sep [ Oct Nov XdX Dec Ventin [ Jan Feb X Mar A r [ t Ma Jun llJul llAug 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/ 16/2017 4:00 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* = 93 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows`} Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC: d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1521-00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ft2 1 c. Frame - Wood, Adjacent R=13.0 244.22 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=38.0 1482.00 ftz 3020 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. N/A R= ft2 Area 11. Ducts R ft2 272.41Area ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 310.6 72.00 ft2 12. Cooling systems kBtu/hr Efficiency ft2 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 8. Floor Types Insulation a. Floor Over Other Space R=0.0 b. Slab -On -Grade Edge Insulation R=0.0 c. other (see details) R= ft2 13. Heating systems a. Electric Heat Pump 3.021 ft. b. Electric Heat Pump 0.312 Area 14. Hot water systems 1540.00 ft2 a. Electric 1467.00 ft2 b. Conservation features 13.00 ft2 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 fe ures. r Builder Signature: Date. - Address of New Home: 7 [ C< City/FL Zip: S(,IrO7 - - kBtu/hr Efficiency 21.8 HSPF:8.50 21.8 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstat 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. 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report HEATING • AIR COHDfiroHING ah 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 Design Conditions Job: Lot163ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 20830 Btuh Entering coil DB: 76.5°F Outdoor design WB: 76.30F Latent gain: 3465 Btuh Entering coil WB: 63.20F Indoor design DB: 75.0°F Total gain: 24295 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Sensible capacity: 21080 Btuh 101% of load Latent capacity: 3253 Btuh 94% of load Total capacity: 24333 Btuh 100% of load SHR: 87% f 0 Design Conditions Outdoor design DB: 41.7°F Heat loss: 19854 Btuh Entering coil DB: 69.5°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: 22379 Btuh 113% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Capacity balance: 39 OF Economic balance: -99 OF t wri htsoft'a eon-Nov-16 16: age 1gRighl-Suite® Universal 2017 17.0.23 RSU24011 Page 1 eAnaslasiaGLE\ Lot 163ThornbrookeAnas (as iaGLE.rup Calc = MJ8 House faces: E EL- Manual S Compliance Report HEATING + AIR CDNDMONING 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 Job: Lot163ThornbrookeAna... Date: 6/4/2014 By: FJF Outdoor design DB: 92.5°F Sensible gain: 17020 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76XF Latent gain: 2925 Btuh Entering coil WB: 63.9°F Indoor design DB-. 75.0°F Total gain: 19945 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 18134 Btuh 107% of load Latent capacity: 2831 Btuh 97% of load Total capacity: 20965 Btuh 105% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13340 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 168% of load Capacity balance: 29 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 88% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. t Wrl htSOft 2017-Nov-1616: 1ge2 9Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 2 eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E Component Constructions Job: Lot163ThornbrookeAna... QDE ' Date: 6/4/2014 HEATING® AIRCONDrTIOND16 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 M NEWEM SOM ME Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (IF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 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 U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft-°F ft-°F/Btuh Btuh/ft' Btu Btuh/V Btu n 470 0.091 13.0 2.58 1209 2.34 1100 e 240 0.091 13.0 2.58 618 2.34 562 s 461 0.091 13.0 2.58 1186 2.34 1079 w 200 0.091 13.0 2.58 515 2.34 469 all 1370 0.091 13.0 2.58 3528 2.34 3210 n 470 0.201 0 5.69 2675 4.35 2046 ne 24 0.201 0 5.69 134 4.35 102 e 51 0.201 0 5.69 292 4.35 223 s 470 0.201 0 5.69 2671 4.35 2044 w 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6623 4.35 5067 n 29 0.032 30.0 0.91 26 2.38 69 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); 5D% drapes, medium, 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s w w all 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 overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 223 0.091 13.0 2.58 575 1.44 322 6 0.340 0 9.62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 5 0.340 0 9.62 48 10.6 53 wri htsoft` 2017-Nov-16 16 age IgRight-SuileC Universal 2017 17.0.23 RSU24011 page ACCk...eAnastasiaGLE\Lot163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 19 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 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, s 39 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft w 58 0.340 overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 97 0.340 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 72 0.580 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.); 6.67 It head ht Doors 11 DO: Door, wd sc type ne 23 0.390 n 21 0.390 all 43 0.390 Ceilings 1613-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" 1483 0.026 gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 wrightSOW Right -Suite® Universal 2017 17.0.23 RSU24011 tCCN... eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLE. rup Calc = MJ8 House faces: E 0 9.62 185 10.6 204 0 9.62 374 12.2 472 0 9.62 561 30.4 1769 0 9.62 935 23.1 2241 0 16.4 1182 16.8 1213 0 11.0 250 12.0 272 0 11.0 228 12.0 248 0 11.0 478 12.0 520 38. 0 0.74 1091 1.41 2091 19. 0 1.41 18 0.71 9 0 28.0 4140 0 0 2017- Nov-16 16:15:30 Page 2 Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (IF) 70 75 Elevation: 95 ft Design TD (IF) 28 18 Latitude: 28ON 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 (IF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft BNh/ft-F ftl-°FBtuh Btuh/W Btu BtuhW Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 470 0.201 0 5.69 2675 4.35 2046 board int fnsh ne 24 0.201 0 5.69 134 4.35 102 e 51 0.201 0 5.69 292 4.35 223 s 470 0.201 0 5.69 2671 4.35 2044 w 150 0.201 0 5.69 851 4.35 651 all 1164 0.201 0 5.69 6623 4.35 5067 16A-30ad: Knee wall asphalt shingles roof mat r-30 kw ins, 1/2" n 29 0.032 30.0 0.91 26 2.38 69 gypsum board int fnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 5O% 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, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 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, cir innr, 1/4" gap, s 1/8" thk; NFRC rated (SHGC=0.31), 5O% drapes, medium; 1 ft w overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.32); 10.67 ft overhang (8 ft window ht, 0 ft sep.), 6.67 ft head ht Doors 11 DO: Door, wd sc type ne n all 223 0.091 13.0 2.58 575 1.44 322 5 0.340 0 9.62 48 10.6 53 19 0.340 0 9.62 185 10.6 204 39 0.340 0 9.62 374 12.2 472 58 0.340 0 9.62 561 30.4 1769 97 0.340 0 9.62 935 23.1 2241 72 0.580 0 16.4 1182 16.8 1213 23 0.390 0 11.0 250 12.0 272 21 0.390 0 11.0 228 12.0 248 43 0.390 0 11.0 478 12.0 520 Wr1 htsoftr 2017-Nov-161615:30 Q Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 ACCA... eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E Ceilings 1613-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 112" 13 0.026 gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 t * wrightsoft" Right -Suite® Universal 2017 17.0.23 RSU24011 ACCA... eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces 38.0 0.74 10 1.41 19 0 28.0 4140 0 0 2017-Nov-16 16:15:30 Page 4 RDEL-AIR Component Constructions HEATING ® AIR CONOIII'mmi G ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot163ThornbrookeAna... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (IF) 70 Elevation: 95 ft Design TD (IF) 28 Latitude: 28°N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2" x4" wood frm, 16" o.c. stud Or Area Ll-value ft Btuh/ft2-OF n 470 0.091 e 240 0.091 s 461 0.091 w 200 0.091 all 1370 0.091 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 it overhang (3 ft window ht, 1 ft sep.); 6.67 it head ht 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 it sep.); 6.67 ft head ht s w w all Doors none) Ceilings 16B-38ad:Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 6 0.340 Cooling 75 18 50 46.4 Insul R Htg HTM Loss Clg HTM Gain ft-F/Btuh Btuh/ft' Btu Btuh/ft Btu 13.0 2.58 1209 2.34 1100 13.0 2.58 618 2.34 562 13.0 2.58 1186 2.34 1079 13.0 2.58 515 2.34 469 13.0 2.58 3528 2.34 3210 0 9.62 58 10.6 63 15 0.340 0 9.62 144 10.6 159 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 30 0.340 0 9.62 289 30.4 911 40 0.340 0 9.62 385 30.4 1214 145 0.340 0 9.62 1395 24.3 3518 1469 0.026 38.0 0.74 1081 1.41 2072 13 0.050 19.0 1.41 18 0.71 9 t Wrl htSOft 2017-Nov-16 16: age 5 9 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page eAnastasiaGLE\Lot163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E Job: Lot163ThornbrookeAna... Project Summary Date: 6/4/2014E HEATING •AHiCONDITIONING Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison ualiy range Iw Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 25993 Btuh Structure 26842 Btuh Ducts 7202 Btuh Ducts 11007 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 33194 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 37850 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4165 Btuh Ducts 2225 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling Area (ft2) 2582 2582 Equipment latent load 6390 Btuh Volume (ft3) 26938 26938 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 44240 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.5 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 F 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-16 16 15:30 Wrlgf7tS0' Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 ACCN... eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLErup Catc = MJ8 House faces: E Project Summary HEATING • AIN 00HINTIOHING 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: Lot163ThornbrookeAna... Date: 6/4/2014 By: FJF Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16948 Btuh Structure 16584 Btuh Ducts 2905 Btuh Ducts 4246 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 19854 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 20830 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 2626 Btuh Ducts 839 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (ftz) 1467 1467 Equipment latent load 3465 Btuh Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load (Sen+Lat) 24295 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.3 ton Heating Equipment Summary Cooling Equipment Summary Make Lennox Make Lennox Trade MERIT Trade MERIT Model 14HPX-024-230-19 Cond 14HPX-024-230-19 AHRI ref 10258598 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 8.5 HSPF Efficiency 13.5 EER, 16 SEER Heating input Sensible cooling 18900 Btuh Heating output 21800 Btuh @ 47°F Latent cooling 6300 Btuh Temperature rise 24 OF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.042 cfm/Btuh Air flow factor 0.040 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 = 39 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 16 16:15: 30 Wrlgf1t50ft" Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 2 ACCk... eAnaslasiaGLE\ Lot 163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E Project Summary Job: Lot163ThornbrookeAna® E ... Date: 6/4/2014 HEATING • AIR CNINTIINIHG 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 Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA e o s LS 11/1Q/17 JA LS 3/2 ?t Ar: Orlando Intl AR FL, US Winter Design J&JiA A Summer Design Conditions Outside db 42 IF Outside db 93 OF Inside db 70 IF Inside db 75 OF Design TD 28 IF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 9044 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13340 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg CoolingArea (ftz) 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.43 0.22 Equiv. AVF (cfm) 96 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 A H R I ref 10258598 Sensible Cooling Equipment Load Sizing Structure 10258 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 17020 Btuh Latent Cooling Equipment Load Sizing Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh gone) Equipment latent load 2925 Btuh Equipment Total Load (Sen+Lat) 19945 Btuh Req. total capacity at 0.75 SHR 1.9 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230*++TDR 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 IF Total cooling 25200 Btuh Actual air flow 840 cfm Actual air flow 840 cfm Air flow factor 0.063 cfm/Btuh Air flow factor 0.049 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 29 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-16 16:15:30 Wrightsoft` Right -Suited Universal 2017 17.0.23 RSU24011 Page 3 ACGA eAnas(as iaGLE\ Lot 163ThornbrookeAnastasiaG LE. rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet mTma, Am comrnommi Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web- WWW.DEL-AIR.COM Job: Lot 1 63Tho rn b rookeAn astas Date: 6/4/2014 By: FJF 1 Room name Entire House ahu 1 2 Exposed wall 316.9 ft 147.9 ft 3 Room height 9.2 It 9.3 ft 4 Room dimensions 5 Room area 2939.3 It2 1470.0 ft2 Ty Construction number U-value Btuh/ft2-'F) Or HTIM Btu ft2) Area (ft2) or perimeter (ft) Load Bt h) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C-Osw,,,,' 2A, 2ov" 0.091 340 0.340 n n' n 2.58 9.62 962 2.34 10' 10. 491 6 j 5 470 0 1209 1144 1100 63 159 0 0 O p 0 0 0 0 0 0 0 0 13A-2o cs 0.201 n 5.69 4.35 494 470 2675 2046 494 470 2675 2046 11 t--G 2A-2,v 0.340 n 9.62 10.58 5 0 48 53 5 0 48 53 2A-2ov 0.340 n 962 10.58 19 0 185 204, 19 0. 185 2O4 W 16A'30ad` 0.032,-.n, 0.91 2.38 29 29 _26. 69 W 0.2011 nel-- 5.69 4.35 46 24 134 1021 46 241 134 102 G_ v 6.340 s_9_62 1,07 30, 269 T'323 0 W 13A-2ocs 0.201 s 5.69 4.35 508 470 2671 2044 508 470 2671 2044 L--Q 2A-2.v 0.340 s 9.62 12.15 39 0 374 472 39 0 374 472 Osw 2A-2ov 2A 2 0.091 134ft-W 04o W w 2.58 9_62 9.62 2.34 30.36 30.3 6 270 30 40 5-- ',,RI,200 0 289 85 911 P 1214',n 0 0 4 0 0 Y F, 0 o 0 0 13A-2ocs 2A-2omd 6.201 0.580 w w 5.69 16.41 4.35 16.85 280 72 150 144 851 1182 651 1213 280 72 150 144 851 1182 651 1213 2A-2ov 0.340 w 9.62 30.36 58 561 17691 0 561 1769 P D 12C -OSw JAno- 0.091 2.58 04 144 1,l..9.9.-_._._.._ 77 244 21 23 r?,575 2d 322 248 44 w 2 S, 21 228., 322 248 1 6R-2.qd n 026 1 0.74 1.41 1483 1483 1, 22 091 2091 13 13 10 191 Syr 7 7, c) AED excursion 2658 22126 Envelope loss/gain 20282 21238 14202 11919 12 a) Infiltration 5711 1809 2747 870 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) 25993 26842 16948 16584 Less external load 0 0 0 0 Less transfer 0 0 0 Redistribution 0 0 0 0 14 Subtotal 25993 26842 16948 16584 15 Duct loads 28% 41% T 7202 11007 17%1 261% 290 6 Total room load 33194 37850 I 19854 20830 Air required (cfm) 1680 1680 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvriightsc>ft- 2017-Nov-16 16:15:30 AC" Right -Suite@ Universal 2017 1T0.23 RSU24011 Page 1 eAnastasiaGLE\Lo1163Thornb(ookeAnastasiaGLE rup Calc = MJ8 House faces: E DEL -AIR Right-J@ Worksheet 1.1411FAYING + AIR COMMONING 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: Lotl 63Th o rn brookeAnastas 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 1469.3 IF Ty Construction Ll-value Or HTM Area (w) Load Area Load number Btuh/ft2-'F) BtUlVft2) or perimeter it) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 VL! 12C-Osw,,, 2A-2ov 2A-2ov 0 t -U340 n., 2:5 9.62 9.6-2 2.3-4 _,449-1 10.58 10. 58 1 e 0 W-1-209 58 144 777F11-00 63 159 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 1 T 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 2A-2ov 0340 n 9.62 10.58 01 0 0 16N-30ad,, 11-0 M2 ivW n 2.' 0 0 W 13A -2ocs 0.201 e- 5.69 4.35 01 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 L-G 2A-2.v 0.340 s 9.62 12.15 0 0 0 0 1 "vv' 2.58 .34 270 4; X12C-Osw 0.09 2 200 340 9.62 -2ov2A 30.36 30 0" 289it2A-20V 0.j46 A.62 30.36 40 0 385 1214 13A-2ocs 0.201 w 5.69 4.3 0 0 0 0Y--G 2A -2omd 0.580 w 16.41 16.85 0 0 0 0 7-- E, E c) AED excursion 4476 Envelope loss/gain 6080 9320 12 a) Infiltration 2964 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9044 10258 Less external load 0 01 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9044 10258 15 Duct loads 48% 6 .1 4296 6761 1 1 1 Total room load 133401 17020 Air required (cfm) 840 840 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. VVrightsaft, 2017-Nov-16 16:15:30 iiGGA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 e Anas tasiaGLE\ Lot I 63T hombrookeAnas tas iaGLE . rup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet MEATIM, AM ONING 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: Lot163ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 ft 42.0 ft 3 Room height 9.3 ft 9.3 ft heat/cool 4 Room dimensions 17.0 x 15.5 ft 5 Room area 1470.0 ft2 263.5 ft2 Ty Construction U-value Or HTM Area (it2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) 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 0 0 0 0 c > 0 0 0 2A 2ov 0 340 n; j 0.00 0:00 0 0 0 0 0 0; 0 0, 0.340 n.` O.Od 0.00 0 0 0..... 0 0 0 0 0' J 13A-2acs 0.201 n 5.69 4.35 494 470 2675 2046 159 159 902 690 11 I—G 2A-2ov 0.340 n 9.62 10.58 5 0 48 53 0 0 0 0 13A-2ocs 2A-2omd 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cim) S9 U.Zut w b.bl 0.580 w 1 16.41 Occupants @ 230 Appliances/other 470 2671 2044 89 89 504 386 0 374 472 0 0 0 0 0 0 0 0 0 0 0 150 851 651 145 86 491 376 144 1182 1213 0 0 0 0 221 14202 1191 2747 8i 0 6 13E 241 16948 165E 0 0 0 16948 165E 17% 26% 2905 424 19854 208' 840 84 882 3660 4172 820 260 0 0 1 230 600 4480 5261 0 0 0 0 0 0 4480 5261 17% 26% 768 1347 5248 6608 222 266 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 444- wrightsoft, 2017-Nov-16 16:15:30 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 3 eAnastasiaGLE\Lotl63ThornbrookeAnaslasiaGLE rup Calc = MJ8 House faces: E DEL --AIR Right-JO Worksheet ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 163ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 It 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 it 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/112-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 0.00 0 00 0 0 0Y 0 0 0 0 0 2A 2ov, 0 340 ri 0 (0 0.00 0 0 0 0 0 y 0 0 0' 2A 2ov,_._ .. ,., 0.340 n 0.00 0:00 0 O r 0 0 0 0 ' 0 0' 13A-2ocs 0.201 n 5.69 4.35 112 112 637 487 0 0 0 0. 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0' II 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 16A-30ad- ..- .__ - 0 032 6, .. 0.91 azF 2 38 p ,... 0 0 W. 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 C; 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 IM2C, Osw 0.091 w 0 00 0 00 0 0 0 0 0 0 0 "- 0 A 2ov ,, 0 340 w 0 00 0 00 0 0 0 E 0 0. 0 0 0 A-2ov_ --- 0.340 w ; ',', 0.00 0 00 _.._ ..._. 0 0 , O 0 _._ 0 :: , _ _o '_4 W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 G 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 I 6 c) AED excursion 16 0 Envelope loss/gain 973 471 0 0 12 a) Infiltration b) Room ventilation 218 0 69 0 0 0 0 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 5 Subtotal (lines 6 to 13) 1191 5401 0 5 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 17% 26% 0 0 0 1191 204 0 0 0 540 138 17% 26% 0 0 0 0 0 0 0 0 5 1 Total room load Air required (cfm) 1395 59 678 27 0 0 6 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wt•igFttt50ft".30 Right -Suite AO Universal 2017 17.0,23 RSU24011 2017-Nov-16 1 Page 4 MCA...eAnastasiaGLE\Lotl63ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E g j_DEL-AIR Right-M Worksheet H"TM AM COMMOMMS 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: Lott 63Th orn brookeAn astas Date: 6/4/2014 By: FJIF 1 Room name mstr we study 2 Exposed wall 0 ft 21.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 3.5 it 1.0 x 146.5 it 5 Room area 19.3 ft2 146.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BtutVftl-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12 OiW, 0.091 0 W p 0.00 V'11` I 0 0 0 0 0 0 2k ov 411 0;3 40 i,-o oo 0 00 i'll 0 0 0 0 0 0 0 2A-2ov n 0.00 0.00 4 J 0, 0 0 0 O 0 0 13A-2ocs 0.201 n 5.69 4.35 0 o- 6 6 145 2-5 713 545 11 T_:t 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ov 0.340 n 9.62 10.58 01 0 0 0 19 0 185 2104 W` -` 16A-30ad 0.032 W 2.38 0 0 I 10 o 10 0 N 13A-2ocs 0.201 ne 5.69 4.35 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 0 0 0 0 t-G 2A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 0 1 11 1 1—- 0 00 O W'n-- 1 2C-Osw '0 0C 0.091 w 0 0 0 0 ,,o 0 00 00 M 6,.,bc 1M, 0 .. .... 0 0 'o 0 2A -29v 0 w w , "".i, 0 0 00 2ow-, w 00 -5, _0 0 G' 2A' 0.340 6. Mi"O.00 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 t-G 2A-2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 c) AED excursion 01 32 6Envelope loss/gain 0 0 1778 940 12 a) Infiltration 0 0 382 121 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 5 0 Subtotal ( lines 6 to 13) 0 51 2160 1061 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1061 15 Duct loads 17-Xol 26%1 0 1 17% 260% 3701 272 Total room load 0 6 2530 1333 Air required (cfm) 0 0 101 754Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvrightsc3ft- 2017- Nov-16 16:15:30 Right - Suite® Universal 2017 17.0.23 RSU24011 Page 5 AnastasiaGLEN Lot 1 63ThornbrookeAnas lasiaGLE. rup Calc = MJ8 House faces: E DEL -AIR Right-JO Worksheet HEATING + AIR q}R,NTIORIRO ah 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 Job: Lot 163ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft" Right -Suite@ Universal 2017 17.0,23 RSU24011 2017-Nov-16 1 Page 6AGCP....eAnastasiaGLE\Lo1163ThornbrookeAnastasiaGLE.rup Calc - MJ8 House laces: E g DEL --AIR Right-J® Worksheet HEATING • AIR CGNOmOMING ah 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 Job: Lot163ThornbrookeAnastas... 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 210.0 it 5 Room area 297.3 ft2 210.0 it2 Ty Construction U-value Or HTM Area (ft2) Load Area (W) Load number Btuh/ft20F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 v 12C Osw 2A 2ov, ,, 2A 2ov, 0.091 0 340 0.340 n n n 0.00 0.00' 0.00'. 0.00 0.00 0.00 0 0 0 0 ., 0 0 0` 0 0 fi 0 0 0 0 0 0 a 0 0 0 0 0 0 0 0' 0 11 F -G 13A 2ocs 2A-2ov W 0.201 0.340 n n 5.69 9.62 4.35 10.58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I 2A 2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 W 16A-30ad____._ 0 032 n::' 0.9ji, 2:3-8 ,,, 0 a r .. 0 0 Oi 0; VL_D 13A-2ocs 0.201 ne 5.69 4.35 0 0 _.._ 0 0 0 0 0 0 0 11 DO 0 390 ne 11 04_ 11 99 0 0 0 0 0 0 0 0 VY W 12C-Osw ' . 13A-2ocs 0.091" jLLO.340 0.201 e" e 0100 0.00_0.00 0;00 0 0 0 0 0 O 0 o 0 4 o_' 0 e 5.69 4.35 0 0 0 0 0 0 0 0 W W 12C Osw "` 2A_2ov 13A-2ocs 0 091 0 340 0.201' s° s__ s 0:00' 0 00_0 5.69 0.00 00 4.35 0 0 0 0 0 0. 0 0 0. 0' 0; 0 0 191 191 1088 832 93 54 310 237 t-G 2A-2ov 0.340 s 9,62 12.15 0 0 0 0 39 0 374 472 12C Osw 2A 2ov # 2A 2ov 0 091 0 340 D. 340. w- w 0:00 0.00' 0.00 0 00 0.00 0_00 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0' 0 0 i" 0 0: 0:.. 0 0; 13A-2ocs 2A-2omd 0.201 0.580 w - w w 5.69 16.41 4.35 16.85 135 72 63 72 360 1182 275 1213 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 P C 12C Osw 1RR-28wi 0 091 0.026 n:;_ 2.58 0.74 1:44, -• 1.41 0 0 0 0 0 0 0 0 0 0 0 01 0 0 6 c) AED excursion 1 14011 1 93 Envelope loss/gain 3609 3722 963 802 12 a) Infiltration 636 202 182 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 4246 4843 1145 1090 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 4843 1145 1090 15 Duct loads 1 17% 26%1 728 1240 171/6 26%1 196 279 Total room load 4974 6083 1 1342 1369 Air required (cfm) 210 245 57 55 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft 2017-Nov-1616:15:30 AGGP Right -Suite© Universal 2017 17.0.23 RSU24011 Page 7 eAnastasiaGLE\Lotl63ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E I Q®EL-AIR Right-J@ Worksheet HEAT1116 - AM COMIMMUNG 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: Lotl 63Thorn broo keAn astas Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 it 19.9 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 275.8 it 5 Room area 21.0 112 275.8 jt2 Ty Construction number Ll-value BIUWft2'F) Or HTM BtUtVft2) Area (W) or perimeter (f t) Load Btuh) Area (f t2) or perimeter f t) Load Btuh) Heat Cool Gross N/P/S Heat cool Gross N/P/S Heat Cool 6 12C-Osw 2A 2ov 2A26v 0:091 0.340 4340 n w" 0. 00 0. 00 0. 00 0: 0( 0: 00 0 I I , 0 0 0 0 ' t 0 0 0 0 if o 0 o 0 0 0 0 0 0 11 V 13A-2ocs 2A- 2ov 0. 201 0. 340 n n 5. 69 9. 62 4. 35 10. 58 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 2A- 2ov 0.340 n 9.62 10.58 01 0 0 0 0 0 0 0 W16A-30ad, 0.032 n 0.91, 0 01 0 13 Ej= 177=EAO 11, O 0 9- 1_3A2ocs_ 0.201 ne 5.69 4.35 6 6 0 0 46 24 T* 102 13A- 2ocs 0.201 s 5.69 4.35 0 0 0 0 135 135 770 589 t-G A-2ov 0.340 s 9.62 12.15 0 0 0 0 0 0 0 I 2C, 0.1 '0 a W 000 sw0.091 WVVI'T"100 MR5 2A-'2dv, , I 00W> 0 0 0 0 0.340 ;-,:,,0.00 100d, . . . . . . 0.340 0.0 13A- 2ocs 0.201 w 5.69 4.35 0 0 0 0 0 0 0 0 2A- 2omd 0.580 w 16.41 16.85 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Nov-16 16:15:30 Aj- vvrightsc>ft- Right -Suite® Universal 2017 17.0.23 RSU24011 Page 8 eAnast as i aGLE\ Lot 1 63T hornbrookeAnas I asiaGLE. rup Calc = MJB House faces: E DEL AIR Right-JO Worksheet a.arAo r 6 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: Lot163ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 it 3 Room height 9.0 It 9.0 it heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 ft2 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12C-Osw a 0.091 n 2.58 2.34 491 470 1209 1100 131 131 336 306 2A 2ov, 0 340 ri 9.62 10.58 6 0 58 63 0 0 0 K 0 2A 2ov 0.340 n' . 9.62 10:58 15 0 144 159 r 0 0 0- 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 IIL2 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-30ad: 0 032 0-00 O00 0 0 0 0 4..-'' 0 0 0 IL13A-2ocs 0.201 0..?? ne 0.00 0.00 0 0 0 0 0 0 0 0 D 11 DO 0.390 ne 0.00 0.00 0 0 0 0 0 0 0 126Osw 0.091 e'' 258 2 34 270240 0 618 562 ..-0 0 0 0 2A 2ov ."` 0340 e_ 9 62 30 36 M 3O 0 289 9]1 O 0 r..• 0`. W 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 lr Osw `" w, Q 091 s ` 2:58 2 34 491 461 1186 1079 86 86 220 200 Ma12C2A2ov .. 0 340. 9 62 1977, 30 53 289 323 0 0. 0. 0: Vfl 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 I-; 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C- Osw 2A 2ov 0. 091T 0 340 sew w 2 58 9 62 2 34 30 3 9 270 30 200 0 515 289 469 911 140 30 f. 110 0 282 289 257 911 2A- 2ov-._„_ 3..0.340- 9i62 Eta, 30 36 40 0 , 385 1214 0 0 N r 13A- 2ocs 2A- 2omd 0. 201 0. 580 w w 0. 00 0. 00 0. 00 0. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 f-( 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 P I12C Osw 0 091 0-00 0 00 0 0 0 0 0--. 0 0 r- D C I_ 11 D0 ___. 161338ad 0 390 0.026 r __ Q. 90' 0.74_ 0.0. 0 1.41 0 1469 d : _"._' 0.'_ 1469 0 1081 0 2072 0 225 0 225 165 317, JF 19t A O50 1.41L Q 71' 13 13 1$ 9 0.._..I-- 0 1 20P 0.989 0.00 0.00 0 0_ 0 0 0_ 0_ 0 0 J< ao,,.... x_? 6 c) AED excursion 4471 1 2721 Envelope loss/ gain 6080 9320 1292 2263 12 a) Infiltration 2964 939 693 219 b) Room ventilation 0 0 0 OI. 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9044 10258 1985 2482 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9044 10258 1985 2482 15 Duct loads 48 % 66 % 4296 6761 48 % 66 % 943 1636 Total room load 13340 17020 2928 4118 Air required ( cfm) 840 840 184 203 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoit' 2017- Nov- 1616:15:30 Right -Suite® Universal 2017 1Z0.23 RSU24011 Page 9 eAnastasiaGLE\ Lot 163Thorn brookeAnasIaslaGLE.rup Calc = MJ8 House faces: E DEL -AIR Right-M Worksheet GIRCOI If11°"'"° ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 163ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name loth 2 bth 3 2 Exposed wall 9.0 It 11.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 9.0 x 6.0 it 11.5 x 6.0 It 5 Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btu ft2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw.. 0.091 n 2 58 2.34 81 75 193 176 104 104 267 243` 2A-2ov ... 0.340 h ; 9.62 10.58 6 0 63 0 0- 0 0 2A 2ov 0:340 n 9.62 10.58 0 0 0 0 Z,0 0: 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 llt:t 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W, „'•,.''16A-30ad<..--.._„ 0.032., n. 000..:,"0;00. 0 d. ,..' 0_ 0 0 0' W 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 0 W 13A 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 OI 0 L--G 2A 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 0.091 ,w,,l 2.58, 239 0 0 0 0 0 „0 0 2A 2ov , 0.340,,_ w{ 9.62 30 3ti 0 0 0 ., 0 094000 W_ 2A-2ov =- 0 340 w 9.62 „ 30:36 0 _ 0 ... .0 0 - 0 ,..', „ 0 - 0 -0 I _G 22omd 0.2580 w 0.00 0.00 0 0 0 0 0 0 OI 0 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Occupants @ 230 0 Appliances/other Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads 48% Total room load Air required (cfm) f I 35 39 291 2801 317 301 158 50 202 64 0 0 0 0 0 0 0 0 0 448 330 519 365 0 0 0 0 0 0 0 0 0 0 0 0 448 330 519 365 213 218 48%1 669/o 247 240 662 548 766 605 42 27 48 30 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Nov-16 16:15:30 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 10 AnasIasiaGLE\ Lot 163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces E EL AIR Right-J® Worksheet MTM x AM CONMOMMS 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: Lott 63ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 if 7.0 it 3 Room height 9.0 it heat/cool 9.0 ft heat/cool 4 Room dimensions 14.0 x 14.0 it 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 Itz Ty Construction number U-value Btuh/ft2 °F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ftz) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 q 12C Osw 2A=2ov 0 091 0 340 n n 2 58 962 2.,34 10:58'0" 126 111 0 286 0 260 0- 18 0 1 18 0 46 42 2A-2ov -; ". 0.340 n;; 9:62 10.58 15 0 e ` 144 159 0 0 0- 0- 11 I 13A-2ocs 2A-2ov 0.201 0.340 n n 0.00 0.00 0.00 0.00 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-C' 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W : 16A-30ad_. _ 0:032 n v 0:00% 0:00 0 0 0', A U,J 13A-2ocs 0.201 ne 0.00 0.00 0 0 0 0 0 0 0 0 0 C. 29.2ov Q.390 s '' 9 62 10:.7.7 0 a,1 0 0 0 a' 0 0 0 W 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 0.0 w. 2 58 2 34 0 0 0 0 0 0 0 0 12A 2oux 0 340 w \, 9'62 30.36 0 i 0 0 2A 2ou. •i< 0 340 w - a 962 m , 30.36 0 0 0 0 0 0 0- 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.580 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 P' I_D I2C Osw 5 0.091 Q 0?00 0 00 0 0 0- A00 0 0 1-;'- 0 0RO 1 aa_gAa i 3.9Qn n n9a 0.00 n 7a 0;00 1 a l 1 QR 0. 1 Qn, 0 77R O aR 4R Os i5 0_ 67 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft'. 2017-Nov-16 16:15:30 AGGA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 11 eAnastasiaGLE\ Lot 163Thorn brookeAnastasiaGLE.rup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet HUT= s AIR GANOmONINO 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: Lott 63ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name I rm 3 loft 2 Exposed wall 24.0 it 11.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 13.0 x 11.0 it 11.5 x 11.0 it 5 Room area 143.0 ft2 126.5 ft2 Ty Construction U-value Or HTM Area (it2) Load Area Ift2) 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 0 09t n' f 2.58' 2:34 0 0 0 0 0 0 0 0' 2A=2ov 0 340 n_ 9.62 10 58 0 0 0 0 0 0 0, 0 2A 2ov 0.340 n 9.621058 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 I 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 W,,: 16A-30ad :. 0 032 n r 0:00' 0 0 0 111 0 0=.. 0 Oi. W 13A-2ocs 0,201 ne 0.00 0_00 0.00 0 0 0 01 0 0 0 0 W 13A 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw D 091 w 2 58 2.34, a0 0 a 0 s - 0 0 $ 0 0 0 2A 2ov 0 340 w 9.62: 30.36 0 0 0 0 0 2A 2ov ". s ., 0.346 P:w 9.62 30:36 0 0 0 0 0 0' N G 13A-2ocs 2A-2omd 6.201 0.580 w w 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I-G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 12C,Osw 0 091 0.001 0.00 D 0 0 0 0 0 l 0 0, L-I D 11.D0 0 390 n° 0--00. - 0:00 0 0 0 0 t 0. -= 0 a __-0, C 16B-38ad 0.026 0.74 1.41 143 143 105 202 127 127 93 178 F 201?19t j =_ 0 0 050050 1.4t F 22A tpl 0 989 0.00 0.00 0 0 0__ 0 0 0 0 0_ 777 c) AED excursion 38 386 Envelope loss/gain 769 1167 571 636 12 a) Infiltration 421 133 202 64 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) 1190 1300 773 700 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1190 1300 773 700 15 Duct loads 48% 66% 565 857 48%11 660/6 367 461 Total room load 1755 2157 1140 1161 Air required (cfm) 110 106 72 57 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 30 wrightsoft" 2017-Nov-16 16:11 Right-SuiteC Universal 2017 17.0.23 RSU24011 Pagee 12 eAnastasiaGLE\ Lot 163Thorn brookeAnaslasiaGLE.rup Calc = MJ8 House faces. E DEL -AIR Right-JO Worksheet INAT " AIR COt11NT ORMS ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 163ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name game room stairs 2 Exposed wall 35.0 ft 3.5 ft 3 Room height 9.0 ft heat/cool 9.0 ft heat/cool 4 Room dimensions 20.5 x 14.5 ft 1.0 x 311.3 ft 5 Room area 297.3 ft2 311.3 ft2 Ty Construction number U-value Btuh/ft2 °F) Or HTM Btuh/ftz) Area (ftz) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 i12C Osw 2A2ov„„ 2A 2oa , 0.091 0.340 0.340 n ` n. n ' 2.58 9.62 9.62 2:34 10:58 10.58 0 a>0 0 0 0 0 -, 0 0 0 0 0 0 0 32 0 0 32 0 0 81 0 0 74 0' 0 V(1 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 f; 2A-2ov 0.340 n 0.00 0.00 01 0 0 0 0 0 0 0 W- ... I'16A-30ad": =-- 0.032 n :..__ 000 0-00 0 i, 0 0 0 0 0.__0 0' W 13A-2ncs 6201 ne 0.00 0.00 0 0 0 0 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-16 16:15:30 AGGA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 13 eAnastasiaGLE\Lot163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E Duct S stem Summary Job: Lot163ThornbrookeAna... Y Date: 6/4/2014DEL-AlmITahu 1 By: FJF DEL - AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison 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 ir1/100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft k SupplyBranch Detail Table £f Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk dining rm h 1342 57 55 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm c 6083 210 245 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen h 3412 144 142 0.212 7.0 Ox 0 VIFx 18.1 95.0 SO mstr loth h 1395 59 27 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm c 6608 222 266 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 6 0 0 0.164 4.0 Ox 0 VIFx 36.7 110.0 st3 mstr wic c 6 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 6 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 488 21 11 0.194 4.0 Ox 0 VIFx 28.6 95.0 SO study h 2530 107 54 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO util c 957 20 39 0.191 4.0 Ox0 VIFx 30.9 95.0 st1 r. i SupplyTrunkDetalTable `z EP j Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 281 294 0.148 375 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-16 16:ag1 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 ACCK eAnastasiaGLE\ Lot 163ThornbrookeAnastasiaGLE. rup Calc = MJ8 House faces E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft= 2o,7-Nov-16 16: ge 2 9 Right-Suile Universal 2017 17.0.23 RSU24011 Page 2 CCA...eAnaslasiaGLE\Lo[163ThornbrookeAnastasiaGLE rup Calc = MJ8 House faces: E DEL AIR Duct System Summary HEATMG ^ AIR CMDMOMG a h u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot163ThornbrookeAna... 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 0.202 in/100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 h 662 42 27 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 766 48 30 0.311 4.0 Ox 0 VIFx 7.1 70.0 game room c 2390 89 118 0.274 6.0 Ox 0 VIFx 17.5 70.0 game room -A c 2390 89 118 0.286 6.0 Ox 0 VIFx 14.0 70.0 toff h 1140 72 57 0.203 6.0 Ox 0 VIFx 33.0 85.0 st2 rm 2 c 4118 184 203 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1755 110 106 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 495 31 19 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 h 2207 139 121 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 798 35 39 0.306 6.0 Ox 0 VIFx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 183 0.202 483 9.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 htsoft 2017-Nov-1616:15:32 WCI 9 Right-Suile® Universal 2017 17.0.23 RSU24011 Page 3 CN eAnaslasiaGLE\Lot163ThornbrookeAnastasiaGLE.rup Calc = MJ8 House faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 163ThornbrookeAnastasiaGLE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGaugeOO - USRCSB v5.1 11/16/2017 4:00:32 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot163ThornbrookeAnastasiaGLE Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 3020 sq.ft. Cond. Volume: 27620 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: -_ n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: EgLA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures, 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. r 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: 11/16/2017 4:01 PM 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: EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations r Residential Whole bund)ng 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 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 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. 11 R403.2.2 Sealing (Mandatory)U ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/16/2017 4:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Cam Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/16/2017 4:00 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. 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 R4b3. 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. 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OF WPM d' ED rSUYAE H -w. 4 3W C", OR'D(l 4 4' 4' A - FGl O as 7H 3I BEDROOM 2 BEDROOM•4 aearewutT • ww o- i 8' —I 1L 6x16 rag 912Iwc 7-120 14x8 1: C N 9as rlwctl6 12x12rag B 53w40 IO II g74x14 r y" 1 JaIOx6 ]wcd IOx6 Iwcd 1' 1 120120 GAME ROOM 1 1 tO r-r -T uc. I .:3 I I y AF I I aI 4 I I IIq' Ji ra I 420 a4 Builder will n ed to g 8.4lwcd provltle o/c duct Chose 6' q. 6 I 55 0 10x6 ] wcd rag IOx6 Iwctl oO9 wJa yI- 4------------------- Must V 5 O n C Ct 1L 1S t IW.v e W9 BDYUNIrPt» ra m wm er2axlaa eM6wvgr in''BEim ro nE mnm vutF SfROCR1RAL NOTES to m Q Q ALlwrrorzro.n. re.w LLmm LOJo 6JeG V' zA Al Fx W71 lYL rm'[fr®YFu aw cmnpd5 Z O ti Nx JbfnYRGN ulIJIO rFA w LU o D\ N LJ Y Qdf o Q 0 Q PQ o O F Z ClJ J \ Q LL Q J ` O I Rating Z o r N inW > Z 4 0 Z ow 5 a o 5 a l m 0- J 0 l 0 TALOR MORRISON HOMES THORNBROOKE i Via HOUSE TYPE: ANASTASIA LOT163 W/ OPTIONS LAUNDRY TUB PRE PLUMB 11 6 j, MASTER BATH 1ST FLOOR hp-,F I ' AAV KITCHEN WWR MCK MOM 2Nv v Fa OOR aA LET ch POWDER BATH Z L4 cn 70 a ul C:) Ro TALOR MORRISON HOMES THORNBROOKE HOUSE TYPE: ANASTASIA LOT 163 W/ OPTIONS LAUNDRY TUB PRE PLUMB 2ND FLOOR 3" WAS7Y BTAC!( MOM RNO FLOW TeR 4 INA1'iMm Yo TH@ SST FLOOR u f 1 Lev BATH 2 w 7 DESCRIPTION AS FURNISHED: Lot 163, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 162 5,00' -- 5.00, rn~ Z 5.00' 99. RECORD COPY 30' UNNAMED PLATTED ROAD B.B.) S 00°12'21 " E l 40.00' 10' LANDSCAPE, WALL FENCE ESMT. 19.40' 19.42' 3.O'x3.0' AC (2-T1P.) 14,3' 15.7' i, COVERED PATIO 6 14.3' - LOT 163 V PROPOSED RESIDENCE MODEL: ANASTASIA 2 CAR GARAGE LEFT LOIo 5.0' h ENTRY 8.7'- 0 o Y b 21.3' 16' DRIVE 25.20 5.20' 10' UTIL. ESMT. 5' CONC, WALK 3' LARES CURB S 00010 44 E 32.91 oQo Q PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS Nf\,- = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS = 24.2' +} PROPOSED GRADE PER CONSTRUCTION PLAN + RED ROSE LANE 50' WIDE R/W BUILDING SETBACKS: FRONT = 25' REAR = 15' SIDE = 5.0' SIDE CORNER = 10' 5.14' 5.15' 5.00' 89 1?' 3(o_9D ZONIN oATE* IN La LOT 164 5.03' 5, 03' dry. 53 N 00014'55" W 7.14' LOT 4,767 SQ.FT. LIVING 1,467 SQ.F'T. GARAGE 455 SQ.FT. ENTRY 71 SO.FF. LANAI 139 SQ.F7. BREEZEWAY = N/A SQ. F7. DRIVEWAY 403 SO. FT. A/C PAD 18 SQ.FT. WALKWAY 70 SO.FT. IMPERVIOUS= 55.8 l 2,673 SQ.FT. Cnn 9 1 1 A Qn HT R/W 441 SQ.FT. APRON 114 SQ•FT. PLOT PLAN ONLY"' SIDEWALK 2,673 SQIFT. NOT A SURVEY) , SOD 2,114 so.Fr. L AR PROPOSED INFORMATION SHOWN AREA 5,228 SQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY 517 SO.F7'. AND/OR INSTRUCTIONS PER SIDEWALK 270 SO. FT CLIEN7'NOT FIELD VERIFIED) SOD 2241 SOFT CRUS,EjVA&IvER-S'COTT ASSOC, INC. - LAND SUR VEYORMS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-65&-'1436 H' PLAT PAL. POINT ON LINE N07ES: FI.p. FIELDIRON PIPE TYR, PR.C. TYPICALPOINTDF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.R. IRON ROD P.C.L. POINT OF COM'OUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER SI-17 FLORIDA ADMINISTRAI7VE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C.H. CONCRETE MONUMENTCONCRETE RAD. RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY MAP OR COPIES MIRE NOT VALID. ET LR. 1/2' I.R.•/ulH 4596 N.R. NON J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REE. P.O.B. RECOVERED POINT OF BEGINNING W.P. CALL WITNESS POINT CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.O.C. i POINT OF COMMENCEMENT CENTERLINE P.R.M. FF. PERMANENT REFERENCE MONUMENT FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. N&D NAIL L DISK D.SL. BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/W RIGHT-OF-WAY D.M. BENCHMARK 7. BEARINGS, ARE-,ASED ASSUVED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) ESMT. ESMT.DRAIN EASEMENT B.B. BASE BEARING 8. ELEVATIONS', IF SHOWN, ARE DAS:iO, ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. Illli.. DRAINAGEUTILITY 9. CER17FICATE OF AUTHORIZATION No. 4596. CL.FL. CHAIN LINK FENCE WD.FC. C/D WOOD FENCE CONCRETE BLOCK SCALE I 1 20' DRAWN BY: P.C. P.T. POINT OF CURVATURE POINT OF TANGENCY CERTIFIED BY: DATE ORDER lJo. T,ESC. R DESCRIPTION RADIUSARCLENGTH PLOT PLAN 11-15-2017 5041-17 D DELTA CC.R. CHORD CHORD BEARING NORTH THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN RUSENIMTHEESTABLISHED100YEARFLOODPLANEASPER 'FIRM= TOM . R, R.L.S. . 1 4714 CONE X. MAP / 12117C 0055 F. UAME . SCOTT, R.L.S 1 4801 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy NEC 2011/FBC 107 SANFORD,FL 877-906-1113 r R A LDA ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS 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 areal 25851 3 volt/am s 7755 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 mist mist TOTAL OTHER LOAD FIRST10KVA@100A 10,000 REMAINDER @ 40 A 9742 LARGESTLOAD 15572 TOTAL LOAD F 35 314 V.A./ SIZE RECOMMENDED 200 SERVICE SIZE: 240VOLTS= 1 147 MINIMUM PER 150 NEC 34355 2 2.5 3 3.5 41 51 4032 5040 5280 6168 1 6888 1 8160 10000 10000 10000 8000 8000 10000 6500 0 6500 0 6500 0 5200 0 5200 0 6500 0 10 KW SETUP 0 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 PORI.PREv+tR S A700S•. 36, V 240 &0 1 QQ J 71 4t1 Q' d 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. Sri 1 CA W Z G l z C o 6) TI n T 70 O ER, llllllllll.® _: _ri Lumber design values are in accordance with ANSI/TPI 1 section 6.3 Nil These truss designs rely on lumber values established by others. RECORD COPY MiTek® RE: TB0163 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Taylor Morrison Project Name: TB0163 Model: Anastasia Tampa, FL 33610-4115 Lot/Block: 163 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 45.0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date I 11 IT12624926IClA 11 /30/17 18 1 T12624943 1 F04 - 11 /30/17 12 1 T12624927 1 C1 B 1 11/30/17 119 I T12624944 1 F05 1 11/30/17 1 13 1 T12624928 1 C3A 1 11/30/17 120 I T12624945 I F06 1 11/30/17 1 14 1 T12624929 1 C313 1 11 /30/17 1 21 I T12624946 I F07 1 11 /30/17 15 T12624930 1 C5A 1 11/30/17 122 1 T12624947 1 F08 1 11/30/17 1 16 T12624931 1 C5B 1 11/30/17 123 I T12624948 1 F09 1 11/30/17 1 J7 T12624932 1 CJ1 1 11/30/17 124 IT126249491 F10 1 11/30/17 18 1 T12624933 1 CJ3 1 11/30/17 125 I T12624950 1 F11 1 11/30/17 1 19 1 T12624934 1 CJ5 1 11/30/17 126 1 T12624951 1 F12 1 11/30/17 1 110 1 T12624935 1 E7A 11/30/17 127 I T12624952 1 F13 1 11/30/17 ill 1 T12624936 1 E713 1 11/30/17 128 I T12624953 1 F14 1 11/30/17 1 112 1 T12624937 J EJ2 1 11/30/17 129 1 T12624954 1 F15 1 11/30/17 1 113 1 T12624938 J EJ7 1 11/30/17 130 1 T12624955 I F16 1 11/30/17 1 114 IT126249391 F01 1 11/30/17131 IT12624956I F17 1 11/30/17 115 IT12624940I F02 1 11/30/17132 1T126249571 FG1 1 11/30/171 116 IT12624941 I F02A 1 11/30/17 133 1 T1 26249581 H7A 1 11/30/17 117 1T12624942 1 F03 1 11/30/17134 1 T1 26249591 1-1713 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. 1 7 _ 3650 E'N • Fi ti i F'• S. No 2 9 o 13 STATE OF : / 00. Walter P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: November 30, 201.7 Finn, Walter 1 of 2 RE: TBO163 - Site Information: Customer Info: Taylor Morrison Lot/Block: 163 Address: City: Sanford Project Name: TBO163 Model: Anastasia Subdivision: Thornbrooke No. Seal# Truss Name Date 135 1 T12624960 1 HJ2 11 /30/17 136 1 T12624961 1 HJ7 1 11/30/17 1 137 I T12624962 I T01 1 11/30/17 1 138 I T12624963 I T02 1 11/30/17 1 139 I T12624964 I T03 1 11/30/17 1 140 T12624965 J T04 1 11/30/17 1 141 I T12624966 I T05 1 11 /30/17 1 142 I T12624967 I T06 1 11 /30/17 1 143 I T12624968 I T07 1 11 /30/17 1 144 I T12624969 I T08 1 11 /30/17 1 145 I T12624970 I T09 1 11 /30/17 1 146 I T12624971 I T10 1 11/30/17 1 147 T12624972 1 T11 1 11/30/17 1 148 I T12624973 I T12 1 11/30/17 149 I T12624974 I T13 1 11/30/17 1 150 I T12624975 I T14 1 11/30/17 1 151 I T12624976 I T15 1 11/30/17 1 152 I T12624977 I T16 1 11/30/17 1 153 I T12624978 I T17 1 11/30/17 1 154 I T12624979 I T18 1 11/30/17 1 155 T12624980 1 V01 1 11 /30/17 1 156 T12624981 I V02 1 11 /30/17 1 157 1 T12624982 1 V03 1 11/30/17 1 158 1 T12624983 1 VO4 1 11/30/171 159 I T12624984 1 V05 1 11 /30/171 State: Florida 2of2 Job Truss Truss Type Qty Ply T12624926 T60763 c1A Jack -Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 ADEQUATE SUPPORT REQUIRED. 2x4 = 1- 0-0 7. 640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:41 2017 Page 1 ID: 0837CakNCJU5ySDiQmCDdnydl1m-OCS7LNgCs4a3eCjxgFk2bPQas8gNlQeVL5TOUiyDyxC Scale = 1:7.1 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 0.02 Vert(LL) -0.00 1 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 1 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight: 3lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Herz 1=22(LC 12) Max Upliftl=-5(LC 12), 2=-23(LC 12) MaxGravl= 44(LC 1), 2=34(LC 1), 3=20(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. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. qw Design valid for use only with MiTekC connectors. this design is based only upon parameters shown, and is for an individual building component. not Nil' atrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall ii building design. Bracing indicated is to prevent buckling of individual truss web andlor chord rnembers only. Additional temporary and permanent bracing MiTek' is always required for statAlly and to prevent collapse with possitlle personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and Lxacing of trusses and Inks systems, seeANSi/TP11 Quality Criteria, DSB-89 and BCS1 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 T72624927 T80163 C1B Jack -Open 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:42 2017 Page 1 ID:0837C akNCJ U5ySDiOmC Ddnyd 11 m-U POW ZingdNjwFM 17NyFH7dzkUYOcmtufZl Da 19yDyxB 1-0-0 Scale = 1:6.2 2x4 = 1-0-0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=-11/Mechanical, 2=159/0-8-0, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 2=102. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wilh 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 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 truss systems, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Ptate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tama, FL 33610 Job TrussTC3Aruss Truss Type Qty Ply T12624928 T60163 Jack-Open 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 2x4 = ADEQUATE SUPPORT REQUIRED. 3- 0-0 3- 0-0 3- 0-0 7. 640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:42 2017 Page 1 I D:0837CakN CJ U5ySDiQmCDdnyd 11 m-U POW ZingdNjwFM 17NyFH7dziuY? H mtufZlD a 19yDyxB Scale = 1:12.3 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 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 Stresslncr 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 - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 1=129/Mechanical, 2=1 0 1 /Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl =-1 7(LC 12), 2=-65(LC 12) Max Grav1=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 100 lb uplift at joint(s) 1, 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design paremeters and READ NOTES ON THIS AND INCLUDED M/TEK 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 parorneters 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 I V AIiTek' is always requ6ed for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fuNication, 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 avallable from Truss Piale Insulate, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T12624929 TBO163 C36 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:43 2017 Page 1 I D:0837CakNCJ U 5yS DiQmCDdnyd 11 m-zbaum2hSOhrntW tKxgm W gq W LiVyLoVK7ooPy7ZbyDyxA 1-0-0 3-0-0 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.08 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplift3=-43(LC 12), 2=-114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:9.6 DEFL. in (loc)/defl Ud PLATES GRIP Vert(LL) -0.00 2-4 >999 240 MT20 244/190 Vert(TL) -0.01 2-4 >999. 180 Horz(TL) -0.00 3 n/a n/a Weight: 11 lb FT = 20°! BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except Qt=lb) 2=114. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall Indicated Is to Wckling individual truss web and/or chord members only. Additional temporary and permanent tracing MiTe k' wilding 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 fabrication, storage, delivery, erection and bracing of trusses and InISS 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 Dry Ply T12624930 T60163 C5A Jack -Open 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:43 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-zbaum2hSOhrntW tKxgm W gqW nlyl N V K7ooPy7ZbyDyxA 2x4 = ADEQUATE SUPPORT REQUIRED. 5-0-0 5-0-0 5-0-0 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 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 FBC2014/TP12007 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=171/Mechanical, 3=491Mechanicaf 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. (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. 11; 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 100 lb uplift at joint(s) 1 except Qt=lb) 2=109. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II-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 buss 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and 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 T72624931 T60163 C56 Jack -Open 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.oau s Aug i o 20 i r mi t ex mousuies, in, Thu rvuv ov .o.4-3 -1 7 rage ID:0837CakNCJ U5yS DiQmC Ddnyd 11 m-zbaum2hSOhrntWtKxgmW gqW gsylvVK7ooPy7ZbyDyxA t_Q_0 5-0-0 1-0-0 5-0-0 Scale = 1:12.9 2x4 = 5-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-85(LC 12), 2=-124(LC 8) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (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. 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 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 100 lb uplift at joint(s) 3 except Jt=1b) 2=124. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekV 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 clesign. Bracing indicated is to prevent buckling of individual truss web and/or chord rnembers only. Additional temporary and permanent brc pringIVIiTek' 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 T12624932 TBO163 CJ1 Jack -Open 19 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:44 2017 Page 1 I D:0B37CakNCJ U 5ySDiQmC Ddnyd 11 m-Rn8G_Oi5g?zeVgS W VN HID224xLh3EmNy 13ig 51 yDyxg 1-0-0 1-0-0 Scale = 1:7.1 2x4 = 1-0-0 100 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 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 5 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lblsize) 3=-5/Mechanical, 2=154/0-3-8, 4=f0/Mechanical Max Horz2=38(LC 12) Max Uplift3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev, f 01031201S BEFORE USE. Design valid for use only with Milekm 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 applicalellity, of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web Grid/or chord members only. Additional temporary and permanent bracing MiTe k• is always regUired for stability and to prevent collapse wtlh possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624933 TBO163 CJ3 Jack -Open 15 t Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.b4V s Aug 1b zur r Mi i ex inausmes, inc. Thu Nov 30 i5.46.44 20 i r Faye i ID:0837CakNCJU6ySDiQmCDdnyd1 i m-Rn8G_0i5g?zeVgSW VNHID2234Lg1 EmNy13ig51 yDyxg 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.00 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0, 4=26/Mechanical Max 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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.3 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10A1312015 BEFORE USE. Design valid for use only with MITek(b 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 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 pfeveni collapse with possible personal injury and properly damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS11TPl1 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, Atexandda VA 22314. Tarrgra, FL 33610 Job Truss Truss Type Qty Pry Tl934 TBO163 CJS Jack -Open 15 1 JbRfre,nal Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 5-0-0 1-0-0 5-0-0 2x4 = 5-0-0 r.oau s Aug io zo i r Mi i ek nmusmes, I— i itu Nv, ov o 201i rays I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-v_heBkjjwl5V6q 1 i35o_I Fb8SIzOzDd5FjR EdUyDyx8 Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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 FBC2014/TP12007 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. (lb/size) 3=158/Mechanical, 2=305/0-3-8, 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. (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. 11; 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 100 lb uplift at joint(s) 2 except (jt=1b) 3=104. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is rased only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall W building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addifionai temporary and permanent bracing. MiTek' is always required for stability and io prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and 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 T12624935 TBO163 E7A Jack -Open 6 1 o tionalJobReference Builders FirsiSource, Tampa, Plant City, Florida 33566 7,640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:45 2017 Page 1 D:0837CakNCJU5ySDiQmCDdnyd1 l m-v_heBkjjwl5V6g1 i35o_IFb3jlu6zDd5FjREdUyDyx8 r 7-0-0 7-0-0 Scale = 1:22.2 3x6 = ADEQUATE SUPPORT REQUIRED. 7-0-0 7-0-0 3 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 0.86 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 FBC2014ITP12007 Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=309/Mechanical, 2=217/Mechanical, 3=92/Mechanical Max Horz 1=148(LC 12) Max Upliftl=-44(LC 12), 2=-129(LC 12) Max Grav1=309(LC 1), 2=217(LC 1), 3=135(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 2=129. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010MO15 BEFORE USE. Design valid for use only with MiTek® conneclors. 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 perrnanent bracing MiTek' is always required for stability and to prevent collapse with possible f)eW tat Injury arKd property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of musses and Inrss 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 T12624936 T60163 E76 Jack -Open 4 1 l Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,46:46 2017 Page t ID:0837CakNCJU5ySDiQmCDdnydl im-NAF004kLheDMk_bucoJDITBG69FVigtEUNBnAwyDyx7 1-0-0 7-0-0 1-0-0 7-0-0 Scale: 3/4"=1' 3x4 = 7-0-0 7-0-0 Plate Offsets (X,Y)-- 2:0-1-10 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 0.76 Vert(LL) 0.10 2-4 >825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.27 2-4 >295 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20°i 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. REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz2=117(LC 8) Max Uplitt3= 106(LC 12), 2= 140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior (1) 2-0-0 to 6-11-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 3=106, 2=140. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." All WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only wilh MiiekO connectors. this design Is based only upon paramelers shown, and Is for an Individual (wilding component, not a truss system. Before use, the building designer must verity the applicaUlity of design perrarneiers and properly Incorporate this design into the overall individual truss members only. Additional temporary and permaneni bracing MiTek' building design. Bracing Indicated is 10 prevent buckling of web and/or chord 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. fatxicaliort storage, delivery, erection and txacing of trusses and miss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussWaleInstilute. 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Job Truss Truss Type Qty Ply T12624937 T80163 EJ2 Jack -Open 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:46:46 2017 Page 1 I D:0837CakNCJU 5ySDiQmCDdnyd 11 in-NAF004kLhc DMk_bucoJ DIT8QR9N7igtEU N BnAwyDyx7 1-0-0 1-10-8 1-0-0 1-10-8 Scale = 1:9.4 2x4 = 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% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc puffins. 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 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf -7473 rev, 1010312015 BEFORE USE. Design valid for use only wilh 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 Wckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wifh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624938 TB0163 EJ7 Jack -Open 16 J.b erence o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1.e4u s Aug r o zui r Mi i ek mousmes, Inc. Thu Nov sv io.vo.vo 2017 Page I D:0837CakNCJ U5yS DIQn1C Ddnyd 11 m-NAF004kLhcDMk_bucoJDIT8GggFsigtE UNBnAwyDyx7 1-0-0 7-0-0 1-0 0 r 7-0-0 Scale = 1:22,2 3x6 = 6-4-2 6-4-2 7-0-0 0-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0.06 2-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0.10 2-5 >643 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-8-0, 5=0-11-5. lb) - Max Horz 2=163(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 5 except 3=-124(LC 12), 4=-121(LC 1) Max Grav All reactions 250 lb or less at joint(s) 3, 4 except 2=359(LC 1), 5=306(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=5.Opsf; h=25ft; Cat. 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 100 lb uplift at joint(s) 2, 5 except Qt=lb) 3=124,4=121. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10103MIS BEFORE USE. Design valid for use only with MlTek(D connectors. This design is based only upon parameters shown, and Is for an individual building component, not Nil' a truss syslem. 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 bxacing MiTek` is always required for stability and 10 prevent collapse with possible personal injury and ixoperfy darna ge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, se.eANSI/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 city Ply T12624939 TBO163 F01 Floor 1 1 Job Reference (optional) ounvais rnsrauwue, is V., naw -Y, I D:0837CakNCJ U5ySDiQmC Ddnyd l l m-rMp PCQkz RwLDM7A5AVgSgggMMZfORyOOj 1 wLiMyDyx6 0-1-8 Hii 140 01 Oi =01 3 a Scale = 1:33.4 1.5x3 II 1.5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 II 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 II 1 2 3 4 5 6 7 8 9 10 1112 13 26 1.5x3 = 3x6 FP= 5x6 II 3x6 FP= 6x8 = 9-8-0 8-9-4 0-3-8 Plate Offsets (X Y)-- j13 0-3-0 Edgej (25 0-1-8 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(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°%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except 11-13: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.2(ffat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except (jt=length) 13=0-3-0. lb) - Max Grav All reactions 250 Ib or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21=905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9=-875/0, 9-1 0=-1 717/0, 10-11 =-1 040/0, 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 3-1 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." 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 M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO 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 p building design. Bracing Indicated istopreventbucklingofindividualtrussweband/or chord members only. Additional temporary and permanent bracing M iTek• IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of busses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624940 TBO163 F02 FLOOR 1 1 Job Reference (optional) eunaers t- rsrsource, i ampa, slam cry, frronaa 33bb6 0-1-8 H 1 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 4 23 22 11-8-0 1.64U s Aug 16 2U1 / MI1 eK Inauslrfes, Inc. r nu NOV 3U IbAbAu ZVl f rage 1 I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-JYN npmlbCDT4zH IHkDM hN uDYOzr?AW r XyhguEoyDyx5 194 1.5x3 11 5 6 24 33-8 Scale = 1:33.3 3x6 11 3x6 11 25 8 9 10 11 0ornN 1.5x3 11 3x6 = 1.5x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 FBC2014f(P12007 Matrix) PLATES GRIP MT20 244/190 Weight: 104lb FT=20%F, 11°%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC pUrlins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or f 0-0-0 or bracing. REACTIONS. All bearings 0-7-4 except (jt=length) 11=0-3-0, 16=0-4-0, 14=0-4-0. lb) - Max Uplift All uplift 100 Ib 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1026/0, 3-4=-1568/0, 4-5=-1426/0, 5-6=-1426/0, 6-24=-913/0, 7-24=-913/0, 7-25=-585/0, 8-25=-585/0 BOT CHORD 20-21=0/627, 19-20=0/1414, 18-19=0/1642, 17-18=0/1426, 16-17=0/1426, 15-16=0/833, 14-15=0/362, 13-14=0/362 WEBS 2-21=-934/0, 2-20=0/611, 3-20=-593/0, 4-18=-329/0, 8-13=-686/0, 8-15=0/358, 7-15=-380/0, 7-16=-212/252, 6-16=-879/0, 6-17=0/260 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 10 prevent buckling of individual truss web and/of chord members only. Addilion ai temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possitAe personal injury aril property damage. For general guidance regarding the fabricatiorL 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. Satety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624941 T80163 F02A Floor 1 i Job Reference (optional) Drawers rrrswource, i ampa, Haim ,ny, rwnua owoo 0-1-8 H 1-4-0 1.50 ll 1.5x3 = i.Sx3 = 1 2 3 4 22 21 11-11-12 a r,vy , — , ua , I D:0837CakNCJ U5yS DiQ mC Ddnyd 11 m-nlxg 16m D7XbxbRKTlwtwv 5mj uM BKvz1ALhPRm Fy,Dyx4 194 i 1.5x3 li 5 6 3 Scale = 1:33.3 3x6 1 3x6 11 23 7 24 8 9 10 11 1.5x3 11 3x6 - 1.5x3 II 14-7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 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 FBC2014ITP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 104 lb FT = 20°i F, 11°i E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.i(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 11=0-3-0, 20=0-7-4. Ib) - Max Grav All reactions 250lb 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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. q® 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 in= system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brac(ng MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and 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 T72624942 TBO163 F03 Floor 8 1 Job Reference (optional} ounueis rnaiovui , p,, . y, 0- 1-8 H ' 11 1. 5x3 1. 5x3 = 1. 5x3 = 4x6 = 1 2 3 4 22 121 1- 9-4 1. 5x3 5 6 ID: 0837CakNCJU5ySDiQmCDdnydl 1 m-FxVXESnskrjnDbvgre09SJlzimYgeLhgP?9?JhyDyx3 3q a3x6 4x6 9 10 11 Scale = 1:33.3 4x6 — 1.5x3 11 4x6 — 1.5x3 11 1a- 8-12 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 0.59 Vert(LL) -0.18 17-18 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) -0.26 17-18 >825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 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(€fat) BOT CHORD Rigid calling 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 (lb) or less except when shown. TOP CHORD 2-3=-1485/0, 3-4=-2436/0, 4-5=-2933/0, 5-6=-2933/0, 6-7=-2732/0, 7-8=-2039/0, 8-9=-840/0, 9-10=-832/0, 10- 11=-840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16-17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11 -1 3=0/1 234, 2-20=-1280/0, 2-19=0/956, 3-19=-915/0, 3-18=0/539, 4-18=-51110, 4-17=-85/519, 8-13=-1048/0, 8- 14=0/757, 7-14= 722/0, 7-15=01430, 6-15=-513/24 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 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 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 wish possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery, erection and bracing of trusses and mass systems, se.eANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624943 T60163 F04 Floor Girder 1 1 Job Reference (optional) uumers rirstbource, Tampa, viant cny, t-rorraa sabbb 0-1-8 H ' 1i —4-0 23 22 1.5x3 II 1.5x3 = 1.5x3 = 4x6 = 1 2 3 1-9-4 1.5x3 4 5 6 t.b4u s Aug 1 b ZUI I MI I eK Ina Usines, Inc. I nu Nov 3V lb:41):ba zui t rage 1 ID:0837CakNCJU5ySDiQmCDdnyd1 l m-FxVXESnskrjnDbvgre09SJltumVYeHngP?9?JhyDyx3 4x6 11 3x6 11 5x6 11 7 8 24 9 10 11 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 11 1.5x3 SP— Scale = 1:33.3 14-3-4 4-2-0 d-3-ill Offsets (X,Y)-- 6:0-1-8 Edgel [11:0-3-0 Edgej fl7:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.22 15-16 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 Vert(TL) -0.34 15-16 >645 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) -0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 108lb FT=20°%F, 11°%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) `Except' end verticals. 12-18: 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 11=1377/0-3-8, 21=1093/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6= 3477/0, 6-7=-3421/0, 7-8=-2860/0, 8-24=-2857/0, 9-24=-2883/0, 9-10=-1197/0, 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 11-13=0/1758, 2-21 =- 1406/0, 2-20=0/1082, 3-20=-1033/0, 3-19=0/651, 4-19=-654/0, 4-17=0/712, 5-17=-303/0, 9-13=-1736/0, 9-14=0/705, 7-14=-664/0, 6-15=-259/247, 6-16=-265/58 NOTES- (11) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x4 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 18 = 11% 5) "Semi -rigid pitchbreaks with 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(8) WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Milek8 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a 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 and/or chord members only. Additional Temporary and permanent bracing Welk' building design. Bracing indicated Is to prevent of web Is always required for stoblllly and to prevent collapse with possible personal injury and properly 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 Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Job Truss Truss Type T12624944T80163F05Floor717ply1 Job Reference (optional) 1wo1. 1-1— ...—F., rvm "'y, -.. ow 0-1-8 H 1— 40 — 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 3x4 = 1 2 3 19 18 r,uy i o r mi i ex mousmes, mc. i nu rvov — ro:vo:o r evi r rage r I D:0837CakNCJ U 5ySDiQmC Ddnyd 11 m-k73vSnoU V8req IUs PLvO? W r4_Au?Nq_efuYr7yDyx2 1-11-0 3x4 = 1.5x3 11 1.5x3 11 4 5 6 P 4-4 Scale = 1:26.3 4x6 = 3x6 11 4x6 11 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 4x6 = 1.5x3 11 14-7-0 1 -11 0 14-7-0 4- Plate Offsets (X,Y)-- 10:0-3-0,Edgel, fl3:0-1-8,Edgel, (14:0-1-8,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 0.87 Vert(LL) 0.19 14-15 >887 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.29 14-15 >588 240 1 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 84 lb FT = 20%F, 1 I E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) "Except" TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 8-10: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 10=788/0-3-8, 17=788/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1105/013-4— 1718/0, 4-5=-1673/0, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8- 9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=-361/132, 7- 12=-724/0, 7-13=0/846, 6-13=-444/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 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 MII-7473 rev. 101032015 BEFORE USE. Designvalid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component not a inks syslem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ii.YYY building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord rnernbers only. Additlonal temporary and permanent bracing iwiTek' Is always required for stabl111y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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. 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 T12624945 TBO163 F06 FLOOR 10 1 Job Reference o floral r____ r,___ 7 640 s Au ra 2017 MiTok Industrial Inc Thu Nov 30 154651 2017 Paae 1 ounuei rnaouuiun, iai,rya, r,au, .,ny, o,.,a .,.,.,.,.. .._.__.._._____ I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-k73vSnoU V8reglUs PLvO? W r2TAwpNsl_efuYr7yDyx2 0- 1-8 1- 4_0 2-1-12 0}}..1 8 H ISCale = 1:25.7 17 16 1. 5x3 II 1. 5x3 = 1.5x3 11 1. 5x3 = 1.5x3 11 1.5x3 = 1 2 3 4 5 6 7 8 J i i d' 14 13 12 11 10 6 6_ L, 6 12 1. 5x3 II Plate Offsets (X Y)-- 6.0-1-8 Edged 112:0-1-8 Edged LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.23 12-13 749 360 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) 0.35 12-13 505 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0,03 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) 3x6 = PLATES GRIP MT20 244/190 18 W Weight: 82lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. ( lb/size) 9=796/0-7-4, 15=802/0-7-4 FORCES. ( Ib) - 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=011740, 10-11 =0/1 740, 9-10=0/682 WEBS 2-15=-1011/ 0, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12=-343/153, 7-9=-989/0, 7-10=0/722, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MilekO 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 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 siatAlRy and to prevent collapse with possible personal injury and property darnaie. For general guidance regarding the fabrication, storage, delivery, erection and Laacing of trusses and taus systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Btvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12s2a9as T60163 F07 Floor Girder 1 1 Job Reference (optional) D-uers rusroowce, i ampa, ram airy, rwnoa aa000 r.ovu s fug to zu i f mi i eK muusrnes, inc. t nu rvov su ro:v — zu i i rage i I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-CKel f7o6GSzVSv32z3QdXkOOI aKn6Mj7sl e6NayDyx 1 1.4.0 3x4 = 0I 1 3x4 11 2 3 3x4 = 4 3x4 11 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/TPI2007 Matrix) Weight: 27 lb FT = 20%F, 11°i 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 MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeka 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 appllcablllty 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 i MiTek' IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/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 Cry Ply T12624947 TBO163 F08 GABLE 1 1 Job Reference o tional owraurs nrsrauwce, i auiPa, nam -y, nvuva oowv 0H8 ID:0837CakNCJU5ySDiOmCDdnydl l m-CKcif7o6GSzVSv32z3QdXkOR8aQw6Os7sle6NayDyxl Ox8 Scale = 1:25.5 1 2 3 4 5 6 7 8 9 10 11 12 13 3028 d oW 2927 26 25 24 23 22 21 20 19 18 17 16 15 14 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-8-0 15-6-8 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight: 76 lb FT = 20°! F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MilektD connectors. ]his 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 andfor chord members only. Additional temporary and permanent bracing Welk` is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabfication, storage, delivery, erection and bracing of busses and truss systems, seeANSi/TPI] Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. . Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexorldria, VA 22314. Tampa, FL 33610 Job Truss Truss Type city Pry T12624948 T60163 F09 Floor 5 1 Job Reference (optional) uumers rusroource, Tampa, ,..r any, r r,oa aa000 0-1-8 1-4-0 18 17 r.oYvsr+uy ,o cuir nuee uiwouroo, um. uw wvvw i.Yo.w r Qye, ID:0837CakNCJU5ySDiQmCDdnydl l m-gWAgsTpkl m5M42eFXmxs4xwR0_X6rmgG4yNfv0yDyx0 1-9-8 1 1 1i OL; 8 Scale = 1:26.9 1.5x3 1.5x3 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 i 1.5x3 = 1 2 3 4 21 5 6 7 8 9 i I i/ 7zn, 4__ n 15 14 13 12 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.16 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) 0.25 12-13 740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 16=834/0-7-4, 10=834/0-7-4 PLATES GRIP MT20 244/190 20 19 Weight: 86 lb FT = 20%F, 11°i E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/0, 3-4=-1979/0, 4-21=-1979/0, 5-21=-1979/0, 5-6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOTCHORD 15-16=0/713, 14-15=0/1636, 13-14=0/,1979, 12-13=0/2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3-15=-702/0, 3-14=0/648, 4-14=-342/0, 8-10=-1056/0, 8-11=0/734, 7-11=-703/0, 7-12=0/335, 6-12=-261/0, 6-13=-281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10M312015 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 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/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 T12624949 TBO163 F10 Floor 4 1 Job Reference (optional) ounuers rnaiouur , u Pa, -, i y, ruin. - 0-1-8 H 1 1r— 4-0 1.5x3 II 1.5x3 - 1.5x3 = 1 2 18 17 I D:0837CakNCJ U5yS DfOmCDdnyd 11 m-g W AgsT.pkl m5M42eF.Xmxs4xwRc_YurmLG5y.NfvOyDyx0 i 19-12q i 0 $0 1.5x3 1.5x3 II 3 4 5 6 15-2-12 0u18 Scale = 1:26.3 1.5x3 1.5x3 = 7 8 9 Plate Offsets (X Y)-- 13:0-1-8 Edge], j14:0-1-8 Edgef LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.15 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.22 12-13 822 240 BCLL 0.0 Rep Stress Incr YES W B 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) 3x6 — PLATES GRIP MT20 244/190 19 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(fiat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8, 16=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1154/0, 3-4=-1920/0, 4-5=-1920/0, 5-6=-1920/0, 6-7=-1827/0, 7-8=-1186/0 BOT CHORD 15-16=0/700, 14-15=0/1599, 13-14=0/1920, 12-13=0/1979, 11-12=0/1627, 10-11=0/723 WEBS 2-16=-1044/0, 2-15=0/693, 3-15=-681/0, 3-14=0/616, 4-14=-328/0, 8-10=-1050/0, 8-11=0/708, 7-11=-674/0, 7-12=0/305, 6-12=-264/0, 6-13=-331/255 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Iq Design valid for use only with MiTek8 connectors. lhls 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 S building design. Bracing indicated Is to prevent Iwcklinq of Individual truss web and/or chord members only. Acldifional temporary and pormanenl bracing MiTek is always «squired for stability and to prevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624950 TBO163 Fit Floor Girder 1 1 Job Reference (optional) owwers rlraaou.... amp., ram i,ny, r unua oa000 0-1-8 H 1 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = 3x6 = 3x6 = 1 2 3 118 17 SS. s.. I D:0837CakNCJ U5ySDiQ mCDdnyd 11 m-8ik24pyMo3D DhCDR4US5dgTZpNt6aBQQKc7Cy,Dyx? 1-912 080; 1.5x3 II 1.5x3 II 3x4 = 4 5 6 01-8 Shale = 1:26.3 1.5x3 11 3x4 = 4x6 = 1.5x3 = 7 8 9 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 4x6 = 3x6 = 19 15-2-12 Plate Offsets (X,Y)-- j13:0-1-8 Edgej j14 0-1-8 Edqel 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 WB 0.48 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 85 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc 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) 10=1039/0-3-8, 16=906/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1299/0, 3-4=-2274/0, 4-5=-2274/0, 5-6=-2274/0, 6-7=-2358/0, 7-8=-1590/0 BOT CHORD 15-16=0/777, 14-15=0/1827, 13-14=0/2274, 12-13=0/2422, 11-12=0/2227, 10-11=0/935 WEBS 2-16=-1158/0, 2-15=0/797, 3-15=-807/0, 3-14=0/805, 4-14=-419/0, 8-1 0=-1 358/0, 8-11=0/1001, 7-11=-974/0, 6-13=-539/0, 5-13=-20/330 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component. riot 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 Individualcitrussweband/or chord members only. Additional temporary and permanent brang M iTek` is always required for stability and to prevent collapse with possible personal injury and property damoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI t Quality Criteria, DSB-89 and BCS1 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 T12624951 TBO163 F12 Floor 1 1 Job Reference (optional) owweia nisioumue, i anrya, Warn a y. nunua -oo 0-1-8 H I 1r— 4-0 aye ID:0837CakNCJU5ySDiQmCDdnydl1m-Bik24pgMo3DDhCDR4US5d9TdZNzJa6b8Kc7CSSyDyx? 0 -8-0 A-4-Orr Scale = 1:19.9 1.5x3 II 1.5x3 = 1.5x3 — 3x4 = 3x4 = 1.5x3 11 1.Sx3 11 4x6 = 3x6 11 3x6 11 1 2 3 4 5 6 7 8 9 7 t6 VINI Z,\i 14 13 12 11 10 3x4 = 11-1-0 11-5-0 11-1-0 0-4-0 Plate Offsets (X Y)-- f12:0-1-8 Edge], j13:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.08 13-14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.12 13-14 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a 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(ffaf) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8, 15=596/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15=-744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE UII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MilekO 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 Incogxxaie this design into the overall indicated is to buckling individual truss web and/or chord members only. Additional iempxxary and permanent bracing MiTek' building design. Bracing prevent of is always required for sfabilily and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrtcatbn, 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 avallablle from Truss Plate Institute. 218 N. Lee Street. Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624952 TBO163 F13 Floor Girder 1 1 Job Reference (optional) ounoers rusraouice, i arnpa, riam uny, rionua ss000 rruy i rays ID:0837CakNCJU5ySDiQmCDdnydl 1 m-cvlQH9r_ZNL4JMndeB_K9M?wbnPRJj32ZGsm_uyDyx_ 1-4-0 3x4 -6-0-3 1 3x4 11 2 3 3x4 = 4 3x4 II Scale = 1:10.0 3x6 = 3x6 = 3-5-3 3-5-3 Plate Offsets (X Y)-- 1:Edge 0-1-8] [2 0-1-8 Edge] [3:0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid 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 FBC2014/TP12007 Matrix) Weight: 26 lb 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 direcffyappfied 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 (Ib) 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 3-10d (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=-496 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 Mtlek® 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 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 33610SafetyinformationavailablefromTrussPlateInstitute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T126249531 TBO163 F14 Floor 5 1 Job Reference (optional) cunaers rirsraource, i ampa, rianr may, rrorwa ea000 0-1-8 H 1 1-4-0 04V 5Aug I o cu It mi I eK Inuusules, ITI, Inu IVVV —IJAO euI/ gel ID: 0837CakNCJU5ySDiQmCDdnydl 1 m-cvlQH9r_ZNL4JMndeB_K9M?gmnFXJiLZZGsm_uyDyx_ 1- 11-12 0-8-0 r 28 e = 1:19.6 1. 5x3 II 1. 5x3 = 1.5x3 1. 5x3 = 1.5x3 1.5x3 = 1 2 3 4 5 6 7 16 3x6 — 11- 4-12 11- 4-12 Plate Offsets (X,Y)-- (5:0-1-8 Edgej (11:0-1-8 Edge) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.85 Vert(TL)-0.1511-12 866 240 BCLL 0.0 Rep Stress Incr YES W B 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 65 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. REACTIONS. ( lb/size) 8=603/0-3-8, 13=610/0-7-4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2-13=-763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9=-536/0 NOTES- ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03f2015 BEFORE USE. Design valid for use only with Mllek(D connectors. This design is Irked 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 i - M iTek' Is always required for stability, and to prevent collapse with possible, personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSIAPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tanga, FL 33610 Job Truss Truss Type city Ply T12624954 TBO163 F15 Floor 10 1 Job Reference (optional) omwe s nisauurce, lamp., riam wy, rionua ss000 0-1-8 H ' 1-4-0 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 1 2 7 6 3x4 = 14 3x4 = r uy i rayn D:0837CaIdJCJU5ySDiQmCDdnyd11m-45soVVrcKhTxxWMpCuVZia;,90 272jnwcJVLyDywz 0-8-0 p, 3-1r-0 Scale = 1:19.9 3x4 = 1.5x3 11 1.5x3 11 4x6 = 3x6 11 3x6 11 3 4 5 6 7 8 9 13 12 4x6 = 3x4 = iai 11 10 3x6 = 1.5x3 11 Plate Offsets (X Y)-- f 12:0-1-8 Edgel f 13:0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 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 W B 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=597/0-3-8, 15=597/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (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/O 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 3-1 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 MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek6 connectors. ]his 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 ppWildingdesign. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of 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 T126249SSFJbferenceTBO163F16Floor11 optional) Builders FirstSource, Tampa, Plant City, Florida 33566 0-1-8 1-4-0 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 3x4 = 4x6 = LOADING (psi) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014lT12007 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:56 2017 Page 1 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-45soVVrcKhTxxW MpCuVZiaYOY BfU23BjnwcJVL yDywz 4x6 = 1.5x3 I 4x6 = 8-2-4 0-8-0 0-3-8 Scale='1:18.9 5 3x4 = 4x6 = 3x4 = 11-1-4 4x6 = CSI. DEFL. in loc) Well Lid PLATES GRIP TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 BC 0.61 Vert(TL) -0.12 10 >547 240 WB 0.59 Horz(TL) 0.03 8 n/a n/a Matrix) Weight: 64 lb FT = 20°! F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 12=5-6-9, 11=5-6-9, B=Mechanical. Ib) - Max Uplift All uplift 100 lb or less atjoint(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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-570/0, 3-4=-2457/0, 4-5=-2457/0, 5-6=-2206/0 BOT CHORD 12-13=0/738, 11-12=0/1864, 10-11=0/2457, 9-10=0/2457, 8-9=0/1578 WEBS 2-13= 1099/0, 2-12=-629/108, 3-12=-2093/0, 3-11=0/1231, 4-11=-723/0, 5-9=-588/0, 5-10=-267/0, 6-8=-2296/0, 6-9=0/960 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 11. 4) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-7=-450 3) 1st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13= 10, 1-4=-450, 4-7=-188 Continued on WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a 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 Is always required for stab bitty 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 Tniss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624965 TBO163 F16 Floor 1 1 Job Reference (optional) rsmiaers rirstsource, i amps, riani cny, rionaa 3366b LOAD CASE(S) Standard 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-188, 4-7=-450 5) 3rd unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-4=-450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) 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 (pit) Vert: 8-13=-10, 1-5=-450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (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 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:56 2017 Page 2 ID:0837CaIgNCJU5ySDiQmCDdnydl 1 m-45soVVrcKhTxxW MpCuVZiaYOYBfU23BjnwcJVLyDywz WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. e Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component not -- ` a truss system. Before use, the building designer must vetry the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to pfevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to pxevent collapse with possible personal injury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and miss systems, seeANSIPPi 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 T12624956 T60163 F17 GABLE 1 1 Job Reference (optional) vmiucm nwrouw any., rmw i y. nuuua owoo 0148 1 2 3 4 5 6 7 i 26 25 nova s nuy '. cv i r rv' i en uroa —, m, i nu'v — 10.4 LV 1 / rage , I D:0837CakNCJ U5yS DiOmC Ddnyd 11 m-YH OBirs F5_boYgxOmcOoEn51mb7xnf4sOaLt 1 nyDywy o T8 Scale = 1:25.1 8 9 10 11 12 27 lob 4 I 24 23 22 21 20 19 18 17 16 15 14 13 3x4 — 1-4-0 2-8-0 4-0-0 5-4-0 6-8-0 8-0-0 9-4-0 10-8-0 12-0-0 13-4-0 14-10-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 b4-0 1-4-0 1-4-0 i-4-0 1-4-0 1-6-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 72 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 ocpurlins, 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 14-10-12. Ib) - Max Grav All reactions 250 lb or less at joint(s) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (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." WARMING -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 Milek6 connectors. This design is based only upon 1ximmeters 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 darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T12624957 T60163 FG1 Flat Girder 7 Job Reference (optional) outtaers rusraource, T ampa, ream "'Y. r.onoa a.oo + ,...y •", "• "••, .,, ..-- -- .-.. -- --.. . -- . I D:0837CakNCJ U5yS DiOmC Ddnyd t t m-OU_ZwBtts IkfAq W CJJX t o?dl g?KV W woOFE5QaDyDywx 2-8-8 5-1-8 7-68 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 2 20.10-9 2-8-8 2-5-0 -5 2-5-0 2-7-3 2-7-3 2-7-3 0-B-6 8x14 MT20HS = 2x4 11 2x4 11 5x8 = 2x4 II 6x12 MT20HS WB = 1 4x12 = 2 3 4 5 6 7. Scale = 1:36.2 3x8 = 5x12 = 2x4 11 3x4 I 8 9 10 11 22 23 24 25 26 27 18 28 29 30 16 31 32 ao 04 .so 13 11 4x6 7x10 = 3x6 11 5x12 5x6 = 2x4 11 5x12 - 2x4 7x10 - 11x4 2x4 I) 20-10-9 2-8-8 5-1-e 7-6-6 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20r4-15 r 2-8-8 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 2-7-3 0-2-13 0-5-9 Plate Offsets (X,Y)-- j6.0-5-9 Edgej j10:0-3-8 0-1-8) j14:0-5-0 0-4-4( (19 0-3-12 0-2-01 120:0-4-B 0-1-81 121 0-4-8 U-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 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 FBC2014ITP12007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 `Except` BOT CHORD 1-21,3-21,3-19,5-19,5-16,8-16,8-14,10-14: 2x4 SP No.1 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1269/0-8-1, 16=3763/0-4-0 (req.0-4-7), 13=952/0-5-10 Max Uplift22=-122(LC 4), 16=-296(LC 4), 13=-70(LC 4) Max Grav22=3459(LC 14), 16=10711(1-C 14), 13=2036(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2916/120, 1-2=-7146/209, 2-3=-7146/209, 3-4=-7903/229, 4-5= 7903/229, 5-6=-202/7132, 6-7=-202/7132, 7-8=-202/7132, 8-9= 3096/60, 9-10=-3096/60, 10-11=-321/7, 11-12=-338/2 BOT CHORD 22-23=-17/393, 21-23=-17/393, 21-24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25-26= 296/ 10113, 19-26=-296/10113, 19-27=-48/1407, 18-27=-48/1407, 18-28=-48/1407, 17-28=-48/ 1407, 17-29= 48/1407, 29-30=-48/1407, 16-30=-48/1407, 16-31=-672/29, 31-32=-672/ 29, 15-32= 672/29, 15-33=-672/29, 33-34=-672/29, 14-34=-672/29, 14-35=-7/ 321, 13-35= 7/321, 12-13=-7/321 WEBS 1-21=-207/7289, 3-21=- 3231/95, 3-20=0/2090, 3-19=-2406/73, 5-19=-197/7074, 5-17= 14/1006, 5-16=-9297/ 272, 7-16=-519/96, 8-16= 6959/186, 8-15=-11/1198, 8-14=-96/4059, 10-14=-57/ 2990, 10-13=-863/91 Structural wood sheathing directly applied or 5- 7-12 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0- 0 oc bracing, Except: 6-0-0 oc bracing: 15-16, 14-15. NOTES- (14) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph ( 3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. Continued on Daqe 2 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 MiTek6 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 is always required for stability and to prevent collapse with possible personal intury and property damage. for general guidance regarding the fabrication, storage, delivery, erection and bracing of misses and buss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, MiTek° 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624957 TBO163 FG1 Flat Girder 1 nL Job Reference (optional) Builders Firstbource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mil ek Industries, Inc. I hu Nov 30 15:46:58 2017 Page 2 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-OU_ZwBtts I kfAq W CJJX 1 n?dl9?KV W wo0FE5QaDyDywx 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 (Ned. Internal) 2nd Parallel; #18 Dead + 0.75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right); #20 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' 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. 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) Veil: 1-11=-70, 12-22=-20 Concentrated Loads (Ib) 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 M11-7473 rev. 10IV312015 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 trusses and truss systems, seeANSt/TPI t Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Type city Ply T" U"S5 TBO163 Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 3 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46,59 2017 Page 1 1 D:0837CakNCJ U5yS DiOmCDdnyd 11 m-VgYx7 W uVdcs W oz5Otl2GKCAXtOhFFTS9Tuyz6gyDyww 5-1-9 5-1-9 Scale = 1:22.3 2X4 - zxv I I 4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 15.0 Lumber DOL 1.25 BC 0.54 BCLL 0.0 Rep Stress Incr NO WB 0.43 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 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) 3x4 = 10-1 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 5-6 >999 240 MT20 244/190 Vert(TL) -0.11 5-6 >999 180 Horz(TL) 0.02 4 n/a n/a Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 -1 0=-330/832, 10-11=-330/832, 6-11=-330/832, 6-12=-330/832, 5-12=-330/832 WEBS 2-6=0/308, 2-5=-903/358 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1, 108 lb uplift at joint 3 and 107 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 72 lb down and 98 lb up at 1-4-15, 21 lb down and 17 lb up at 1-4-15, 60 lb down and 64 lb up at 4-2-15, 44 lb down and 47 lb up at 4-2-15, and 100 lb down and 117 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, 15 lb down at 4-2-15, 12 lb down at 4-2-15, and 41 lb down at 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 7=42(B) 8=-2(F) 9=-1 31 (F=-72, B=-59) 11=-O(F) 12=-40(F=-20, B=-20) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 1010312015 BEFORE USE. s V Design valid for use only with MiTeka connectors. This design is based only upon parameters shown. and Is for an individual building component, not Notatrusssystem. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall is to buckling Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' building design. Bracing indicated prevent of Is atways required for slabilily and to prevent collapse with possible personal injury and property ckimage. 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, DSB-89 and BCSI Building Component Tampa, FL 33610SafetyInformationavailatNefromTrussPlateInsiihrie, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type city Ply T12624959 TBO163 H7B Diagonal Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Flonda 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:46:59 2017 Page 1 I D:0837CakNCJ U5yS DiQ mC Ddnyd 11 m-VgYx7 W uVdcs W oz5Otl2GKCAY4OhFFTP9Tugz6gyDyww 1-5-0 5-3-15 9-10-1 1-5-0 5-3-15 4-6-1 Scale = 1:21.1 3x4 = 5-3-15 9-10-1 5-3-15 4-6-1 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 0.48 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.12 6-7 984 180 BCLL 0.0 Rep Stress Incr NO W B 0.43 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. lb/size) 4=158/Mechanical, 2=513/0-10-15, 5=339/Mechanical Max Herz 2=117(LC 22) Max Uplift4=-89(LC 4), 2=-154(LC 4), 5=-66(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1051/218, 8-9=-1030/230, 3-9=-996/238 BOT CHORD 2-11=-297/998, 11-12=-297/998, 7-12=-297/998, 7-13=-297/998, 6-13=-297/998 WEBS 3-7=0/278, 3-6=-1043/310 Structural wood sheathing directly applied or 5-8-1 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 Ib down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=94(F=47, B=47) 10=-97(F=-49, B=-49) 13=-36(F=-18, B=-18) WARNING - 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 MllekV 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 incogorate this design into the overall building design. Bracing indicated is to prevent buckilw 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, erection and txacing of trusses and truss systems, seeANSI/TPtt 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 T12624960 TB0163 HJ2 Diagonal Hip Girder 2 1 Job Reference (optional) Builders FTrstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:00 2017 Page 1 ID: 0837CakNCJU5ySDiQmCDdnydl 1 m-zs5JKsv7Nv_NP7gbRkZVsQjmKo8x_OLIiYaXe6yDywv 1- 5-0 2-7-1 150 271 2x4 = 2- 7-1 Scale = 1:9.2 LOADING ( psi) SPACING- 2-0-0 CS1. 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: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=1/Mechanical, 2=21810-4-9, 4=23/Mechanical Max Horz 2=68(LC 4) Max Uplift3=-55(LC 19), 2=-108(1-C 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. NOTES- ( 9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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 Mll-7473 rev. IOIV312016 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 Nil' atrusssystem. Before use, The building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek` is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availalble front Truss Plate Institute, 218 N. Lee Street, Stlite 312, Alexandria, VA 22314. Tama, FL 33610 Job Truss Truss Type Qty Ply T12624961 T80163 HJ7 Diagonal Hip Girder 7 1 Job Reference (optional) BUllders FlrstSource, I ampa, Plant City, Florida 33566 /_64U S Aug 16 2011 MI I eK Industries, Inc. I nu Nov 3U 15:4/:UU 201 / Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-zs5JKsv7Nv_NP7gbRkZVsQjiRolc_wlliYaXe6yDywv 1 -1-5-0 5-1-9 1 9-10-1 1-5-0 5-1-9 4-8-7 Scale = 1:22.4 I" 1o. 3x4 — eX4 11 30 = 1 5-1-9 5-1-9 9-10-1 1 4-8-7 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 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/TPI2007 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 Uplift4=-110(LC 4), 2=-148(LC 4), 5=-89(LC 8) FORCES. (Ib) - 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. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.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 (Ib) Vert: 8=89(F=45, B=45) 10= 118(F=-59, B=-59) 13=-39(F_ 20, B=-20) 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 shown, and Is for an individual building component, not ISOatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Bracing indicated is to buckling individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` building design. prevent of 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 tfUSSe.S and truss systems, seeANSI/TPH Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624962 T60163 T01 Hall 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 15:47:01 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl im-R3fhYCvl8D6E1HFn?S4kPdFvfCKRjIQSxCJ4BYyDywu 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 14-8-p r 1-0 3-10-14 3-1-2 3-6-4 3-9-12 -4- 4x6 - 3x4 = 10 5 11 12 Scale = 1:26.4 3x8 — IT0 3x4 = 3x8 = oxo 3x6 11 7-0-0 10-6-4 14-4-0 1 -8-0 7-0-0 3-6-4 3-9-12 6-4- Plate Offsets (X Y)-- j8:0-3-8 0-1-81 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 0,41 Vert(LL) 0.07 2-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.22 2-9 760 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.72 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=1327/0-4-0, 2=1115/0-8-0 Max Horz2=119(LC 19) Max Uplift7=-350(1_C 4), 2=-333(LC 4) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10= 2054/531, 5-10=-2054/531, 5-11=-1626/436, 11-12=-1626/436, 6-12=-1626/436, 6-7=-1235/380 BOT CHORD 2-9=-649/2227, 9-13=-436/1626, 8-13=-436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9=-128/523, 5-8=-847/351, 6-8=-505/1879 Structural wood sheathing directly applied or 3-7-1 oc puffins, except end verticals. Rigid ceiling directly applied or 7-3-15 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 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 350 lb uplift at joint 7 and 333 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 lb down and 125 lb up at 7-0-0, 135 lb down and 125 lb up at 9-0-12, and 135 lb down and 125 lb up at 11-0-12, and 135 lb down and 125 lb up at 13-0-12 on top chord, and 374 lb down and 83 lb up at 7-0-0, 87 lb down at 9-0-12, and 87 lb down at 11-0-12, and 87 lb down at 13-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4= 70, 4-6=-70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-135(B) 9=-374(B) 10=-135(B) 11=-135(B) 12=-135(B) 13=-63(B) 14=-63(B) 15=-63(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with 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 l building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly darnage. for general guidance regardirrg 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 T12624963 TBO163 T02 Halt Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:02 2017 Page 1 I D:0837CakNCJU5yS DiQmCDdnyd 11 m-vFD41YwNvXE4fRgzYgczxro4Sch W Ss8bAs3dj_yDywt 1-0-D 4-10-14 9-0-0 14-4-0 1 -8- 1-0-0 4-10-14 4-1-2 5-4-0 0-4- 4x6 = 10 Scale= 1,26.2 3x4 = IcpM0 3x6 = 3x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 15.0 Lumber DOL 1.25 BC 0.70 BCLL 0.0 Rep Stress Incr YES WB 0.30 BCDL 10.0 Code FBC2014ITP12007 Matrix) 14-4-0 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.14 2-7 >999 240 MT20 244/190 Vert(TL) -0.38 2-7 >440 180 Horz(TL) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=619/0-4-0, 2=721/0-8-0 Max Herz 2=147(LC 8) Max Uplift6=-174(LC 8), 2=-225(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8= 1258/587, 3-8=-1226/598, 3-4=-800/332, 4-9=-707/352, 9-10=-706/352, 5-10=-706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=-468/356, 5-7=-388/791 Weight: 69 lb FT = 20% Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. Rigid ceiling directly applied or 7-0-4 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 9-0-0, Exterior(2) 9-0-0 to 13-2-15 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water pending. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 6 and 225 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. pq 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. 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 rx>ssible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSt/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T72624964 TBO163 T03 Common 4 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 71 1-0-0 , 5-7-4 5-0-12 4x6 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:02 2017 Page 1 D:0837CakNCJU5yS DiQmCDdnyd 11 m-vFD41YwNvX E4fRgzY9czxro4lcjSStlbAs3dj_yDywt 5-0-12 5-7-4 Scale = 1:38.3 3z4 = 3x4 = 3x4 = 3x4 = 3z4 = I" o 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 Plate Offsets (XY)-- j2:0-1-0 Edge], (6:0-1-0 Edgel 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 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc pUrlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz 2=100(1-C 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=-1509/59613-11=-1385/582, 4-11=-1296/593, 4-12=-1307/623, 5- 12=-1397/605, 5-13=-1497/625, 6-13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7-8=-214/898, 6-7=-456/1342 WEBS 4-7=-193/522, 5-7=-339/267, 4-9=-182/505, 3-9=-331/264 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone;C-C for members and forces & 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 193 ib 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 M1TEK REFERANCE PAGE M11-7473 rev. 1010312016 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. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always requured for slabilffy and to prevent collapse with i x)sstble personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and inns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Satety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624965 T60163 T04 Common 1 i Job Heference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. I hu Nov 30 15:47:03 2017 Page 1 I D:0837CakNCJU SySDiQmCDdnyd 11 m-N RnSzux?ggMxHbPA6t7C U2LFmO2tBJ41O W oB FRyDyws 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 1-0-0 310 Scale = 1:38.5 4x6 = 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 14-0-8 21-4-0 7-3-8 6-9-0 7-3-8 Plate Offsets (X Y)-- f2:0-1-0 Edgej j6 0-1-0 Edgel LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl 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 ' I 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 Horz2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11 =-1 578/565, 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, 9-1 0=-1 82/892, 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. 11; 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) = This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/0,W015 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 is to buckling individual truss web and/or chord members only. Additional temporary and peirnanenl bracing MiTek` building design. Bracing indicated prevent of is always required for stability and io preveni collapse with possible. r)Pfsorxri infuryand Fxor -.rty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T12624966 T80163 T05 Hip 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City. Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:04 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-rdLgAEyeR81JoulzMgaeR1 GtPzPLFwniudAYkntyDywr 11-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 1-0-o 4-9-4 4-2-12 3-4-0 4-2-12 - 4-9-4 1-0-0 31 4x6 = 5x8 = Scale = 1:39.0 3x6 = 3x6 = 3x8 = 4x6 = 3x4 = 120 9-0-0 12-4-0 1 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 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(ILL) 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 FBC2014lTP12007 Matrix) Weight: 105 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. (Ib/size) 2=1023/0-8-0, 7=1023/0-8-0 Max Horz2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 Structural wood sheathing directly applied or 4-4-13 oc purlins. Rigid ceiling directly applied or 7-10-12 oc bracing. NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-8-11 to 22-4-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 1010312015 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, no] _" « pa 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 temrxxary and permanent bracing MiTek' is always required for stability and to revent collapse wHh rx.>Wble personal infury and pror)p,rty darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and IRI55 systems, se.eANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee SireeL Suite 312, Alexandria, VA 22314. - Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624967 TBO163 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 15AT.05 2017 Page 1 I D:0837CakN CJ U5yS DiQ n1C Ddnyd 11 m-JgvCOayGCScf W vYYE H 9gZTQaipiKfD51 sq H I KJyDywq 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 31 Scale = 1:39.0 4x6 = 3x8 = 4x6 = 4 14 5 15 6 3x6 = 3x8 — 3x4 = 2x4 II 3x8 = 3x6 = I 0 7-0-0 10-8-0 14-4-0 21-4-0 i 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 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.21 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 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 Horz2=-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=-378/460, 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 lb 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 (pit) Vert: 1-4=-70, 4-6=-70, 6-9=-70, 2-8=-20 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1.7473 rev. l aV3/20f5 BEFORE USE. Design valid for use only with tvIITe-k6 connectors. This design Is based only upon parameters shown, and Is for an IndlAdual 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 permanent bracing M iTek' prevent 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, se.eANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624967 TBO163 T06 Hip Girder 1 1 Job Reference (optional) builders tlrsr5ource, lampa, Ylanl Gey, Flonoa 3:5D66 r.oau s,vug 1 o zu i r mi i arc muusuies, inc. inu—v ov ro—.vo zvir rayec I D:0837CakNCJ USyS DiQmCDdnyd 11 m-JgvCOayGCSctW vYYE H 9gZTQaipiKfD51 sq H IKJyDywq LOAD CASE(S) Standard Concentrated Loads (Ib) 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 - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Design valid for use only with MI1ek6) 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 prickling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' I-. always required for stability and 10 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/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 Qry Ply T12624968 T80163 T07 Half Hip Girder 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MfTek Industries, Inc. Thu Nov 30 15:47:05 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-JgvCOayGCScfWvYYEH9gZTQZspnYfES1 sgHIKJyDywq 1-0-0 3-9-4 7-0-0 10-10-7 1-0-0 3-9-4 3-2-12 3-10-7 4x6 — 3x4 = Scale: 1/2"=1' 3x4 = 7 6 2x4 11 7-0-0 3x8 = 7-4-1$ 10-10-1 10-}0-7 7-0-0 4-1 3-5-2 0-8-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 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 FBC2014fTP12007 Matrix) Weight: 58 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=77/0-4-15, 2=362/0-8-0, 7=1067/0-11-5 Max Horz2=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 (Ib) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 6, 70 lb uplift at joint 2 and 481 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=-124(B)7= 325(13)8=-124(B)9=96(B) WARNING - Verify deslgn parameters and RLAD NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE AM-7473 rev. 101032015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Individual truss chord members only. Additional temporary and permanent bracing MiTek' building design. Bracing indicated Is to prevent buckling of web and/or is always required for stability and to prevent collapse with possible personal injury and properly darnage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and inks systems, seeANSI/TPI] Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Job Truss Truss Type Qty Ply T12624969 TBO163 T08 Hip Girder t 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 3-9-4 1-0-0 3-9-4 3-2-12 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:06 2017 Pagel I D:0837CakNCJ U5yS DiOmC Ddnyd l l m-nOTabwzuzlkW 827kn?gv6hznQD2LOhJ B5U 1 rsmyDywp 8-0 11-10-12 15-8-0 16-8-0 8-0 3-2-12 3-9-4 Scale = 1:29.5 4x6 = 4x6 = 3x4 5- 3x4 = 3x4 7-0-0 8-8-0 15-8-0 7-0-0 1-8-0 7-0-0 Plate Offsets (X Y)-- j2:0-2-10 0-1-81 f7:0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Ven(LL) 0.07 2-10 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.20 2-10 927 180 BCLL. 0.0 Rep Stress Incr NO WB 0,16 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1197/0-3-8, 7=1197/0-3-8 Max Horz 2=67(LC 7) Max Uplift2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2048/1054, 3-4=-1810/999, 4-5= 1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2-10=-929/1774, 9-10= 817/1583, 7-9=-868/1774 WEBS 3-10= 293/211, 4-10=-206/425, 5-9=-207/425, 6-9= 294/211 Structural wood sheathing directly applied or 3-11-0 oc pUrlins. Rigid ceiling directly applied or 6-1-5 oc bracing. 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 552 lb uplift at joint 2 and 552 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 243 lb down and 258 lb up at 7-0-0, and 243 lb down and 258 lb up at 8-8-0 on top chord, and 250 lb down and 228 lb up at 7-0-0, and 250 lb down and 228 lb up at 8-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (Ib) Vert: 4=-196(F) 5=-196(F) 10-229(F) 9=-229(F) 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 MilekO connectors. lhls 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 Ixwckling of Individual truss web and/or chord members only. Additional temporary and permanent txaclog MiTek' Is always required for statAtily and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312. Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty plyT12624970 T60163 T09 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*47:07 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnyd1 l m-GCOzoG_W k3sNICixLiB8euVnBdNS78oKJBmOOCyDywo 1-0-0 7-10-0 15-8-0 16-8-0 1-0-0 7-10-0 7-10-0 1-0-0 Scale = 1:29.3 4x6 = Im0 3x6 = 2x4 11 3x6 = 7-10-0 15-8-0 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.29 2-6 642 180 BCLL 0.0 Rep Stress Incr YES W B 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 59lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=772/0-3-8, 4=772/0-3-8 Max Harz 2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-994/360, 7-8=-872/368, 3-8=-844/382, 3-9=-844/382, 9-10=-872/368, 4-10= 994/360 BOT CHORD 2-6=-180/775, 4-6=-180/775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 2 and 174 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek(3) connectors. this design Is based only upon parameters shown, and is for an individual twilding 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 lemporary, and permanent tracing M iTek' is always required for stability and to prevent collapse with possible persortal injury and property carnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624971 T60163 710 Common 3 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-0-0 i 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:08 2017 Page 1 I D:0837CakNCJU5ySDiQmCDdnyd 11 m-kPaL0b?8V N_EN MH 7vQjNB62y? 1 j W sb2UYo W yweyDywn 7-10-0 15-8-0 7-10-0 7-10-0 4x6 - 3x6 = 2x4 11 dxb Scale = 1:28.7 7-10-0 7-10-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.11 4-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 4-5 604 180 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 57 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except` TOP CHORD Structural wood sheathing directly applied. 3-4: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 Max Horz2=77(LC 12) Max Uplift4=-145(LC 13), 2=-175(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-6=-1012/367, 6-7=-890/375, 3-7=-862/389, 3-8=-857/407, 8-9=-888/391, 4-9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227/791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 4 and 175 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek(D connectors. this design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the 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 permanent bracing MiTekprevent 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 8CSl Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312,Nexandria. VA 22314. Job Truss city PlyTT60163F., ussType T1t ch 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*47:08 2017 Page 1 1 D:0837CakNCJU5ySDiQmCDdnyd11 m-kPaL01b?8VN_ENMH7vQjNB62751 iosV2UYoW yweyDywn 7-8 3-4-8 Scale = 1:22.4 dxo I I 4x6 = 3-7-8 7-0-0 3-7-8 3-4-8 Plate Offsets (X Y)-- j5:0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.02 1-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.06 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.53 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=1319/0-3-8, 4=1303/Mechanical Max Horz 1=142(LC 8) Max Upliftl=-278(LC 8), 4=-346(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1824/358 BOT CHORD 1-6=-421/1596, 5-6=-421/1596, 5-7=-421/1596, 4-7=-421/1596 WEBS 2-5=-270/1392, 2-4=-1793/472 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 278 lb uplift at joint 1 and 346 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 lb down and 165 lb up at 1-4-12, and 673 lb down and 165 lb up at 3-4-12, and 673 lb down and 165 lb up at 5-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 5=-673(B)6=-673(B) 7=-673(B) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® 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 design. Bracing Indicated is to buckling of individual truss web and/or chord mernbers only. Additional temporary and permanent bracing MiTek' building prevent IS always reyuired 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 busses and truss syslenls, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tarnpa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee StreeL Sufte 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T72624973 TBO163 T12 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 15:47:09 2017 Page 1 I D:0837CakNCJ U5ySDiQmC Ddnyd 11 m-CbBj Dx?mGg65? W SJT7EckJbEOQ2kbxxdnS FVT4yDywm r1-0-0 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 3-9-4 3-2-12 5-4-9 5-2-13 5-4-9 3-2-12 46 = 5x8 = 3x4 = 5x6 6.00112 4 5 16 6 17 18 7 I 2 Scale = 1:54.9 9 i 10 i 13 19 20 21 22 3x8 - 15 14 6x12 MT20HS = 12 11 3x12 MT20HS 5x8 = 5x6 = 5x8 = 2x4 11 2x4 2x4 3 8 7-0-0 12-4-9 17-7-7 23-0-0 1 30-0-0 7-0-0 5-4-9 5-2-13 5-4-9 7-0-0 Plate Offsets (X Y)-- (2:0-2-10 0-1-8j f7:0-3-12 0-2-12j j9:0-2-9 0-1-81 f12:0-3-0 0-3-8) LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.30 12-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.68 12-14 >523 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.62 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 176 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. 4-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2157/0-3-8, 9=2469/0-3-8 Max Horz 2=-67(LC 32) Max Uplift2=-741(LC 5), 9=-1108(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4171/1559, 3-4=-3928/1526, 4-5=-3539/1412, 5-16=-5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18= 4141/2146, 7-18=-4142/2146, 7-8=-4594/2336, 8-9=-4821/2350 BOT CHORD 2-15= 1393/3663, 14-15=-2272/5514, 13-14=-2272/5514, 13-19=-2272/5514, 19-20=-2272/5514, 12-20=-2272/5514, 12-21- 2782/5962, 21-22=-2782/5962, 11-22=-2782/5962, 9-11=-2043/4241 WEBS 4-15=-550/1429, 5-15=-2426/1167, 5-14=-101/644, 5-12=-831/695, 6-12=-104/555, 6-11=-2223/901, 7-11= 669/1428, 8-11=-283/227 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 741 lb uplift at joint 2 and 1108 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 139 lb up at 16-11-4, 124 lb down and 139 lb up at 18-11-4, and 124 lb down and 139 lb up at 20-11-4, and 243 lb down and 258 lb up at 23-0-0 on top chord, and 1282 lb down and 366 lb up at 15-8-12, 24 lb down and 141 lb up at 16-11-4, 24 lb down and 141 lb up at 18-11-4, and 24 Ito down and 141 lb up at 20-11-4, and 250 lb down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard uontlnuea on paqe 2 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. this design Is based only upon parameters shown. and Is for an individual building component not a truss system. Before use. the building designer must verify the applicablllty 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 txacing MiTek is always required for slabllity 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 T12624973 TBO163 T12 Hip Girder 1 1 Job Reference (optional) Builders Firsl5ource, Tampa, Plant City, Honda 33566 64V S Aug 16 Z111 / MI I eK tnaUSlnes, Inc. I nu ivov 3 10:4/:u` zvl l rage z I D:0837CakN CJ U 5yS DiQmCDdnyd 11 m-CbBj Dx?mGg65? W sJT7 EckJbEOQ2kbxxdnSFVT4yDywm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-7=-70, 7-10=-70, 2-9=-20 Concentrated Loads (Ib) Vert: 7=-196(F) 11=-229(F) 16=-124(F) 17=-124(F) 18=-124(F) 19=-1282(F) 20=96(F) 21=96(F) 22=96(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ qw 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 pp !!! building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent rAcK Ing MiTek` Is always regrdred for stability and to prevent collapse with possItAe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Racing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624974 TBO163 T13 Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MITek Industries, Inc. Thu Nov 30 15:47:10 2017 Page 1 I D:0837CakNCJ USySDiQmC Dd nyd 11 m-gni5R HOO1 _Eycg R W OrlrGX7PbgLl K P5n?6?3?XyDywl 1-0-Oi 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 31-0-0 1-o-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0' M 1 0 4x6 = 3x8 = 4x6 = 15 ' 16 6 Scale = 1:53.5 3x6 = 13 3x4 = 11 10 3x6 = 3x8 = 3x8 — 2x4 i I ro 1 6 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/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 * Rep Stress Incr YES W B 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=-84(LC 10) Max Uplift2=-262(LC 12), 8= 262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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=-1874/89116-16=-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, 6-1 0=- 172/602, 7- 10=-334/295 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31- 0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 1010312015 BEFORE USE. Sol' DesignvalidforuseonlywithMlTekOconnectors. This design is based only upon parameters shown. and Is for an individual building component not -- g a truss system. Before use, the building designer roust verify the applicability of design parameters and properly incorporate this design into the overall iii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property darnoge. 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 T12624975 TBO163 T 14 Hip 2 1 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:11 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-8_GTedl 1 olMpEgOiaYG4pkga8E113vKwEmkcXzyDywk r1-0-0 5-9-4 11-0-0 19-0-0 24-2-12 30-0-0 31-0-0. 1-0-0 5-9-4 5-2-12 8-0-0 ' 5-2-12 5-9-4 1-o-0' 1 0 5x8 = 1617 4x6 = Scale = 1:53.5 3x6 = 13 12 10 a 3x6 = 2x4 II 3x4 = 3x6 = 3x8 = 2x4 II Ie 0 5-9-4 11-0-0 19-0-0 24-2-12 1 30-0-0 5-9-4 5-2-12 8-0-0 5-2-12 ' S-9-4 Plate Offsets (X,Y)-- j4 0-5-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 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 FBC2014ITP12007 Matrix) Weight: 151 lb FT = 20°i LUMBER- BRACING - TOP CHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. 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. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=-1972/850, 4-15=-1824/868, 4-16=-1701/854, 16-17=-1701/854, 5-17=-1701/854, 5-18=-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10=-794/2139, 7-9=-794/2139 WEBS 3-12=-515/300, 4-12= 74/465, 5-10=-73/465, 6-10= 514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat- II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 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 Ib 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 - Verfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 rev. IOM32015 BEFORE USE. Design valid for use only with MITekV 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 Wrnanenl bracing MiTek Is always required for stability and to prevent collapse with possltAe personal Injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and taus 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 334510 Job Truss Truss Type Qty Ply T80163 T15 Hip 2 1 tiJobReference (optional) Builders Rn"Source, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:11 2017 Page 1 I D:0837CakNCJU5ySDiQmCDdnydl 1 m-B_GTedl 1 olMpEgOiaYG4pkgZ1 Ek53gAwEmkcXzyDywk rt-0-0 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 r31-0-0. 1-0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 1-0-0' 5x8 = 46 = Scale = 1:53.5 3x6 = 13 12 10 9 3x6 = 2.4 11 3x4 3x8 = 2x4 11 3x4 = 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 r 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 Plate Offsets (X,Y)-- 4:0-6-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft 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/TP12007 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 7=1417/0-3-8 Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-15=-1670/794, 4-5=-1503/793, 5-16=-1671/794, 6-16=-1783/773, 6-17=-2371/955, 7-17=-2466/936 BOT CHORD 2-13=-737/2107, 12-13=-737/2107, 11-12=-416/1502, 10-11=-416/1502, 9-10=-746/2106, 7-9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MilekO 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 rnernl:x rs only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possibAe personal injury and property damage. For general guidance regarding the fabricalion, storage., delivery, erection and bracing of trusses and tnrss 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 T12624977 TBO163 T16 Common 8 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:12 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnyd 11 m-cAgrsz2tZbUgszbu8FnJ LyDgQe38oLk3TQU93PyDywj r1-0-0 7-9-4 15-0-0 22-2-12 30-0-0 $1-0-0, 1-0-0 7-9-4 7-2-12 7-2-12 7-9-4 1-0-0, m 1 4x6 = 6.00 F12 Scale = 1:52.6 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = ro f 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 0.89 Vert(LL) 0.35 10-12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.71 2-12 506 180 BCLL 0.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 137 lb FT = 20°! LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8, 8=1417/0-3-8 Max Horz2=135(LC 11) Max Uplift2=-309(LC 12), 8=-309(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2369/831, 3-13=-2267/853, 3-4=-2076/819, 4-14=-1946/832, 5-14=-1941/844, 5-15=-1941/844, 6-15=-1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2-12=-614/2016, 12-17=-283/1326, 11-17=-283/1326, 11-18=-283/1326, 10-18=-283/1326, 8-10=-634/2016 WEBS 5-10=-271/820, 7-10=-522/380, 5-12=-271/820, 3-12= 522/380 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(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 Mll-7473 rev. 10103120IS BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW Is always required for slability and to prevent collapse wflh possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and t.Nacing of trusses and taus systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piale Institute, 218 N. Lee Street. Suite 312 Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624978 TBO163 T17 HIP 1 i Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 Mi I ek Industries, Inc. I hu Nov 30 15:4/:14 zit r rage 1 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-YZycHf3v4DIN 5HkH FgpnQN I?J RijG82MwkzG8lyDywh pl-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 31-0-0 1-0-0 3-9-4 ' 3-2-12 4-0-14 3-11-2 3-11-2 ' 4-0-14 3-2-12 3-9-4 1-0-0' Scale = 1:53.5 4x6 = 3x8 = 2x4 II 3X8 = 4x6 = 6 on 171-9 4 18 5 19 b 20 r 21 2x4 I 2X4 i 3 9 0 t7 22 16 23 15 14 24 13 25 12 5x8 = 5x8 = 3x8 = 2x4 11 400 MT20HS = 2x4 11 3x8 = 3x8 = 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 i _ 30-0-0 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014ITP12007 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) CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 WB 0.88 Horz(TL) 0.26 10 n/a n/a Matrix) Weight: 160 lb FT = 20% 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18=-3951/1957, 5-19=-5799/2416, 6-19=-5799/2416, 6-20=-5799/2416, 7-20=-5799/2416, 7-21=-4439/1684, 8-21=-4439/1684, 8-9=-4925/1833, 9-10=-5086/1830 BOT CHORD 2-17=-1868/3978, 17-22=-2374/5156, 16-22=-2374/5156, 16-23=-2374/5156, 15-23=-2374/5156, 14-15= 2374/5156, 14-24=-2108/5565, 13-24=-2108/5565, 13-25=-2108/5565, 12-25= 2108/5565, 10-12= 1563/4429 WEBS 3-17=-294/267, 4-17=-634/1435, 5-17=-1660/690, 5-14=-7/895, 6-14=-548/311, 7-14=-329/380, 7-13=0/313, 7-12=-1553/735, 8-12=-499/1635, 9-12=-274/277 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 250 lb down and 228 lb up at 7-0-0, 24 lb down and 141 lb up at 9-0-12, 24 lb down and 141 lb up at 11-0-12, 95 lb down at 13-0-12, 95 lb down at 15-0-0, 95 lb down at 16-11-4, 95 lb down at 18-11-4, and 95 lb down at 20-11-4, and 424 lb down and 122 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1=12015 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 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 permanent bracing MiTek" prevent is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regard1mg; the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T12624979 TBO163 T18 Hip Girder t 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 t 5:4715 2017 Page 1 1 D:0837CakNCJ USySDiOmODdnyd 11 m-1 IV_U?4XrW tEj RJTp0LOzagA6r3??bP W 9N ipgkyDywg 1-0-0 1-10-8 6-1-7 10-2-9 14-5-8 16-4-0 1-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 6.00 F12 6x8 = 2x4 I I 5x8 = 4x6 = s 13 ° 14 15 ' 16 6 3x6 = 2x4 11 5x8 = 6x12 fviT20HS WB = 6x8 = __ Scale = 1:29.6 3x6 = 1 -10-8 6-1-7 10-2-9 14-5-8 16-4-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-8 Plate Offsets (X,Y)-- j3:0-6-4 0-2-81 (8:0-3-8 03-0j j11:0-1-8 0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 9-11 603 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.87 9-11 221 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a I BCDL 10.0 Code FBC2014ITP12007 Matrix) I Weight: 74 lb FT = 20°i LUMBER - TOP CHORD 2x4 SP No.2 *Except* 3-6: 2x4 SP No.1 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except` 3-11,5-11,5-8: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 7=1785/0-3-8, 2=1519/0-3-8 Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. WEBS 1 Row at midpt 5-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14=-6309/1430, 14-15=-6309/1430, 5-15=-6309/1430, 5-16=-3280/709, 6-16= 3280/709, 6-7=-3529/749 BOT CHORD 2-17=-573/2505, 12-17=-573/2505, 12-18=-577/2549, 18-19=-577/2549, 19-20=-577/2549, 11-20=-577/2549, 11-21 =-1 484/6744, 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=S.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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7 and 341 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. uortunuea on page z WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Mini" 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. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal injury and properly darnoge. For general guidance regarding the fabrication, storage, delivery, erection and bacing 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 T12624979.. TBO163 T1 B Hip Girder 1 1 Job Reference (optional) Builders Flrstsource, l ampa, Plant city, 1-londa 83566 t.ovu smug io zuir mi i eK muusmes, in, nm rvov ov I—I.Ia cvu rayec I D:0837CakNCJ U5yS DiQmC Ddnyd 11 m-1 IV_U?4XrW tEj RJTpOLOzagA6r3??bP W 9NipgkyDywg NOTES- (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 63 Ib down and 29 Ib 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 Ib down and 29 Ib up at 14-5-8 on top chord, and 24 Ib down and 14 lb up at 1-1-1, 18 Ib down at 1-10-8, 109 Ib down and 371b 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=- 1 09(B) 20=- 1 99(B) 21 =-289(B) 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. I M372015 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 - r 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. Wacing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always require(] for stabl111y and to prevent collapse with possible personal injury and property damoge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI I Quality Criteria, DSB-89 and 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 T12624980 TBO163 Vol Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15,47:15 2017 Page 1 I D:0837CakNCJ U5yS DiQmCDdnyd l l m-1 IV_U?4XrW tEjRJTpOLOzagLprEl?o2 W 9NipgkyDywg 4-0-0 2x4 i 2x4 II 2 Scale = 1:13.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC20141TI2007 Matrix) Weight: 14 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8, 3=145/3-11-8 Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3=-55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekt9 connectors. This design is based only upon parameters shown, and is for an individual building component, not q 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 MiTek` Is always required for stability and 10 prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and pacing 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 T12624981 T80163 V02 Valley 2 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33666 2x4 i 2-" 7.640 s Aug 16 2017 MiTsk Industries, Inc. Thu Nov 30 15:47:16 2017 Page 1 I D:0837CakNCJ U5ySDiOmCDdnyd 11 m-V x3MhL59cq?5KbufN 5s FW oNZtFcJkF IfO l SNCByDywf LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8, 3=55/1-11-8 Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building com foonent, 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 rxopedy darnarge. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instifule, 218 N. Lee Street. Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T/2624982 TS0163 V03 Valley 1 1 Job Reference (optional) aumers rustaource, Tampa, rtant uny, rionoa s6bbb 1-10-8 6-2-0 1-10-8 4-3-8 6.00 12 4x6 = 2 2x4 3 r.bev s,vug rb ZU1 r MueK mausrries, mc. mu Lvov av ro:vr:ro zvi r rage i I D:0837CakNCJ U 5yS DiOmCDdnyd 11 m-Vx3M hL59cq?5KbutN5sFW oNV7FaikE2tO l SNCByDywf 4-3-8 1-10-8 Scale = 1:20.5 4x6 = 3x4 O 8 7 6 3x4 2x4 II 2x4 II 2x4 II 10-5-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 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 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix) 12-4-0 PLATES GRIP MT20 244/190 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. lb) - Max Harz 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 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.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, Interior(1) 6-2-0 to 10-5-8, Exterior(2) 10-5-8 to 11-8-7 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 100lb uplift at joint(s) 1, 5, 8, 6 except Qt=lb) 7=123. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. RV03/2015 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 Wokling of individual truss web and/or chord rnernbers only. Additional temporary and permanent brcMing MiTek' is always required for stability and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fatxlcalion, 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 Job Truss Truss Type City Ply T12624983 TBO163 VO4 Valley 1 1 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 6.00 12 3x6 i 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:17 2017 Page 1 I D:0837CakNCJ U5yS DiQmCDdnyd 11 m-z8dkvg6nN87yylTsxpN U2?wf2foYTiYpchBwldyDywe 6-5-8 8-4-0 4-7-0 1-10-8 2 5 6 3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) n/a n/a 999 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 FBC2014/1'PI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 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 Scale: 3/4"=1' 3x6 PLATES GRIP MT20 244/190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-8-9 oc bracing. NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exierior(2) 0-7-9 to 6-1-7, Intedor(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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift atjoint(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 MMEK REFERANCE PAGE 111II-7473 rev. IOIV312015 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 vedfy the applicatAity, 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 dalrnalge. For general guidance regarding the fabrication, storage, delivery. erection and bracing of t1uSSe.S 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 T12624984 TBO163 V05 Valley 1 1 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 1-10-8 6.00 12 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Nov 30 15:47:17 2017 Page 1 I D:0837CakNCJ U 5ySDiQmCDdnyd 11 m-z8dkvg6nN87yylTsxpN U2?wkNfwwTiYpchBwldyDywe 2-5-8 4-4-0 0-7-0 1-10-8 3x4 = 3x4 - 2x4 i 2x4 J Scale = 1:8.4 O OrB 4-4-0 0-0-8 4-3-8 Plate Offsets (X Y)-- 2:0-2-0 0-2-81 [3:0-2-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.05 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/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. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. 8) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - 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 - Y a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Awildingdesign. 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 prevenl collapse with possible personal Injury and property damage. For general guidance regarding the fob tic:ation, storage, delivery, erection and tracing of trusses and tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available born Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria, VA 22314. Tampa. FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/ ' Center plate on joint unless x, ya offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-in-sixteentIns. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. C1-2 C2-3 2. Truss bracing must be designed by an engineer. For o WEBS ca,4 4 wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I C n p bracing should be considered. r = ILI 3. Never exceed the design loading shown and never inadequately braced trusses. CL° O stack materials on a_ 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate plates 0-1nb" from outside C7-8 C6-7 C5-6 BOTTOM CHORDS designer, erection supervisor, property owner and all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports; use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type. see, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13, Top chords must be sheathed or_purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values9Y 14. Bottom chords require lateral bracing th 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary but 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. ffin (0 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone s not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 6 6 e D4-4—b FI -Q—GI RECORD COPY J LDING SA FDEtD FPAR 7_.5650 GEARING HEIGHT 56HEPULE Hanger List H1 HTU26 H2 THA422 NOTE5: 1.) REFER TO HID 91 (RECOMMENDATIONS FOR HANDLING INSTALLATION AND TEMPORARY DRACIN6.) REFER TO ENGINEERED DRAWINGS FOR PERMANENT DRALING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRALING REQUIREMENTS. 3.) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' oz. MAXIMUM 5PAGIN6. UNLE55 OTHERWISE NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE GON5IDERED TO DE LOAD REARING, UNLE55 OTHEPW15E NOTED, 6.) 5Y42 TRU55E5 MU5T DE INSTALLED WITH THE TOP DEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 5IMF50N HTU26 UNLE55 OTHERWI5E NOTED. ALL FLOOR TRU55 HANGER5 TO DE 51MP5ON THA422 UNLE55 OTHERWISE NOTED. 8.) REAM/HEADER/LINTEL (HDR) TO 5E FURN15HED DY DUILDER. 5HOP DRAWING APPROVAL THI5 LAYOUT 15 THE 50LE 50URCE FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARCHITECTURAL OR OTHER TRU55 LAYOUT5. REVIEW AW APPROVAL OF TH15 LAYOUT MhT DE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL 60WITION5 TO INSURE AGAINST 6HANGE5 THAT WILL RE5ULT IN EXTRA CHARGES TO YOU. 2,4u ed kinq htt Taylor Morrison Homes L: Anastasia Included / Game Room K AVDIE55: 0151 ON: TB Lot 163 uE: NT5 k¢Arxor: akDr: 11-30-17 Rick Product Approval Specification Form Permit # A 1 7- 3 6 5 0 r\57"C SANFORD Project Location Address: 504 Red Rose Ln., Lot 163 O cpARI As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, p ease 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 Therma 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 Hun MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 w Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL1630S-R4 Underla ments InterWrap, Inc. Underlayments FL15216-132 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5.Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Skylights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 II fi TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 20' 1 21' 1 7 WINDOW CALL OUTS 26' L^ t2 Sa V2 32 yl 2254 326, LLJ D' S Q 13 54 V2 33 54 23 54 33 54 14 54 U! 34 54 24 5FI 34 54p5le Z 3 15 rr.'. V2 35 $4 25 54 35 5463' 8 12, 3 b S4 IQ 36 54 26 54 1 54 a. VERY M SORr" Y5 FOR ALL u1V00:6. 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Z - GAWZPL4' EcALL5 Ro MAIN FLOOR PLAN NOTES SA' i SCALE; V". I-V fF11 TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS 20' 1 24' WINDOW CALL -OUTS No FG. 201E FG: 30i8 Ffi 4018 FG. H 20' WY 24' 9 620 FS. 20 a FG. 3a20 FG. 4020 F.G. O 36' L530 SH 2O30 SH 3030 % 4030 SN z 184a 54 2O40 SH 3040 5H 4M SHZ48" WA $H IZ 3050 64 4050 5H ll' Pva SH 30ba $H 1 406a S'i IC GC. `=RIFT F04H OPENINGS FOR ALL V.W—S, LJ O Z WNL'OU SIZES AND NSTALLA74N MAY VARY PER YALEFAOTURER 4.VD SPECIRCATIGNS, REFER TO FLOOR PLANS FOR 5TTLE OF Wi4D09 USED (SWILE HNG-SN, CASEMENT- C n. OR FCIED GLASS- FW t # # SALLFYc%2CT CCIg YO RESL,EGPBlP(b S SU ED9 4 Ri -bfERFPLRsT4EDDIarxuL t t i t t t i enak PAF A•D DRAN FLAa). IFG@7T # . AT I' H7. If T. .p' fii7ADE t{' R AL 3F5o 5l or IJ cPc TLE ao L1 52a ram+ . BATH 2 ROOM 2 uY. BATH 3 — BEDROOM 4 3'- 4"x12'-8' b 13'-5'-'-0' 9'- 0' FLAT CLC. 'O 9'-0 FLAT CLG PR7ToW 16Ea, 8 PAN 4m Dfw1 Lai 121 LWR MILL SAfd BIPAS5 6- ft-6 Cl4 N T wilyPS 5. yd A2 TO I h< VSm" RArFCFT r- O 04AX 0. Q I R4'E (111 46 d (AW e ' 44- L RAkW I p GAME ROOM LOFT BEDROOM 3 19'-IJ-aI -1- w: o 10 9'- 0- FLAT CLG. i!'-O aii-{' 1]'-B'.i •-0' 9'- 0' FLAT G. 9'-0' FLAT CLG. I 7 4 I I t a IT- y 4 w T 7'3M w. AT r 9' 0' w Rro5m 757 h 2.4 fO. F PPEit ROOF RA'E RYE RAV DiEAS'AS &'ALL "ML \ N\ — A \ 1 GG E@T R M 6fLLATa ARR To S'LT 7B2 b TO.RL FERF-CM 4 1 PLM DTE6KA5 I I I I U, c 0 ea Nf CA E n Lt Ku 27"36O DTPt AS N= 45NE kOOO KAOERS N L04D CAO !AE x-r Lor t6J TE c. 4M U.L5 WALL BE 7-PLY 2.69 SNP D Yf A ILMI RATE. A100CI TO DME JA7G5' 5AT FCaR-0 FAOI Do IN W SM01A L51a SIW.P. TW fm. 5nV5 N UK rt6T CE Tp TO 4E 507CB RAZE WM a)6"-.4N lob aft PRNU r'o P0..kw 4CR% AT PD-5PA\ CF LTOELS LWOt T" 6'd FM 1-DAT5 A'TER lRDTf6Ca STRUCTURAL NOTES Al LKS TO BF W790 FV rW ALL U= LOO BEARai fE OM TO E f7)NR AO. dlL Ott<RIO.P4dLL570 RE CauDEi'D SELF rE55n0 caPD xs A! PECJL'. Ra.D N67A® LF.d DAVIS SEWS DESIGN WLOVP I p I 1 .oss.tL3oo -rv. AAAPA • OINVpI I I YOrtPx Engneerer"rg, LLL. all Sa 6m d pG`r, rlr a. B6 LL L[ SM63 - 1d4 ddUf Pau D. Kitl[eD, PL. I 3. 0 I m Ida I 0 d- z w0 oA- oC rn od- 258E [ nT VPPER FLOOR PL ALAY 6'OtES ' OEFULS UPPER FLOOR PLAN NOTES 25B1 Y?lE: Vd' . T.O• Florida Building Code Online Page 1 of 3 e eee mBaSHoe I log in I User Registration Hot.Topics I Submit Surcharge ! Stats & FaRs using' N:d6SI 1 Product Approval USER: Public User egulhpn i1 s FL # FL15225-R3 Revision Pubticatlors I FBC Staff I BOS Ske Map I links I Search Application Type Code version 2014 ApprovedApplicationStatus Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived 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@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. h Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06128/2015 https://www.floridabuilding.org/ pr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZlQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.5-68 (6'8 Door Products), INST 15225.5-80 (B'0 Door Products) and INST 15225-68M (6'8 Door Products Direct to Masonry) for installation instructions. Note - Glaring SfiA comply With ASTM ET 0 04, (This product approval requires the use of'T' part number doors and sidelites, which have been stained or painted within 6 months of installation - Excludes Opaque Benchmark Door Panels.) Certification Agency Certificate FLU :.Qc 1 33 s NAM[[ certs:nelf Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Party: 15225.E 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A other: See INST 15225.6-68 (68 Door Products) and 15225.6-80 (8'0 Door Products) for installation instructions. Note - Glazing Shall comply with ASTM E1300-04) Certification Agency Certificate r t .13 C r _C 15225:5 NAMI certs:odf_: Quality Assurance Contract Expiration Date 12/31/2021 Installation Instructions .. . Fri 1572s tip rt INST 15225:6-68.odf Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes eadi' IQ Contact Us ::j9Q 46'tAo="w7'""' iatlah z.,,;tF 2399 ti 85ii iT'f824 The State of Florida is an A4If:E0 employer. •rr"i`* .,,; State ctyloddL :• Privacy Statement :: Accessibility Statement:; Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. "Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Ntheyhaveone. The emails provided may be used for official communication with the licensee. However email addressesarepublic record. if you do not wish to supplyapersonaladdress, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter455, FS., please click here . Product Approval Accepts: Credt Ar E https:// www.floridabuilding.org/pr/pr app_dd.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF RODUCT CE TIFICATION Certification No.: NI005329-11 Company: Therma-Tru Corporation 108 Mutzfeld Road Certification Date: 10/15/2003 Expiration Date: 12/31/2021 Butler, IN 46721 Revision Date: 02/24/2015 Product: FiberCIassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Ins ving/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 within NAi4II's Certifieii Product:I:istin .at:ty vcl!ls 'r x[i ti NAMI's.CeilifiCaIt n p tram is-acmjc lted b ..The °Atneri¢an N tiouat Standards Institute Ai 1SI:, Inswing Glazed Design Missile Test Report Number Confi -ration or or Maximum Pressure Impact g X Outswin I/S Q a ue Opaque Size 3'0" x 6'8" Pos/Ne 67/-67 Rated No Comments ETGO1-741-10703ments097/TTF-253F Single Opaque 3'0" x 6'8" 67/-67 Na ETC-01-741-10703.0/L-2097/TTF-254F X O/S Single Opaque 6'0" x 618" 401-40 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astragal .. XX I/S Double XX O!S Opaque 6'0" x 6'8" 40/-40 No ETC -01-741-10703.0/L-2097/TTF-254F Standard Aluminum Astragal. Double Opaque 6'0" x 6'8" 47/-47 No ETC-O-741-10703 0/L-2097/TTF-253F Coastal Aluminum Astra al .. . XX I/S Double XX O/S , Opaque 6'0" x 6'8" 47/-47 No ETC-01-741-10703.07E_2097/TTF-254F Coastal Aluminum Astra al ... Double Opaque Door 5WR x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097/TTF-253F Glazed Sidelites Opaque Door 5'4" x 6'8" +40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Glazed Sidelites ETG-01-741-10593 0/L-20977TTF-253F Opaque Door 8'4" x 6'8" +40/-40 No Standard Aluminum Astra al Glazed Sidelites Opaque Door 8'4" x 6'8" +40/-40 No ETC-01-741-]0593.0lL-209771TF-254F Glazed Sidelites Standard Aluminum.Astra al . 47/-47 No ETC-L-2097/TTF =253F Opaque Door 8'4" x 6'8" 01-741-10593.0/ Coastal.Aluminum :Astragal Glazed Sidelites . 47/-47 No ETC-01-741-10593.0/L-2097/TTF-254FOpaqueDoor8'4" x 6'8"1. Coastal Atutninum Astragal Glazed Sidelites Management Institute, lnc./4794 George Washington Metnt.ria } Y/Kaye$, VA 23072 Tel: (804) 684-5124/Fax: (804) 684-5122 OXO/OX/XO Single. w/Sidelites ... OXO%OX/XO Single w/Sidelites .:. I/S O/S OXXO Double w/Sidelites... I/S OXXO Double w/Sidelites O/S OXXO Double.w/Sidelites_ OXXO Doubie.w/Sidelites I/S O/S AccreditationNational NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzreld 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 certificationigheirenrosnntsnrnductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing withinIA--.*... Nafinnn1 Rtandards institute (ANS11 NI Certified. Product i fication Glazed or ont; Maximum s e. t Desi ng Pressure Missile Impact Rated Test Report Number Comm entsConfiguration Inswing or Out sw[n .. ..... Opaque Size 0" x 6' 8" Pos/Ne 67/-67. No 741-107 /L-2096/TTF252FETC-01 -. 02.0 X I/S OpagUe Sin le 3'0"x 6'8" 67/-67 No ETC-01-741-10702.0/L-2096/TTF251F O/S OpaqueX Single Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF252F XX I/S Standard Aluminum Astragal Double -r-1 Opaque 610" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096/TTF251F XX O/S Standard Aluminum Astra al. Double Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-2151/TTF252F I/SXX Coastal Aluminum Astra al Double O/S Opaque 6'0" x 6'8" SSI-55 No ETC-01-741-11008.0/L-2151 MF2515 XX Coastal Aluminum Astragal Double Opaque Door 5'4" x 6'8" 40/-40 No ETC=01-741-11008.0/L-2151/'CI'F252F OXO/OX/XO I/S Sin le w/Sidelites ...... Glazed Sidelites 5 4 6 8 40/-40 No ETC-01-741-11008.0/L-2151/'1TF251 F XO/OX/XO O/S Opaque Door x Sin fle w/Sidelites Glazed Sidelites il'4" x 6'8" 40/-40 No ETC-01-741-11008.6/L-2151 rrrF252F Standard Aluminum AstragalOXXOI/S Opaque Door Double vy/Sidelites . Glazed.. Sidelites 8'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151li'f'F25tF OX3C0 O/S Opaque Door Standard Aluminum Astragal Double w/Sidelites Glazed Sidel'aes 8'4" 6'8" 55/-55 No ETC-01-741-11008,0/L-215I/TTF252F OXXO I/S Opaque Door x Coastal Aluminum Astragal Double w/Stdelites :... Glazed. Sidelites. 8'4" x 6'8" 551-55LrgezWasi;ii ngiou ETC-01-741-11008.0/L-2151/TT1 251E OXXO O/S Opaque Door Coastal Aluminum Astragal . Double w/Sidelites.. Glazed Sidelites In,. /d`t9d C YaYr VA 23072M.CI[tOiiBljjut National Accreattaiton as L•ininsiI ITel. (804) 684-5124/Fax• (804) 684-5122 NAMI AUTHORIZED SIGNATURE: 4' 4' 4- 4' jai ci IA Ill-MUU..ION MULLION SHOWN FOR MASONRy. 4, SHOWN FOR x MASONRY NCE OPENING I Typ, REFERENCE z 02REFERENCE OPENING 11 HEADII HEAbIl ri 5 qcl JAMBS & JAMBS W IL a 2X BUCK-A,.,11 2X BUCK -/ MULLION SHOWN FOR 0! REFERENCE T 6 O IDEUTE SI SINGLE W 3 ANCHORINGo i O MASONRY OPENING N - 2X BUCK1. r2AXPbu It min. S.G. k MS5. C the -- may be adjusted to maInfoln the min. edgedIstailow to.dWailoints. I cd;Wivikhbribhofi:nsnoted osMAX ..O.NCENMrrnusibeadiustedto rndj6fatq:" Min, may lwj;; Ctitmd to 3, concrete anchor table; Aft AMC n" ' W ITW TT. pC0i4_ AP0040 eI ' Cft-coXR' co U 114* 1- 114' a 4- . 4- 44 Ty . HEAD JAMBS -ASTRAGAL SHOWN FOR REFERENCE It IE 41, II LL BUCK ANCIORING 1 - T 2X BUCK MASONRY OPENING 4 4. IC MULLIO MULLION), SHOWNN FORAP. REFERENCE SHOWN FOR REFERENCE 11& HEAD JAMBS II ASTRAGAL F0 CE Ca REFERENCE U- DOUBLE. W/ SIDELI PUCK By: JK I F' WIN(, " a'. 15225.5- 681- C. 7. 4- TT SEE NOTE 3 it SHEET 3 11 '-SEE DETAIL ASTRAGALJH MULLION/ SHOWN FOR O SHOWN FOR REFERENCE REFERENCE ONLY 0 IVIEW "c'- DOUBLE DOOR WJSDELITES wto IN . i2 '12 C4 PAIRS 30' ti a Ty 3 i4- 7 A W/2X BUCK T Iff-T 3. SEE DETAIL: W/IX BUCK INSTALLATIONLATION TYP, HEAD ASTRAGAL. JAMBS SHOWN FOR REFERENCE. ONLY SEE - DETAIL .4. ci111 + f V 3- A NILLATION X BUCK AftNe, aulie u 4was S DETAIL iVIEW DOUBLE DOD SWWH W1 OPnOW MRRUrATO FAsww. 1m, rNM 130 O)P. All SIDEUTE TO DOOR AMS CONNEOWMS) Item DESCRIPTION Material TI 0 -x2-122- PFH WOOD SCREW STEEL. PFW- WOOD SCREW --a EEL To x I`_pqH_ WOOD sciltw STEEL C 10 x JL14' LG. I T"001) 9MIN (Hinde to F('OMe STEEL)7MIAOD S TOx2" LG. PFFW WO STEZL x 2-1 2 LG. PFH WOOD SCREW STEEL 4 2-3TEEL TxzPFHELCO, OR' ITW -CONCRETE SCREWS f P H N RETE SCREWTEEL S. 1-- 11WPrHCNRETESCREWSTEELx3- 114 ITW PFH CONCRETE SGKt:w 4 x It 3-IZ4, PFH CONCRETE STFEI MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK. CONFORMING TO ASTM C90 prTr qrRF w- 4 X 2,4 PFH ITW C t. ONr EQER AMUGAR PINESG >=,Q,,±j WDOD 27 44THK. PRESSURE 36 1 2 - X I - X 2 rA- CORRUGATED FA 5fELL t W/2X BUCK * 2: INSTALLATION. VIEW "Al -A W/ lX BUCK INSTALLATION 12 I a w/ 2X BUCK INSTALLATION . 3 0 WIIX BUCK. 11 INSTALLATION ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. c C, u 12 BCPLF . 4N.T. S. M, By. i. tw. On LFS DETAIL Dmwnm No., EXTERIOR 2 VE . GAb CROSS SE'TI,& d.. a... n: .. INTERIOR LXTERIOR:•' 5 .. VE CA# MUMMYY b ursk4r caci59,rarum At apta Z rf y' I INTERIOR EXTERIOR, 3 VE 4 0 3 SEG71dN 0 0 a W ' 3' N o. woo rc 15225.5-69 lt 4 MASONRY.7 OPENING Wo. HEAD JAMBS 2X BUCK--"' 11: SILIGLE 090 BUCK-. iMQRM a) ol 6 5 MULLION SHOWN FOR MASONRY. OPENING lyp._il. REFERENCE 11Co 3 Opn 6 2x BUCK MASONRY OPENING 2X BUCK N05 1, 21 buck Inill. S.G. k 0155. CON, FTEANCHORY9 f. Hw comers may be acrjusted to mclint(lin the min. 1. Concrete anchor loc0flOns 43 edge dl Icelomortarlaints. 2. Concref: m anchor locations noted as "MAX ON CENTER" must be adjusted to maintain the min. edge dhfance to mortcrJoInts. additional concrete anchorsMayberequiredtoensurethe "MAX. ON CENTER" &nenslon are not exceeded. 1. Concrete anchor table: s4ANOC* ANVO)t IUAdIACriM ffW 0 r TAPCON II 11 II it II II tI 11 . . JJE W1 11INGCKANCHORING n 6 6 MASONRY OPENING jyp, ItHEAD JAMBS 2X BUCK II MULLION SHOWN FOR REI`ERENCE it it II It IN W/SIdELITE5 BUCK 6L!QHQRIN-G 4- 8. II TYP.. HEAD JAMBS I 11 ASTRAGAL SHOWN FOR REFERENCE f. L- BLE DOOR 4" 0 4 8 144! 8!.: xi fl I;I I v 11 MULLION SHOWN FOR MULLION FORA I 11 REFERENCE SHOWN II REFERENCE IIHEAD JAMBS NASTRAGAL2X;— II SHOWN FOR BUCK 11 REFERENCE II C6 1,11 t it DOUBLE V4SIDEUTEMASONRY OPENING BANCHORING,UCKQUORINP, 0, m E. A. 5 0 ro SA tLby; N To yFn vtti" t ! 7 s h` r'" In az A 1 ! - tttti i pTODDz W/2X BUCK >! X. INSTALLATION W//2% Bl1CK : r a. DETAIL "3" •A ,INSTAUATION A pq oEE . E.n '' f SEE DETAIL •VETAiL M = y{ c gIIISEENOTE ; a. f.$ JNSTALLATON 73" i.Wf:1X BUC K..g;- .."gmtl:S': SHEET 3 WSTALIATIM. • v e t, f 4TYP. HEAD TYF. HEAD & p -o 121- MULLION- & JAMBS JAMBS SHOWN FOR - a REFERENCE ASTRAGAL _ J A5TRAOAL"` SHOWN F'OR s SHOWN FOR — REFERENCE z = JREFERENCEONLY ONLY Y < 3: q. SEE u 1 Tg " t Zt, q fg 1 DETAIL. b 1Q i. tn W ..t ill n' o C I A« , uj- VIEW " E"- "E" DOUBLE DOOR YEN JEW b0 B b00R W/ tD I7 c sw tlwN W/ aFttOM CamUr,ATO KsmErWE T 000a tausrroNs) E p R C S a Iferti DFSCRIPTION Materio StEEf . q t0 x.2-1,2 PFH WOOLSCREW STEEL. g 10 1- WOOD 5 R L 1. X 1 PFH W D REW TO x 3 4 LG. PFH O D' SCR Hin e to Frame 57E L STE L 4 1 d' 2-3 4 PFH.ELCO OR ITW CONCRETE'SCREW S7EE6 g 1 4"4" ITW PFH CONCRETE SCREW 1. 4" x 3-3 4...ITW.PFH CONC ETE SCREW EEL T 11 FH . CR .. ... NCRETE SCREW 3-1 4. ITggqSS'l XpS7EEl. 1 .' ITWNCRETE S. RT3 3000PONCRETECONFORMINGTOACICONCRETEHOLLOW© LFORMING TO..ASTM C90ift2—t4PFNCRETESCREWWOODLJAPINE. 0.4 _ O D K. PRESSURD STDELITE .PADSTEEL. 301" X 25 GAATED FASTENER T m. q- DETAIL " 4" DETAIL ATTACH ASTRAGAL THROW 80L7 o° STRIKE PLATE TO FRAME T { AS SHOWN. onto p 21 12 z m A d ruTAl " t ORnWIN6 Ntl.N EXTERIOR, VVCALC!099 un 2 .:VE GA `.GR s N 4tsWlhg.cantipwdlfam EXTERIOR INTERIOR 5 VEi±71GAt Cii E d 0..svt»g GtMfi1 n INTERIOR EXTERIOR, 3 . A. [fQ$SIwGitQl s. e. • Qijlj YJJI yy QQ`' d a: o vZ$ y.. k 9 E og Qu L 14 m T Ik A 0 6uj . o F m rz K U Mor N O 2 w Z U e a i ALS. 2 BY. JK m' BY.- LFS 3 a N 15225. 5-80 o i : Kt s zs r raL cam x c..: y qulswIng INTERIOR EXTERIOR 2 Ouimin9 configuroYiott 3 OR1It9MAL R 3S3 Sl:GitON 006" rrguccn ton 4 NORiX NPAi:C SS SEGTIt#N u{svdltgcwnfigwniion b9(Fb jom6 I INTERIOR EXTERIOR. NDR1X01!tflll GRl1S SFC tO,N... a OVIsvAng:coi B otl n- 6.91Id'jamki'' G!' MINE w < N c Z O OZ No. err m m LI-5 3 fig NO.: a n FL-15225-68M o VIEW "C =" C" SINGLE DOOR W/SiDELITES t eP.N rn 1^ N wo I y n 5'J O SEE... DETAIL"S" a \ SEE n .+ DETAIL "B' i D $.9fTg.HEAD ci TTP. ® HEAD A 491 HEAD w MULIJO14 i. SHOWN FOR REFERENCE M ,. 6.9116" JAMB TTP, 0 JAMBS r,49116" JAMB SEE L"7Vy ylEyy " ^E VIEW "D" "D" SINGLE DOOR WISIDEME VfEW "B ="B" CCt t0 ANCHORN I pKpgpns at the comers may be adjusted to maintain the min. eagg id tpry lu'ld friaidtJbints. 2, C6;lt ,&*ndhor3ocafkns noted as "MAX ON CENTER" must be adjusted to maintain the min. edge distance to mortoriotnts, addiflonat concrete anchors mayberequired !o ensure the MAX. ON CENTER" dimension ore not exceeded. 3. Concrete anchor fable: E.riun 4" TAfC9N' 1i4" 1-1M" Y. EL Olie " 4" t1LTRACON ' nitt e3J16. 1_i/q^ EAESSIHO MMAS SHOWN SIDELITE NOTES: t, The sideffle Is direct set into the Jamb with (12) ae x 7' pfh. Wood screws. There are (4) at each vertico1jamb, e Outsideacomers ofthe from&. There 6are i2) attheslit, re are ( 2) at the header at t 4" from the outside comers. fromthe SINGLE DOOR o SEE DETAIL " T'. o I o z ra n i z VIEW "A" -" A" R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building IndustryB C P.O. Boa 230 Valrieo, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Certificate of Authorization No. 9813 Scope: Product a Tru Corporation, based onrtissuedyRWBuildingConsultants, Ru a Chapter No. 61G20-3,IMehod 1A of he Slate ofIFid ayProductApprostem ID0valoDeptofBusiness & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing ordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certrfcate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall he specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements .of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225:5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect Supporting Documents. 1_ e Nod Teat Standard ETG01= T41-10702.0 ASTM E330-02 / TAS 202-94 01- 741-11008.0 TEL ASTM E33000 E 2 / E1886199602 TEL014601472. Drawing No. EMpIred by No. FLA 5225. 5-68 RW Building Consultants, Inc. (CA #9813) 3. 9ulaffons Prepared by alc Anchoring RW BuildingConsultants, Inc...(CA#9813) Sheet 1 of 1 7'attne i:8ho[ etosY ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P. E. Joseph L Dolden, P. E. Lyndon F. Schmidt, P. E. Slgge B Sealt3d by Lyndon F. Schmidt, P. E. 2him .. elj k$i3' aedbv. Lyndon F. Schmidt, P.E. i:tt1;11TJt Lyndon F. Schmidt, P.E. FL PE No. 43409 2/ 612015 REVISIONS REV DESCRIPTION A ADDED CHARTS B REVISED PER NEW TESTING NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH D ADDED FLANGE INSTALLATIONS REQUIREMENTS OF THE FLORIDA BUILDING CODE. D REVISED INSTALLATION DETAILS 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. '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 ANCHCR , CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6D63—T5. 6. UNTS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS., 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT. 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO. SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, _ 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH,. TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #1'0 SMS OR.SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER)., D. METAL STRUCTURE: STEEL 180A, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM — TABLE OF CONTENTS SHEET NO. DESORIPTION 1 NOTES 2 ELEVATION 3 — 9 INSTALLATION"DETAILS"` MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED NOTES F.A. 1 08-00503 SCALE NTS DATE 02/23/09 1SHEET I OF 9 GATE APPROVED 03/06/12 R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. SIGNED: 1012712015 r 6° MAX 11 143` MAX FRAME WIDTH SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX C.C. I FI 6" .MAX 17" MAX O.C. 6" T- AX AWE IGHT i II 6" MAX I SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING' i40.OPSF NONE SEE CHARTS #1 AND #2 FOR DINER UNITS RATINGS REVISIONS REV I DESCRIPTION A ADDED CMARTS 6 REVISED PER NEW TESTING C ADDED FLANGE INSTALLATIONS 6° MAX CHART#7 0 REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE :VOTE 9 SHEET i Design pressure chart (psn Frame Single Panel and _Total Frame Wdth in) Height 30.0 36.0 42,0 1 47.7 in) 90.00 108.00 126.00 142.00 Pos Neg Pos NegE40.048,9 Pos Neg 84.0 40.0 60.0 40.0 57.9 40.0 48.0 88.0 40.0 60,0 40.0 54.6 40.0 45.092.0 40.b 59.6 40.0 51.7 40.0 42.396.0 40.0 56.6 0.0 49.0 40.0 40.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (psi Frame Single Panel and Total Frame VVdth In) Height 30.0 35.6 42.0 47.7 90.00 108.00 126.00 143.00 Aos Neg Pos Neg Pos Neg Pos Neg 64.0 50.0 60.0 67.9 57.9 52.0 52.0 48.0 43.0 8.0 60.0 60.0 54.6 54.6 48.9 43.9 45.0 45.0 92.0 59.6 59.6 51.7 51.7 46,1 46.1 42.3 42.3 96.0 56.6 56.6 49, 449.0 43.7 1 43.7 40,0 40.0 CHART N3 DATE nPPR0vE0 03/06/12 i R.L. 10/15/13 R.L. 12/06/13 R.L. 08/05/15 R.L. Number of anchor locations required Frame Single Panel and Total Frame VNdth (in) Height 30.0 36.0 42.0 47.7 in) 90.0 108.0 126.0 143.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 84.0 6 6 7 6 8 6 9 1 6 88.0 6 6 7 6 6 6 9 6 { 1 Jl SIGNED: 1012712015 LLCMIWINDOW1900DDOOPARKWAY lL0LAKESIDE FLOWER MOUND, TX 75028 5 P,- /i v .QENg.9 i SERIES 430/440 XIX SGD 0 51 k= VATIONS 143" x REINFORCED ELEVATIONS 7 , TM OF DRAYlN: DWC N0. REV 0, ' OCORIO• \\ i SS ...... F.A. 08-00503 D Xi/f NAiscnEENTSoAiE02/23/09 s"E= 2 OF 9 1/2" MIN. EDGE DISTANCE I 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 1 3/8" Mi N. 1/4'• MBEDMENT J j s MAX. SHIM 710 WOOD SPACE MIN. SCREW I 1— EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II 11 ll 11 INTERIOR LVtaG UIJ II IV VC VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, N07SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 10 WOOD SCREW 3E SET IN APPROVED WOOD FRAMING OR 2X BUCK BY OTHERS MIN. RENT R@/ISIONS REV DESCRIPTION DATE. APPROVED A ADDED CHARTS 07/C6/12 R.L. B I REVISED PER NEW TESTING i 10/15/13 R.L. C ADDED P,ANGE INSTALLATIONS 12,/06/13 R.L. Ti REVISED INSTALLATION DETAILS 08/05/15 ' R.L. A--- 1 /4" MAX. SHIM SPACE INTERIOR ( s O I i I I. I r,—i I 1 I` I I p y EXTERIOR gr JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: D`NC 10. F.A. 08-00503 771E NTS -- 02/23/09 ISKE13 OF 9 SIGNED: 1012712015 LION 511t - T(A(TcE r R40RIDP , ss NIALIE G`\ w. ,......,,., .,.,____• _.,.:,4..,.... .,,...:,KK...w ._ ..r...v..,....,., .........._ .....n. , _......_ _ ... .... .......... ..._ METAL STRUCTURE BY OTHERS 10 SMS OR SEL=DRILLNG SCREW METAL STRUCTURE BY OTHERS REVISIONS 3/4' , MIN. ` REV I DESCRIPTION EDGE DISTANCE A I ADDED CHARTS 1/4° MAX, a REVISED PER NEVI TESTING SHIM SPACE C ADDED FLANGE INSTALLATIONS D REVISED INSTALLATION DETAILS 1--T 1 /4" MAX, .; SHIM SPACE' - i 3/4" MIN. EDGE DISTANCE 10 SMS OR SELF DRILLING 1 INTERIOR I SCREW I O INTERIOR 10 SMS 6R SELF DRILLING SCREWS SILL TO BE SET IN 3/4" MIN. I EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTUREINSTALLATION, NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 BED OF APPROVED 4LANT METAL j STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: OWG n. F.A. 08-00503 s ALE NTS' DATE..02/23/09 1 SHEET4 OF 9 DATE A PROVED 03/06/12 R.L. 10/15/13 R.L. 12/06/13 E R.L. 08/05/15 I R.L. SIGNED: 1012712015 NXCEN0F9Lp i c`s • 0 R10? G• 1 REVIS70NS 2 1/2" MIN. REV DESCRIPTION DATE APPROVEO iEDGE DISTANCE A ADDED CHARTS ".:'03/06/12 -R.L, B REVISED PER NEW TESTING 10/15/13 1R.L. d ° 1 1/4" MIN. C ADDED FLANGE INSTALLATIONS - 12/06/13 R.L. EMBEDMENT j D . REVISED INSTALLATION DETAILS - 08/05/15 R.L. 1/4" MIN. _ 1/4° MAX. EMBEDMENT I ~ SHIM SPACE CONCRETE/ 1 MA R. BY OTHERS 2 1/2" MIN. OPTIONAL EDGE DISTANCE IX BUCK u i I • ° INTERIOR TO BE . IF PROPERLY 1/4" MAX. - SECURED a SHIM SPACE 3/16" TAPCON v SEE NOTE 3 SHEET 1 `— 3/16" TAPCON I I b. JJ1CONCRETE/MASONRY L BY OTHERS •._ C EXTERIOR INTERIOR 4 a SILL TO BE SET 1N EXTERIOR A BED OF APPROVED 3/16" TAPCON SEALANT JAMB INSTALLATION DETAIL l OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION MASONRY/ TO BE PROPERLY CONCRETE { SECURED BY OTHERS 3 SEE NOTE 3 SHEET 1 NOTES: t 1 1/4" MIN. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. -. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MEN. EDGE DISTANCE S . SIGNED: 70/27/2075 MI WINDOWS AND DOORS LLC 0\ 11111111// 1900 LAKESIDE PARKWAY \S 9- LD Aii FLOWER MOUND, TX 75028•GENq .",p SERIES 430/440 XIX SGD*• 0 51_ 143"' x 96" REINFORCED = areFRAMEINSTALLATIONDETAILS • TAT OF ORAWN: DWG NO, REV °PFS; G0R0P•GC 5AE NTS D 1E 02/23/09 08 SOOE5530F 9 D IOOD FRAMING — OR 2X BUCK BY OTHERS 10 W000 SCREW EXTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS Ar R-NSIONS 1/2` MIN. REV DESCRIPTION. PATE aPPROVEO EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. 0 REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8" MIN. C ADDED FLANGE INSTALLAPONS ; 12/06/13 R.L. EMBEDMENT D ' REVISED INSTA_t4TION DETAILS 08/05/15 R.!, 3/13" MIN. 1/4" MAX. I 1/4" MBEDMENT SHIM SPACE MAX:.. SHIM SPACE — I INTERIOR i I 1 /2„ MIN. EDGE DISTANCE f I i INTERIOR I, 10 WOOD SCREWII 1 I I I SILL TO BE SET IN A BED OF APPROVED —' SEALANT i EXTERIOR I 1 I i i WOOD FRAMING JAMS INSTALLATION DETAIL OR 2X BUCK WOOD FAAMING OR 2X BUCK INSTALLATION BY OTHERS 3/8" MIN. EMBEDMENT I 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION,,, W000 FRAMING OR 2X SUCK INSTALLATION SIGNED:1012712015 MI WINDOWS AND DOORS LLC wull I/III 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75026 5 R' C2jXi/ NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 430/440 XIY, SGD*• 143" X 96" REINFORCED 0 51 *= NOT SHOWN FORCLARI'Tl: - FLANGE INSTALLATION DETAILS T 4z: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: pwc No. 4 - REy ipiP C P •• F 08 D ,/sSjONAL1 G\ 500 630F 9scAAeNTSpaE02/23/09 METAL STRUCTURE BY OTHERS 10 SMS OR S_LF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. 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 TORE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 /4" MAX. SHIM SPACE U 1 /4" MAX. F SHIM SPACE 10S OR 3/4" I MINSELFSELFDRILLINGLLING EDGE DISTANCESCREW r INTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREWS SILL TO BE SET IN A BED OF t--! APPROVED SEALANT METAL STRUCTURE BY OTHERS EXTERIOR REVISIONS REVDESCRIPTION OATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L C I" ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D ` REVISED INSTALLATION DETAILS 013/05/15 R.L. UIC DT - 4--4 1 JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION T- S M-2-1 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: DWO NO. F. A. 08-00503 SCALE NTS "I DATE 02/23/09 SHEET7 OF 9 SIGNED: 1012712015 0 61251 ik= T(( AAYE OF kr i s O R10P •G 0 1. .1 .11 1 .. REVISIONS CCNCRE•iE/ 2 1/2 MIN. REV DESCRIPTION GATE APPROV_7 MASONRY -r EDGE DISTANCE A ADDED CHARTS D3/DTE 'R,L. BY OTHERS I 3 REVISED PER NEVJ TESTING 10/15/13 R,L. m C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. a° a; ..• .. 1 1/s" MIN. EMBEDMENT D REVISED INSTALLATION DETAILS 08/OS/16 R.L. 1 1/4" MIN. I 1/4" MAX. EMBEDMENT Y SHIM SPACE I IEEE_ OPTIONAL r 2 1/2" MIN. 1X BUCK u I EDGE TO BE DISTANC'c ° 1 PROPERLY INTERioR SECUREDi 1/4" MAX. L - SEE NOTEE33 ____^I SHIM SPACE , SHEET 1 3/16" TAPCON c °o 3/16" TAPCON b CONCRETE/MASONRY EXTERIOR I I INTERIOR BY OTHERS u1 , LL 3/16" TAPCON a a SILL 70 BE SET IN ° EXTERIOR ° ; A BED OF APPROVED ° I' SEALANT O-PTIONAL 1X BUCK JAMB INSTALLATION DETAILTOBEPROPERLY CONCRETE/MASONRY INSTALLATIONSCUREO MASONRY/ it I SEE NOTE 3 SI4EET 1 CONCRETE BY OTH-rRS q 1 1/4" MIN. 1 INTERIOR AND EXTERIOR FINISHES, BY OTHERS, a ..° <, ., • EMBEDMENT NOT SHOWN FOR CLARITY. e' ° : •. ° I 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1/2" MIN. CONCRETE/MASONRYINSTALLAT/0N EDGE DISTANCE i t 1..-- 1 s SIGNED: 1012712015 MI WINDOWS 19 0 LAKESIDE PARKWAYWA LLC PARK FLOWER MOUND, TX 75028 cc • _ SERIES 430/440 XIX SOD fir• 0 61 k= 143" x 96" REINFORCED Z'J , % FLANGE INSTALLATION DETAILS P; 6 ATFOF DRAWN: E2/ NO. REVF.A. E91 0503 scALE-NTS oAtE 3/0EE 8 OF 9 A/Y7IONALIS: 1 5/8" MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STRIP -- 1 1/4" MIN. EMBEDMENT iX BUCK BY OTHERS, 1X BUCK TO BE PROPERLY SECURED 1f-1 3/16" EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE INTERIOR TRIM METAL STRUCTURE BY OTHERS TRIM --,, REVISIONS REV DESCRIP11014 DA7'e APPROVED A ADDED CHARTS 03/O6/t2 R.L. B REVISED PER NEW TESTING 10/15/13 R.L. C I ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D ! REVISED INSTAL'_ATION DETAILS 08/05/15 I R.L, 3/4" MIN. EDGE DISTANCE HOOK STRIP --- a AL I L # 10 SELF DRILLING SCREW 1/2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, N07SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2172 1 3/8" MIN. EMBEDMENT I HOOK STRIP _i WOOD SCRSCREW EXTERIOR==I(QPANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: DWG NO. F. A. 08-00503 SCALE NTT I DATE 02/23/09 SNET9 OF 9 SIGNED: 1012712015 IL ONOENs% 9,'% p_ fi-251t=_ T A,ET.E OF • i O.' s' REv % iF1S < 0RIpP • f jlii, u. Ec3s Home Log in User Registration Hot Topics Submit Surcharge Slats & Facts Publications I ;FSC Staff BCIS Site Map Unks Search dbprI Prod USER: Lei uct Approval Public User e ,;E Hn ;6 > ,^rhUC: are t5h :,,orrG ; > ,„ h w in —I —', > Application Detail FL # FL15080-RI Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG, LLC / DBA WINDSOR DOOR Address/Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72209 501) 570-9253 4 RBELKNAP@WINDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative I i Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies j i 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 the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA; Inc. Quality Assurance Contract Expiration Date 08/2812018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received i Certificate of Independence FLU S0fa0 R1 COI Csftof _Iiid. Scafe, 2015 s,odf Referenced Standard and Year ( of Standard) Standard Year ANSI/DASMA115 2005 DASMA108 2005 Equivalence of Product Standards Certified By Sections from the Code FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 1755 Limits of Use installation instructions Approved for use in HVHZ: No FL15080 R1 ! 99AU61-revF lambAttach s odf Approved for use outside HVHZ: Yes EL.a 080 ; Q75 LoWkIns all s pdfImpactResistant: No EZ15080 g''l Lm 9Ea07 revi§ 's.pdfDesignPressure: +22.9/-26.4 Verified By: JOHN E. SCATES, PE FL 51737Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X TO" OTHER Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FL3.5080 R1 AE Eval Report! ResPan r1a s pdf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH S/IS' X 1-1/2- LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO #4 TRACK BRACKETS WITH 1 4"-20 X 5/8" TRACK BOLTS, OPENINGMIGHT 04 NOOVER DORTHEIGHT) 3/ 4" X 1-1/2" X 13 GAGE MIN. 1/4" X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. USE EXTRA CARRIAGE BOLT A NUT 1/ 4" X 3/4' HEX HEAD SELF DRILLING SCREW SHEI4 ETAL•SCRg' LV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT NE DOOR. DETAIL D 63" ( 16 X 7) 74" ( 16 X 8) 42" ( 18 X 7) 50" ( 16 X 8) 4 BRACKETS EAC/i SF I I I Ij 24" (16 X 8) i 16 GAGE GALV, STEEL 5 STRUTS TOP BRACKET WITH 14 -3" 2DGA WIDE (16 .X GAGEROLLERHOLDER3' 180A WINE (16 X SEEDETAILO. (SEE DETAIL A) , 2' ROLLER WITH t 7/ 16' DIY STEM. 1 TIRE: STEEL B 16 X 7) 7 BALL SHORT STEM fff 16 X 8) 10 BALL LONG STEM OPTIONALLOCKSTRUT ON UPPER PART OF SECTION AQVER HINGE LEAF. ( SE DETAIL B). GALV. STEEL f14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4" X- 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1- STRUT ON UPPER PART OF SECTIONOVERHINGELEAF. ( SEE DETAIL 0). 1- 3/8' POLYSTYRENE TO GAGE END STILES - FASTENED WITH 21' OR 24" HIGH INSULATION OPTIONAL FOR MOD. 724.. 730, G- L-LDCS TO PANEL USE END CAP PANEL CALV. AND 750, 755. 426. OVER END STILES. (SEE DETAIL C) PREPAINTEO STEEL STOP MOULDING NAILED EVERT 9" 25 CAGE ALL MODELS EXCEPT STRUT ON BOTTOM BRACKET 6- D TYPE HAIL M11W -,__. 24 CAGE MODEL 750, 755 13 GAGE CALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 2ILAC SCREW 5/16" X 1-1/2" FASTENERS, BOTTOM SCREW CAN BE ABOVE B SECTIQN -B 20 GAGE GALV: STEEL CENTER STILE SECTION A -A OR BELOW ROLLER. TOG- L-LOG OR POP RIVETED TO PANEL. 18 GAGE GALV- STEEL CENTER HINGE RESIDENTIAL 10GA. COMMERCIAL CALV. 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. LAGSCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE_ DOOR SIZE.. . DESM,N-PRMUPE TEST. PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 7'- 0"+18.7 20.8 28,1 31.2 16'- 0" 8'-0" 18.7 20.B 28.1 31.2 NOTE; ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE i/ 4"-X 5/4" LEOTWNUTS OR \ LONG HEXHEADSHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 56308-r-::M3 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51737 972 492-95DO DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's moi Pro»wd eMy fa wrificsllwl windbad caast,uclion delolH. AREA). OPl USE ONE EXTRA SELF DRAUNG SCREW THROUGH TOP LEAF OF HINGE, END STILE h RAIL, TYPICAL FOR EACH CONSTRUCTION STRUTS OPTIONAL SSB GLASS LIGHTS 7' OR 8' B V(DOUBLE CAR) DPTIONAL LONG PANEL CENTER STILES (5 COLUMNS} EMBOSSES CENTER HINGES COLUNN5) 1.25" -I I- 20 GAGE END STILES T 20 CAGE ENO CAP 3• e 1 Oe I— 2. 75" —I— o" [ DETAIL A DETAIL C 3' 20CA WIDE STRUT ( 16 X 7)) 3" 18GA WIDE STRUT (16 X 6) I I NOTE; DOOR MUST BE INSTALLED DETAIL B wlrN ERHER qN ELECTRIC OPERATOR=6X OR A LOGIC MUST ENGAGE BOTHTRACKSONOORSWITHEXTENSIONSPRINGS), NOTE: GLAZING GOES NOT SARSFY IMPACT 1 1 DEBRIS REQUIREMENTS IN FBC ( u111C...HV1i1(1 AH' 72219-8915 501) 562-1872 G nafss I MODELS: i NQ. Si%3T ,' IS 724, 426, 730, 735, 750, 755 PART NAME; WINOLOAD RESIDENTIAL PAN DOOR W1 B rE.C.N. 12/ 15/11RLBTOLERANCEA3/10/ 08 RLB P+ aC.31/64' t f, NER7 LEVEL11/i/07 NO. RLBAE 1101TE07DWG. DATE: APPRL7V: SCALE EPLOTSCALE oRN. BYREV. 13 GAGE STEEL TRACK 3/4' X 1-1/2"( 3) 1/4" CARRIAGE BOLTS SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB X 13 GAGE MIN. WITH 5/16' X 1-1/2" GALV. STEEL LAG SCREWS HORIZONTAL ANGLE. 1/4" X 3/4' SHEET METAL SCREWS 1/4A X 3/4' HEX HEAD SELF 2" GALV. STEEL HORIZONTAL DRILLING SCREW 2" GALV. STEEL TRACK 16 GAGE OR 13 GAGE DETAIL D VERTICAL TRACK BASED ON THE WEIGHT OF 16GABOLTED TO THE DOOR. 1.25"--I — TRACK BRACKETS P WITH 1/4"-20 X 5/8" TRACK BOLTS. 63" (18 X 7) OPENINGHEIGHT NOVER OROTOVERkN" t DETAIL E - 4 BRACKETS EACH SIDE DETAIL " E' 6 STRUTS GAGE GALV. STEEL TOP BRACKET WITH 3" 18GA WIDE WITH10GAGEROLLERHOLDER. ) \ NOTE THAT HOLLER HOLDER (SEE DETAIL A CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW ` TOP BRACKET. 1 2" HURRICANE ROLLER WITH BrJ 7/ I6' DIA. LONG STEM. j TIRE: STEEL 10 BALL OPTIONAL LOCK ALTERNATE CONSTRUCTION USING ( 2) STRUTS OPTIONAL SSB GLASS LIGHTS I101iuniun1unIiIMiMINu= ice!; anl re rt es•ett irllriilr111=.•i'r I1 1 1(t l rl rIIG. 11r1' I' L JMOMMILJI MILEM 74" 18 X 8 3 Li STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). I-- 2 75" DETAIL A 11 GALV. STEEL (14 GAGE) COMMERCIAL END ATTACHED WITH 6NGE FASTENERS. SEE DETAIL B 42" (( 18 X 7)) 3' 180A WIDE STRUT (44) X 16 AIR( VENTS 50" (18 X 8) SECTION OVER HRINPART OF INCHREV 0. MIN. TOTAL OPE20 N1/2" POLYSTYRENE LEAF. (SEE DETAIL B). AREA). OPTIONAL. INSULATION 21" ( 18 X 7) STANDARD FOR STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING 24" 18 X 8 MODEL 735. SF F ON ABOVE HINGE SCREWS THROUGH HINGE LEAF, GALVANIZED STEEL END STILE k RAIL AS SHOWN, TYPICAL EACH END HINGE. 20 GAGE ND STILES — FASTENED WITH TOG—L— LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) STOP MOULDING NAILED EVERT 9' 6-0 TYPE NAIL MIN._ ( SECTION B— B \ 13 GAGE GALV. STEEL WINDLOAD TRACK BRACKETS. SEE AB FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1 LAG SCREWS h WASHERS. PREPARATION OF JAMBS BY OTH SEE OETAIL ' E". P.S. F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE MOTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 18'-0" 7'-0" 18.7 20.8 28.1 31 .2 18'-0" 8'-0" 18.7 20.8 28.1 31 .2 2' STRUT ATTACHED WITH 1/ 4" X 3/4' LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) O 1-3/ 8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTEO STEEL 25 CASE ALL IN MIDDLE OF p MODELS EXCEPT BOTTOM BOTTOM SECTION. Vim' 24 GAGE MODEL p 750. 755. 13 GAGE GALV. STEEL BOTTOM BRACKET L ATTACHED WITH 3 D ETAI L B FASTENERS. BOTTOM L.H. 2 SCREW CAN BE ABOVE OR BELOW ROLLER. OPTIONAL LONG LONG PANEL EMBOSSES CENTER STILES ( 7 COLUMNS) CENTER HINGES ( 3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP p` TICTAII F` 8 NOTE: DOOR MUST BE INSTALLED LS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON DOORS WITH EXTENSION SPRINGS). 18' X 7' CCr`Tlr) Kl 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 k NUTS OR I/4 X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES In—rc x vo—r —ccu LISTED IN THE TABLE ABOVE VIA TESTING TO AN51/OASMA 108-05. FL—PE-51737 972 492- 9500 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. Professional Engineer' s seal Wlov,ded only for verification ndload ctructiondetails. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REOU IREMENTS IN FBC 'j 8 1 X FL 15080 I ( P. O. BOX 8915 19 IDSOR > sOOR 72219 89 5 LITTLE ROCAR501) 562-1872 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B JRLBTOLERANCE 12/15/11FRAC.t1/64" DEC. t .D1s ANG J: V 2866 3/10/ 08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99— B-079 2848 11/1/07 RLB E.C.N. DATE: APPROV. SCALE NONE SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4" X 3/4" 1/4" X 1/2" LONG HEX HEAD SELF CARRIAGE BOLT & NUT DRILLING SCREW 3/4" X 1-1/2" X 13 GAGE MIN. s GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SHEEf2FA E1fAL"SCRUMS JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 16GA. (9 X 8), OPENING HEIGHT III 63" (9 X 8) NOT OVER DOOR HEIGHT) r2BRACKETSEACHSIDE) COMMERCIAL (8 % 7) 42(9 X 7) 1/2" POLYSTYRENEJ[S 37" 9 X 8) 3 BRACKETS EACH SIDE) INSULATION STANDARDCOMMERCIAL9X8)FOR MODEL 735 20 CAGE END STILES — FASTENED WITH TOG—L—LOCS TO PANEL. USE END CAP 21" OR 24" OVER END STILES ON 9 X e. SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. AND PREPRINTED STEEL 6—D TYPE NAIL MIN. 25 GAGE ALL MODELS EXCEPT 24 GAGE MODEL 750,7552 T__ g qr!!l 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. 1OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 113 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A — FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X 1-1/2" FASTENED WITH (4) 1/4" X 3/4" LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4 39.6 9'-0" 8'-0" 19.2 22.2 28.8 33.3 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/4"-20 X 5/8" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton TX 75007 TX —PE 56r337WO 2203 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL—PE—S29LISTEDINTHETABLEABOVEVIATESTINGTOANSI/DASMA 108-05. 872 492-8500 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. rovided only for verification ndload construction details. 16 GAGE GALV. STEEL TOP BRACKET OPTIONAL SSB WITH 14 GAGE ROLLER HOLDER GLASS LIGHTS SEE DETAIL D) 2" ROLLER WITH 7/16" DIA. STEM, TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM, B TIRE: 7 BALL STEEL. (9 X 8). OPTIONAL LDCK NOTE: DOOR MUST RE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH 3 STRUTS 8 — TRACKS ON DOORS WITH EXTENSION (SINGLE CA SPRINGS). 3" 20GA SEE DETAIL A) 4" X 16" AIR VENTS a 7' OR 8" IN2 HRMIN. TOTAL OPEN GALV. STEEL END HINGE COMMERCIAL AREA). OPTIONAL. ATTACHED WITH 5 FASTENERS. 1 25" 14 GAGE. (SEE DETAIL C). GALVANIZED STEEL STRUT. ATTACHED WITH 1/4" X 3/4" LONG HEX HEAD SELF DRILLING SCREWS. 3" 2 PER VERTICAL STILE) THIS STRUT ON HINGE USE ONE EXTRA SELF LEAF. (SEE DETAIL C) DRILLING SCREW THROUGH OTHER STRUTS IN MIDDLE TOP LEAF OF HINGE, OF TOP & BOTTOM SECTIONS. END STILE &RAIL. 2.75" DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 1-3/8" POLYSTYRENE INSULATION p OPTIONAL FOR MOD. 724, 730 750, 755, 426. cfi O O• s d / 13 GAGE GALV. STEEL BOTTOM BRACKET 0 ATTACHED WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR RAILS BELOW ROLLER. 20 GAGEENDCAP USED ON L.H. 9 X 8 DOOR ONLY NOTE: GLAZING DOES NOT 5AT15FY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FBC A1 1 771FL 15080 9 X g P.O. BOX 8915 LITTLE \/ OR OR 7219 8 15 AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE oE c.*1/065" ANG t 1' 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. N0. 99— B-079 284811/1/D7 RLB E. C.N. DATE: APPROV. SCALE NONE SH] 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO N4 TRACK BRACKETS WITH 1 /4' —20 X 5/8' TRACK BOLTS. OPENINGHEIGHT #4 NOOVER DORTHEIGHT) 3 3/ 4' X 1-1/2" X 13 GAGE MIN. 1/4' X 1/2' LONG GALV. STEEL HORIZONTAL ANGLE. CARRIAGE BOLT & NUT USE EXTRA 1/ 4" X 3/4' HEX HEAD SELF DRILLING SCREW USESHEIJ E1YAL^SCREWS' iALV. STEEL HORIZONTAL K 16 GAGE OR 13 GAGE D ON THE WEIGHT THE DOOR. DETAIL D 63" ( 15 X 7) 74' ( 16 X 8) 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 GAGE ROLLER HOLDER SEE DETAIL D. - 3" 20GA WIDE (16 X 3" 1BOA WIDE (16 X SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2' ROLLER WITH 7/ 16" DIA. STEM. 1 1TIRE: ST EL B 16 X 7 7 BALL SHORT STEM ff 16 X 8) 10 BALL LONG STEM OPTIONALLOCKSECTIOT ON NOVERHIINGERT OF LEAF. ( SEE DETAIL B). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4""X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 21" ( 16 X 7) 1/ 2" POLYSTYRENE 4 BRACKETS EACH SIDE 24 (16 X 8) INSULATION STANDARDFOR STRUT ON UPPER PART OF SECTION OVER HING MODEL 735. LEAF. (SEE DETAIL 8). 3 S. 1- 3/8" POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL 20 GAGE END STILES — FASTENED WITH TOG— L—LOCS TO PANEL. USE END CAP PANEL GALV. AND PREPAINTED STEEL FOR MOD. 724. 730. 750, 755, 426. OVER ENO STILES. SEE DETAIL C 25 GAGE ALL STRUT ON BOTTOM BRACKET STOP MOULDING NAILED EVERY 9" MODELS EXCEPT 6- 0 TYPE NAIL MIN. 24 GAGE MODEL 750, 755 I 13 GAGE GALV. STEEL BOTTOM BRACKET 2 ATTACHED WITH 2 FASTENERS. BOTTOM LAG SCREW 5/16" X 1-1/2" SCREW CAN BE ABOVE SECTION B - B SECTION A —A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG— L—LOC OR POP RIVETED TO PANEL. 18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL 1 OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAM95 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 TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'- 0" 7'-0" 18.7 20.8 28.1 31 .2 1F- 0" 81-0" 18.7 20.8 28.1 31 .2 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/13' HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton. TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE 56308—F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL—PE-52-9 9725'737 00 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal provided only for verification of ndlaadconstructiondetails. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE & RAIL. TYPICAL FOR EACH CON5TRVCTION STRUTS OPTIONAL SSB A GLA55 LIGHTS j 7' OR B' B 16'( DOUBLE CAR) OPTIONAL OPEN LONG PANEL CENTER STILES (5 COLUMNS) EMBOSSES CENTER HINGES (3 COLUMNS) 1. 25" —I -- 11: i I 2.75" —1 DETAIL A 3" 20GA WIDE STRUT 16 X 7 3" 18GA WIDE STRUT 16 X 8 20 GAGE END STILES 20 GAGE ENDO CAP e" 00t L. DETAIL C L. H. NOTE: DOOR MUST BE INSTALLED 7 WITH OREITHER ELECTRIC OPERATOR GBOTH A LOCKTRACKS 1DETAILB qNSPRINGS). ON DOORS WITHMUST EXTENSION NOTE: ODOESNOT TPACT DEBRISREQUREMENTSIN FBC 1 6' X :,]S FL 15080 P.O. BOX 8915 LITTLE ROCK, AR WMIN®SOR DOM 72219 8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR B 12/ 15/11 RLB TOLERANCE W1 B A 2866 3/ 10/08 RLB DEC. .0015' NEXT LEVEL DATE: DWG. N0. 2848 11/1/07 RLB ANG. f 1' 11 1 07 99-B-079 REV. E.C.N. DATE: APPROV. SCALE NONE PLOT SCALE I DRN. BY BH SHT 2 OF 3 Florida Building Code Online Page 1 of 4 FL 17676.9 rA i`pd,yr,-prig t^ BCIS Home j Log In j User Registration. Hot Topics Submit Surcharce Stats & Facts Publications FBC Staff BQS Site Map Links I Search f Business1ry /yj I rofessiaal Product Approval USER: Public User Regulation I LL i iilY ii1177 Product Approval 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_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 36x74.1)df 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08126/2016 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/ 26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 . 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/ 01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.6 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/ 12/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH Fin 44x84.udf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: w Hfloridabuilding.org/pr/ pr_ app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.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 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 7.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf 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.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 511849E 1247.ndf 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 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.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports 1 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.Ddf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance. Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.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 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG,FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.DdfImpactResistant: 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badc 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 emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click hem . Product Approval Accepts: Credit (>rFdE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 ` 1 Velidator/ Operations Administrator) MI Windows 8, Doors, LILAC P.O. Box 370 Gratz, PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIE[iCAT1ON PROGRAM AUTHORIZATION FOR PRODUCT CER nFICATION The product.described taw is hareby approvers whting in:the nwd issue of the AAMA CeMed Products Directory. . 'Theapproval Is based on successful comp!oWn of tests, and the reporting to the Adminlstrator ofthe resplis of.tosts, acoorVanied dry related drawings, by an. AAMA Aaxedited Laboratory. 1. The listing below will be added to the next published AAMA Certified Praoducts Directory. SPECIFICATION RECORD OF PRODUCT TESTED AAMAtWDMAICSA101iLS.?JA440-08 LC- PG40--914x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPiD NO. SERIES MODEL'& PRODUCT MAXIMUM SIZE TESTED DESCWPTION 3540 SH {FINLESS) FRAME SASH MI Windows $ Do Doors, LLC 7157 PVCXCDJ 16)(INS 914 mutt x 2134 mm 867 mm x 892.E Code; i REINFX" nLT)(ASTM[) 310" x 710) 211(rr X 241") 2. This Certification will expire.July 27, 2020 (extended from July.27, 2015 per AAMA 10344a) and requires validation until: then by continued listing in the current AAMA Certified Products Directory. 3.. Product Tested. and Reported by. Architectural Testing, Inc. Report No.:- B1910.01409.47 Date of Report: August 15, 2011 Date_ April 16, 2015 Cr-:. AAMA JGS ACP- 04 (Rev.1111) Validated for Certification h A ocr led Laboratories, Inc. Authorized for Certification Q V" Ameri. Architectural Manufacturers Association 1- 3 6 " MAX FRAME WIDTH I 4" MAX ANCHOR'L TO BE EQUALCSPACED, SEE ANCHOR CHART HE . 1 1 FOR (.i1411, SIZE AND ANCHOR QUANTITY 84" MAX, FRAME HEIGHT 41" MAX. I ......... ....... ............................................ .. ....................... ........ ................. .......... ISERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors rmmweq of each le b Haight in) Panel width in 24, 0 130.0 136.0 24. 0 2 2 2 1" 2 2 i- 36. 0 3 3 3 42. 0... 3 3 3 48. 0 3 3 3 54. 0 3 3, 1 4 66. 0 4 4 1 4 86. 0 44 4 4 4 78, 0 4 4 91L 84.0 4 5 5 TABLE. OF CONTENTS SHEET NO. DESCRIPTION 1 EtiVATIONS. ANCHORING i.AyOurs AND NOTES 2 INSTALLATION (),rJAR.S DAM I APPP0,1ED Nu 1P.S: 1 ) 11..IE PRODUCT SHOv"IN 11E. REIN S DF Sif NFD AWD I%4A..R NUT:A()RF:'1) `0 COMPLY Will..! REQUIREMENTS OF' ]HE FLORIDA BUILDING CODE. 2) WOOOFRAIANG AND MASONRY OPENING 10 HE DESIGNED AND ANCHORED TO Pf',; OPERLY TRANSFER ALL LOADS TO STF.IUCTURE. FRAMINC AND MASONRY Q ' EN' :_ . . RECORD. OPENINGIF, THE RESPONSIBILITY OF THE ARCHITECT OR G I WE E R 0 I R 3 1 'NCP.E*TF UCK IS NO'USED iXBUCKOVERMASONRY/C0 ", IS OPTIONAL. WHERE 1Y I.%. DISSIMILAR MATERIAL'. MUST BE SEPARATED WITH APPROVED COA71NG OR MEVIBRANE. SELECTION OF COATING OR k4E;\49RANE IS THE RESPONSIBILITY 01- 0 R ENC;INF.:j:_R OF RECORD. IHI: ' ARCHITECT 4) ALLCANIA.9LE STRESS INCREASE r)1/3 WAS 1401 USED IN THE DESIGN OF THE pR,, IL,,jcT SHOWN HEREIN. WIND i..C.A.".', DURATION FAIJOR Cd=1.6 WAS USED FOP, WOOD ANCHOR CALCULATIONS, 5) FRAME MATERIAL: EXTRUDED RIGID PVC. I,) SASH. UNITS MUST BE REINFORCED WITH (WI-451-020) STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCE[) WITH PF- 1j4S. 020 STEEL. RENFORCEI,!e'NT. MUST BE GLAZT.1) ON!" S PER AE',IN 13 OD 04 8) APPROVED Q,1PAC1 PROTECTIVE SYSTEM j__F FOR THIS PRODUCI IN WND BORNE DEBRIS REGIONS, 9) SHIM AS REQ:0;RF0 AT EACH INSTAI.A.ArION ANCHOR 6VIH LOAD REARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. 10AXIMUM ALL-OWADLE S1111A ST ACK,10 BE 1/4". 10) FOR ANCHORING INTO lAASONRY/CONf_-RF_ i F USE 3/16" TAPCONt, WITH sUFFICfEN11 LENGTH 10 ACHIE'VE A 1 1/4" MINIMUM ILM"DEDMILN! INTO SUBSTRATE WITH 2 5/ 8 ' ' MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLAT10t, i DFTNLS- 11" FOR ANcHovc, INTO WOOD FRAMING OR 2X BUOK USE #8 WOOD SCREW WITH LENGIH ' I*(*! ACHIEVE: A 1 .3/16" MIN'lfiUM EMEEI MENT 1NIO SUB', Z TRAIIE. LQCAIE: ANCIIOFS AS S'HOWPAND INIALLATIONN IN ELEVA ONSSDETAILS. 12) ALL FASIENER' S TO BE, CORROSION RESISTANT, 13l IwS1AL.1. AT?(.)N ANCHORS SHALL BE. INSTAILLE) IN ACCORDANCE WITH ANCHOR MANUFACTURER'S NSTALLATION INSTRUCTIONS. AND ANCHORS SHAIJ.. NOT BE_ USED IN SUBSTRAIT- 3 WITH ST`AEI NG HS LF5S THAN THE MINIM01,11 STRENGTH SPECIFIED FAELOIX: A. WOOD - MiNIMIJIM SPECIE!.'; ORNVITY OF 9. I,ONCRETE MINIMUM COMPRESSIVE SIRENGIH OF 3,1192 PSI. C 'TM f MASONIRY -- STRENGTH CONFORMANCETOAS - 90, GRADE, N, PE I GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORxS P.. to z 650WESTMARKETSTREET S 4. 4r,` GRANTZ, PA 1700'=0370 d SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW Mom: 0 STEEL REINFORCED - NON -IMPACT 36" X, 84 ELEVATION, ANCHORING LAYOUT AND NOTES A OF ORMYN: NO V. L. 08-01372 SCALE NTS 1-. 10/ 17/11 1 '"-1 OF 3 i, 2.X 9!JC:I^:jFfOC r1 I:HAKIiNG P' OTHFPS 2X P "_K APPROVEn SC".1..4NT EXTERIOR ET er I L"i O:r APPROVED A ALAN T I t iE r SH!M Ef) OF c:Llalv'r aF.. of APPROVED IIM r ... VERTICAL L7 ; CROSS SECTION0TN -. )....... . .. 3G F. C 1::.. >EUJRED 2X BUCKIWOOD FRAMING INSTALLATION m RE,1113K)w.; G(SCRIPT1,;IN vi!^J. i .......................J Imo.... 1 j4' MAX. Ii I , INTERIOR 2X f lJ K,/'+i1:):.`:, }RAMING I:il' C)T;HER'. X E3t;CK TO E:E PROPERLY SECURED EXTERIOR Sr— IN PE D 0= AIFPRI%` E' SEALANT HORIZONTAL CROSS SECTION 2X BUCK/WOOD FRAMING INSTALLATION tla'IF: I or-f"m r.'I fiTEPl,,.)R AND EX:TF^:li1R !—fN ;. .c_r, rY .. F.;F NO' r :;HC?t";h POP Ct_AR!TY. S0y i 650IWpa`MA KNr SDQC)RS GRANTZ, PA 17030-0370 1 ti,•\G NS.• c9 0 * r SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 6 1INSTALLATIONDETAILS13TAT? 4t r' A/ss 0!QAj,'C G\N V. L. 08-01372 nfE NTS10/17/11 L OF 3 3Y )THERS BUCK E'Y 7THERSS, 1X SI ::K TO BE LANCE BE I. N H!' D (IF APr^RCVE0 SF...ALA,4T EXTERIOR r 1; A! TO BE SET iM A 8FD APPR;)VF.r' CON:.';TRUCTiON :'.X.A..ANT FLED OF 6,PPRi'DvED 0Nt'1;ruUC1'i;:)N ADHESIVEPE N ................. OF'TI C,, N. O:MEIR 1 X HUCK 10 BE PROt-ERi..Y i RIE.I:) SCF.. _ ! NOTE: >, SHEET 1 a VERTICAL CROSS SECTION MASONRY/CONCRETE INSTALLATION Il 101HERS PMSIRN4 I.................. yMTE I APPR M.f) P M3EDIVIENI i! R i Ry T!! _ y! INTERIOR 1 i : i jam'_:: I , 0 !:>1T10NA_ -X 81.!;iK !3`' ....., \ EXTERIOR PRUIIPERLY SE ' IRED. SE::, LAnIGE 'Fr HE 4.1. v,.'; ', SHEET tI AP `F;Q'iF..1 SEALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION Nf)!E: INfE:RIOR A!VD EXTERIOR RNiSHE:', 13'r OIInFR,, fa' T SHOt*Ni FIR CLAR!T'(. MI DOOWINDOWS 650 MAWKET STREET GRANTZ, PA 17030-0370 1'" CENSE` S B i 0SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84roJs a TATINSTALLATIONDETAILSg? OE 46-.. f'' nq/oNA'.t DRAWN; V, L. 08 `011372 a AUNTS10/17/11 3 OF 3 a L. Roberto Lo11tas P.E. 1433 Woodford Rd. Lewisville, NC 27023 336-945-9695 rllomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering. Evaluation Report Product Line. Series 3540 Finless PVC Single Hung Window— Non -Impact Report No.:: 511989 Cdomp"We The.above mentioned product has been evaluated for compliance with. the requirements of the Florida Department of Gomrriun4 Affairs for Statewide Acceptance per Rule 9N-3. The product listed herein complies with requirements of the Florida Budding Code. SuppmOng Technical Dowtnerrtaddn. 1. Approval document: drawing number 0"1372, tided Series 3W Finless PVC Single Hung Window — Non - Impact. signed and sealed_by Luis Roberto comas P.E. 2, Test report No.: B1910.01.109-47, signed and seated byfrtichaei D. Stremfinei. P.E. Awhitectural Testing, lnc: York, PA AAMANVOMNCSA1011.SZA440-05 Design pressure: +10.101.50.13psf Water penetration resistance 6.06psf 3. Anchor calculations, report number 511989-1, prepared, signed and seated by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum desion pressure: }40.0/:50.0 psf Maximum unit size: 36" x W Units must be glazed per ASTM E 1300704. Frame and sash material: Extruded Rigid PVC: Sash: stile and rails and fixed rrteeting railrdinforcement Roll. formed steel. rr This product is not rated. to be used in the HVH,7, This product is not impact resistant arxi requires impact protection in wind borne debris regions. Instaliatroo r Units must be installed In accordance with approval document, 08-01372. crtt'fcation of lndepo Bence: Please note that t don f have nor will acquire a financial interest in arty company manufacturing. or distributing the product(s) for which this report is being issued Also, I don't have nor will acquire a financial interest in: any other entity ihVolvstl in the approval process of the listed prooducttsj, 1 of 1 N Or Aa00 TAT OF sA ew NAi.,i' itf(it Luis R. Lomas, P.E. FL No. 62514 11107/2011 Florida Building Code Online Page 1 of 4 FL17676.16 Business • 1 t M , ! Yanxi iiT nroF BQS Home Log In ; User Registration Ho[ Topicss Submit Surcharge Slats &Facts Publications FBC Staff BCtS Site Map ; Links Search BusinesF - _ Product Approval pf OfS IlI Ia) USER: Public User Regulation Product Approval 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 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf 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 a_lazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.pdf 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 44x63.1)df ASTM f1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Greated-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: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes, Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 S11 Fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGBVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-50 08/28/2017 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 36x84 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 08/28/2017 Installation InstructionsDesignPressure: +35/-47 FL17676 R2 II 08-01247B 10-ndfOther: LC-PG35 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48z96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS 48x96.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Installation InstructionsDesignPressure: +30/-30 FL17676 R2 II 08-01371B 11.DdfOther: LC-PG30 Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 3540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Installation InstructionsDesignPressure: +35/-35 FL17676 R2 II 08-02269A 12 Ddf Other: R-PG35 Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglprlpr_app dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 5202.1)df 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 -P2 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 fl-17676 R2 C CAC APC 3540 FLS 52x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf . Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 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 foruse outside HVHZ: Yes Rev. Ddf 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Quality Assurance Contract Expiration Date ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf Verified By: American Architectural Manufacturers ASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Coovriaht 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 emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter455, F.S., please dick here . Product Approval Accepts: CreditSA FE https:// floridabuilding.orglprlpr_app dtl,aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGl... 5/26/2016 ArL•I tVr idaia' ! .AdniinL hai) MI Windom & Doors, Inc. P.O. Box 370 Gratz; PA 17030.0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM At#tHt RIZA "iON FOR PRODUCT CERT'IFICATTt tit The:ptodud.descrbedlbejbwisbare approved for f dng'h tte ..de! t isrije afthd AAMA CeMOd. Prcduc flitectory. Mie 00OF04 Is based pn sumoampledon tfWests, and the reporting t9 The AdMinistrator of the results of test, acxoxpanied.'by related drawing!;, by an ~Aected'rted Laboratafy. 1. The listing below wtli be added to the ne3d published'AAMA Certified Products DsrecWry. SP€ CIFICATION. AAMA1W C" 10%S. 2JA440*0 LC 2731*16a7 0OW4) Negative Design :Press>.rt'e = -W .W OMPAMAND CODE MI Windows $ Doors, Inc. Coin. Ill TL RECORD OF PRODUCT TESTED tiv. sutRiES Motu. $ PRODUCE` MAxiMUM SIZE TESTED nEs+ PTION 3W TRIPLE SH(FIN). 1tt817 ( PVCx01)L0))L0 j(I'G).. tos OLAke4o)(TILT m FRAME 2T3i t> M x'Il#e IMM x 172") SASH 880 MM x.919 mrrl jrla" x 3't1" y 2, This .Oe[tification-IM11 expire April .12, 2617. an&mqulres validation until then by continued listing In the current AAMA CezNfied Products ' Direc Cory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No-' C7327.01- 409-47 Date of Report: May 7, 2013 ValWated for Certification ted Laboratories, Inc. Date: May 8, 2013 Authorized for Certification CC: ; AAMA JGS ACP- 04 {Rev.1.111) American Architectural Manufacturers Association ELEVATION CLEARANCE ALL FOUR SIDES) SHING Min ' Edge Distance JAMB DETAIL NRTFRM WHICH HEAD DETAIL fMASI• BY M Anchor see Sectioi Details) 1 iwhrfir Min, Edge 41 SIZE HEADER AS NEEDED Caulk under : ENTIRE perimeter. of. Nalling fih before fastening: IM AS OUIRED . DRYWALL dOWN WITH 1/2" SHEATHING) MUST ACHIE4'E 11-1/4" PENETRATION INTO. STUD. .. SILL DETAIL Notes: 1. Installation depicted' based off of structural test report C7327.01- 109-47. 2. Wood screws shall sotify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installations are assumed 2x S—P" F (0m0.42) or denser. Suck width shalt 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 shawl be sufficient to guarantee 1-1/4` penetration into wood buck. 5. Maximum shim thickness .of 114" permitted at each fostente location. Shims shall be load beorifig, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do riot address the air Infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. Installation shown is that ;of the test Window for the size shown and the design pressure claimed. For window sizes srnager than shown,, locate fasteners approx. 2" from corners and no more than 12" on canter, Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE . AND SPACING SHOWN WILT: ALLOW DESIGN' PRESSURES UP TO +35/-50 UNffS UP TO 108" x 74' SEE TEST REPORTS FOR INDIVI.DUAL UNIT SIZE AND APPUCABL.E DESIGN PRESSURE LIMITATIONS) WindDws &:Pobrs. Gratz, PA sus INSTAt, TION INSTRUCTIONS FTENER SCHEDULE — FIN- a'ar rn V, M. R. wm. 820- 09 COMM o, 354n Single Hung Continuous Head and Sill NONE 1 a 1 omm 3%6 SH CS" ON ft% Florida Building Code Online Page 1 of 3 18504.2 BCS Home Log In 1 User Registration Hot Topics Submit Surcharge Stats &Facts ; Publications FBC Staff BCS Site Map 1 Links :'; Search i CIG Product Approval USER: Public User r.:r:rr; Waco a?.r::;rsreEuv: Product Approval Menu > Product or Aoolication Search > Application list > Application Detail i FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 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 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.Ddf 1710.5.3 Method 2 Option B https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2t%2ftCOhpJQgi... 9/6/2016 107 3/8" COMBINED WIDTH W1W2 8T- I f FRAME HEIGHT WINDOW WINDOW MUI_ LIGN SPAN) t / i3" COMBi07R C3 WiDT1-1 W1 j W2 T_.. 1 a3" FRAME / WINDOW WINDOW INDOWMULLION SPAN) j 107 3/ti'- COMBINED WIDTH vi I . I L» ......-._ W2 ...................... WINDOW FRAME WINDO / WINDO HEIGHT " MULLIONI j S? AN.} W1" wz -- 10` 7/s„ COMBINED WIDTH Dssign pm=m rating f050 Unlfs anchored Into wood f taming Mullion. 1: span ( 1n) Nbutarywidth 1 4803 29:50" 38 06 41' OO In 48: 00 .52.13 25, 00 130.0 130.0 130,0 130;0 130.0 130.0 37: 38 130.0 130.0 127.2 127.0 127.0 127.0. 40, 63 120.7 94:3 77.9 73.8 T2.1 72.0 02, 00 924.T0:8 56.0 51.5 48 6 47.4. 65, 63 86.6 65.8 51.7. 47.3 4CA, 43:0 72, 00 7T,8 587 45.8 41.4 36:5 37,0: 62: 1 46:0 33.1 29.1 1 26:3 24:9 107 3/8" COMBINED WIDTH W2 -- I T- I 8. 3„ LN HRAM,E i WINDOW HEIGHT---.._....._... MULLION SPAN) / v 107 3/8 - COMBINED WIDTH W1 W2 ................ . 93" l 1 WINDOW FRAME vjEiGWT Wi Q.IY _w..lil4QVxMULLION ! SPAN) LW1 F-- wz 107 3/8 iiMFiINED WIDTH REVISIONS REV DESCRIPTION I DATE I APPROVED A. I REVISED INSTALLATION DETAILS 1 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH W1 ._.. I ...................... W2 ......_.._.......... 1 I83" WINDOW r FRAME HEIGHT WINDOW Ei!IN MULLION 1 / SPAN) l W1 f-- W2. -- 107 3/8" COMBINED ' WIDTH APPROVED COMFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED f07 3,W AS SHOWN HEREIN. Des( gn pmsw- rating (pso Unift ancRared Into masonry/concrote mullion, e50. 11 (Iny, Tributary 18. 13 406 wid 36. 06 4100 in), 4800 : 52.03 25, 00 130,0 13M0 130:0 130,0 130:0 130,0 37: 38 130.01X0 130.0 130.0 13D, 0 130.0 49. 63 130.0 130:0 130.0 130.0 130, 130.0 OZ09 130.0 116.4 87.8 79.3 73.9 Ti.S 65, 63 130.0 96:6. 22.9 65.5 60.5. 72. 00 99.3 72,4 54.0. 48.1 44,0 42,0 L4. 00 621 46 0 33.1 29.1 26,3 24.9 LARGEANDSMALL MISSILE 1MPACI-, LEVEL D, WIND ZONES QiMENSIONS IN CHARTARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: DV/ G NO. V. L. 08-01 445 SCALE NTS I DATE 01/11/12 ISHEE72 OF 3 SIGNED: 0810712015 L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllom as@Irlomaspe: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 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 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: 52 118" 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 Ml Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 TATE OF O'`'' 0Rtpt+. `'` tc s ONAL E G 111111 Luis R. Lomas, P.E. FL No.: 62514 08/0712015 . t Florida Building Code Online _ _ Page 1 of 2 i e '.a +! Ileris.d BC Home j Log In User Registration I Hot Topics Submit Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map Links Search Businegg Product Approval USER: Public User Regulatioc ProeuctAoarovi aerw o- ..be>+itgn Li5t,> nstphtston cetpA I FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method American Construction Metals 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 lyle,pestow@acm-metals.com Vivian Wright rickw@rwbidgconsultants.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, Evaluation Report - Hardcopy Received Lyndon F. Schmidt, P.E. PE-43409 Keystone Certifications, Inc. 03/02/2020 Ryan 1. King, P.E. 5 Validation Checklist - Hardcopy Received Sitandard. ASTM E330 Method 1 Option D Year 2002 https://www.floridabuilding.orglpr/pr app_dtl..aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 TM Acm, AMERICAN CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT G 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 property to receive foods 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 CONiENiS. ..... SHEET# DESCPJ ON 1 Typical elevations & general notes 2 Panel details 3 Sbfrit details &des' n pressures 4 soffit deI' &desl n reslulel 5 Soffrf details, design pressures & pin of materials TRIPLE 4 (N) Td-012 (.011 S THM) T4-014 (0135"1HICKI QUAD 41M t012 (.011V THICK) 0-*0141.(113STHICKi ffr'+ trrlj 1 t l Z Ids m d 1 E, Q72maV K 14 10 IL 0 3, V 43 BY. X Bv: LFS Ma NO, FL.-12019.1 Er 1 ov 5 r N n SPAN A..' SPAR 1i--ROOF OVERHANG — ROOF OVERHANG ROOF OVERHANG ROOF 'y, 2 r. ~ o rwn mROOFROOF FRAMING FRAMING FRAMING o n m z° ALUMINUM p i m z j ALUMINUM L FASCIA - _ FASCIA TRIM 4.0 9 E a TRIMmaaL EMU OR 'SOFFIT tMU;i1R v Z t==50FFIT r EMU OR SOFFIT WOOD WOOD WOOD SPLDETAII'C' FRAMED SEE DETAIL "A" FAACIED `tea D- AlLAIL"A FRAMED . SEEOETAIL"B° .J JJJJJSEE.DEtAR.'D'I SEEDCTAIL"C" SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w )-CHANNELS SIDE VIEW - SINGLE SPAN w/]-CHANNEL. Shown wl trusslimming cantilever) (Shown wl truss/Framing cantilever) (Sh nan w! trus Jfrarniirl cantilever) SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSf) POSITIVE NEGATIVE s' 70.0 141.0 10^ 60.0 60.0 12" 50.0 50.0 t4' 38.5 38.5 30. 0 30.0 Wilt: YYVVV rmnm DESIGNED BY THE ARCHITECT OR ENGINEER OFRECORD DETAIL " B " F- Channel TRIM NAIL ATTACHED THROUGH FASCIA NOTE: @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, TRIM BOTTOM OF FASCIA FLAT 1 AGAINST PANEL STAPLESINSTALLED @ END OF PANFL AND 8" MAX. O.C. 4 SEE DETAIL "J ", SHEET 51 - 1 / 8" MAX. DETAIL " A 7 Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ I T O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 1 T O.C. (INTO WOOD) IN F-CHANNEL SLOT OR 7-NAIL @ 12" O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.C. INTO FRAMING s 1" MAX..... STAPLES INSTALLED @ It O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ I t O.C, DETAIL" D" J- Channel Fascia O ny nwm a mrL, STAPLES INSTALLED @ 12" O.C. (INTO WOODI K IN J-CHANNEL SLOT OR T-NAIL @ 12" O.C. o INTO WOOD OR MASONRY) STAPLES LOCATED. $ FRAMING 24O.C. INTO 1° MAX. _ DETAIL" C " J- Channel rnvc. 9 JK SUBSTRATE NOTES: OxK : By.. LFS 1. WOOD SUBSTRATE: G = 0.42 OR BEITER 1 BAW1.40wf,: 2 MASONRY SUBSTRATE: 3,ODO PSI CONCRETE (ACI 301) FL--12019.1 OR HOLLOW BLOCK (ASTM C90). SHEET 3 or S , REM DESCRIPTION MATERIAL 1 FASCIA .0215' THK. AL. 3105 - H 14 ALUMINUM 2 J" CHANNEL .0155' THK. AL. 3105 - H24.. ALUMINUM 3 r CHANNEL .0155" THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135' THICK AL.3105 ALUMINUM 6 TRIPLE 4 PANEI. (.0115 OR .0135' THICK) AL. 3T05 ALUMINUM 7 15x13/4"TRIM NAIL S.S. B 18" GA. X 1/4" SS STAPLE w/ 7/6" MIN. EMBEDMENT STEM 9 2'X2'BATTENSTRIP (G-.42ORBETTER) WOOD 10 APA B-C- GROUP 1 EXT.1513T PLYWOOD OR BETTER WOOD 11 097' DIA. T-NAIL wJ 5/8" MIN. EMBEDMENT) STEEL 12d X 3-1 !R. 1 X2 VERTICAL N.D. GALV. STETS FRAMING (G>.42) COMMON NAIL @ 24" O.C. % ATTACH w/ 2 Sd COMMON NAILS w/ 1-3l4" MIN. EMB. / @ TOP TO ROOF FRAMING DETAIL " H " B STAPLES INSTALLED @ ^< END OF PANEL AND 6' MAX. O.C. SEE DETAIL "J ") - 5 6 DETAIL;! I !! MAX. LICIAIL" "I.." ROOF CVERHANG ROOF FRAMING M F m r W m M ems t/Tflnl 0" z SEEDETAIL"B" . ZuZEmmaU SHEET 3) ,// •i N a o r a m a a v 3. pp .c9b.F. 1 12dX3.1/4" -CMU OR H.D. GALV. STEEL. _ -_ i WOOD COMMON NAIL@ZVO.C. SEE DETAIL "A" FRAMED . w/ 1 1/4" MIN. EMB. (SHEET 3) CONTINUOUS SEE DETAIL"N BATTEN @ CL SPAN STAPLES INSTALLED SIDE VIEW - DOUBLE SPAN w./BATTEN. END OF PANEL AND (Shown w/ trms/framing cantllev&) 6' MAX. O.C. SEE DETAIL"J ") SPAN " A „ TWIN SPAN LENGTH w/CONTINUOUS BATTEN A - DESIGN PRESSURE (PST) POSITIVE NEGATIVE 16" 70.0 70.0 1e" 66.5 66.5 20" 60.0 60.0 2z^ 54.5 54.5 29' 50.0 50.0 SEE DETAIL"G" SHEET 4) ROOF SEE NOTE 2 wuoRr B:`T1 FRAMEO SEE DETAB 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 3/1 V ITW TAPCON CONCRETE SCREW 2- MASONRY SUBSTRATE.3,000 PSI CONCRETE (ACI 301) MIN. 1-1 /4" EMBEDMENT) 0 M' ON CENTER OR HOLLOW BLOCK (ASTM C90). Z r —x : a m A: N. T. S. ay. JK m av: LFS RM^v NO.; a FL--120 7 9> 1 0 1." ET .S - OF , 9._ O Florida Building Code Online IGb' 1' Page 1 of 2 rt r rrlrv p( atIS Home Lop In User Registration Hot Topic I Submit SurchaSul tion rge I Stats &Facts I Publications I F8t Staff ( 8tI5 Site Map ( Links Search Bi$CiS Product Approval fQ SSi USER: Public User ProdU[tarAuGIkA23ooSiRrttt.>. »W.plir?04i"Vomit FL # FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atlasroof'ing.com Authorized Signature Meldrin Collins mcollins@adasroofing.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 Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence PE-74021 UL LLC 12/31/2020 Locke Bowden SJ Validation Checklist - Hardcopy Received f IMS R4 C01 ATL13002 4 2014 F5C Mdutx fEvaluWM Shinoles.odf Referenced Standard and Year (of Standard) SAandard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dtI. aspx?param=wGEVXQwtDquJBMi gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 SurnmarV of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HYHZ: Yes ki63it R4 7I ATt13a62 4 201E F13C P+'adi_d -valltatioit Shinales.pfApprovedforuseoutsideHYHZ: 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 R ID S R4 'AVE YATLUI002 4 2014 W Product Evalua i 5hina(es.oc# Created by Independent Third Party: Yes Contact us:: 12Q;NptM;tje roe.SL !i s&ee F.tM90 Phone: 8550 40,. -1 . 4.:. The State of Finrida Is an AA/FF0 employFr.e"e^•"'^ .=Y" y"=. sW h&^ % s:: Privacy Stater ent :: • -p," "*' nt :: ,t ,y' '"'(" bi•Ifif.. 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 495, F.S. must provide the Department with an email address if they have one. The emaiis provided may be used for official communication with the licensee. However emall 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, P.S.; please click here . Product Approval Accepts: CretiitSAFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1j3N... 7/20/2015 CfXL;*' Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BuiLDING CODE 5T" EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 issued June 29, 2015 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE _ .. .. Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain I2ccc0cwf1CC 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 ATLA 06-02-01 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 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-170-02-01ASTM D 3462 2009 ATL13002. 4 FL 16305-R4 Page.,! of 9 This evaluabon report is provided for State of Florida product' approval under Rule 61 1320.3& The manufactumt shall notify CREEK TechnicalServices, 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 specfcally addressed herein. ATLAS ROOFING CORPORATION. C RE K 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 1996 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATLA85-02-01 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 -Mastery 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 3461 ProLAM'm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, themnally-activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM-D-3161, Class -F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerrield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMaster@ Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002A FL 16305-R4. _ i%e 2 of 9. This evaluation report is provided for State f product approval under Rule 6.1G20-3.: The tsanulaciurer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C EEK TECHNICAL SERVICES, LLC INSTALLATION_. GlassMaster® 30 & Basic Wind Speed (VuiO: Tough -Master@ 20 Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS.ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min.. 7/16 in. OSB existing construction.. in accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. Nailsails 1,.... s .. . ,... ...,.... 12" 4 sfe Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 3T Na7s 2" ... 4 Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL130024.. _- _., FL.16305-R4 Page 3 of 9 This evaluation report is piriri 'for State of Florida product approval under Rule 61G20 3. The manufacturer shall nc?ii CRE 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 ,4iE TECHNICAL SERVICES, LLC ProLAMTM Architectural Basic Wind Speed (V„it): Basic Wind Speed (Vega): Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Patterri"detailed below. 1 1 Figure 3. ProLAMTM' Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT" Architectural Shingle 6 Nail Pattern ATt-130024 FL 16305-114 _Page 4 of.9. This'evaluation report -is -provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. E,REEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuu): StormMaster® Shake Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayrnent: Min. slope: Installation (HVHZ)2 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; Ming 15/32 in. plywood existing construction: In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements'. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below: Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 3m, Wn:129k..9eNenlntl mating nag E 1. 12 VP - 1' ..... TY 1 Cl C-D Ci t ) CD . L w r-1 t ) L_ 1 . = 6Wr Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 3V W 129a 9atvantre0,mg apank,roR wtp Mn 3V peal 1' . Imo'' co co CD C--) ED CD CD CD CD co CD C:) C: CD cm CD clic Cn CD Q Q o o 'Q o' n Q CZ0 C3,'Q (=). 6 7/3• 6' Figure 6. Pinnacle® Pristine and StormMastea Shake 6 Nail Pattern ATL13002.4... FL 16305-R4 Page:5 of 9 this evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuu): 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. 15132 in, plywood or wood plank for new construction; Mina 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance.with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and. manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's .published installation instructions. Shingles shall be attached using either''4 Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" Figure 7. StormMaster@ Slate 4 NailPattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002. 4 FL 1630..5-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 6%20 3j:: 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(g) Starter Strip Basic Wind Speed (Vuio: Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)t 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 gay 1-11r ring tuna n U Figure 9. Pro -Cut® Starter Strip ATL130.02.4. FL 16305-134 _ Page 7 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 ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (V„ ic): Max. 194 mph Basic Wind Speed (Vasa): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 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.. i` 12 ga. 1-1/2" ring r shank nail 1 I I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-114._ .. Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-&.: 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. CREE'K 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 shalt 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 5m Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2015.06.2 912:55:48No7402t .. 04'00' U STATE OF Zachary R. Priest, P.E. Florida A1-'organization No. l on No. 02t A E9641 CERTIFICATION OF INDEPENDENCE - -- CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:_ CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 voyc. - This evaluation report "is provided for State of Florida product approval under Rule 61G20-3. The manufacturer:st ailnotify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824 CREEK17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT _ _. FLORIDA BUILDING CODE ¢T" 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' Enti 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 (TST6878) 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 ATLA 07-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 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 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1695 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 . _ PtwQ9.1 of 9 This evaluation Feport is . :for State of Florida product approval under Rule 61G20a 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 TASASTMD 3161 2100009 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 GlassMastef( D 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough - Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro - Cuts Hip & Ridge ASTM D 31.61, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro - Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster@ Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMastef@ 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. Of 9 This evaluation report rs provided for State of Florida product approval under Rule1G203 6-. Themanufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CR. E TECHNICAL SERVICES, LLC INSTALLATION GlassMaster@ 30 & Basic Wind Speed (Vut): Tough -Master@ 20 Basic Wind Speed (Vasa); Deck (HVHZ): Deck (Non-HVHZ): Undedayment: Min. slope: Installation (HVHZ). Installation (Non-HVHZ).- ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min..15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with .RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. _ Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 1. GlassMaster@ 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36" bails 1w . P' 1 `Z" -*-- 12w 01-- Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 t-L WOub-+ta _ . - This"evacuation report is prt+Pie:ci? for Sfate of Florida product approval under Rule 61G20-3. The manufacturer shall n Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specifically addressed herein. Of is valid. are not CREEK: TECHNICAL SERVICES, LLC ProLAMTm Architectural Basic Wind Speed (Vuit): Basic Wind Speed (Veld): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in: exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or T Nail Pattern" detailed below. Figure 3. ProLAMT" Architectural Shingle 4 Nail Pattern (non-HVHZ only) j7 xilh wIn.L6'Md TVP Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern ATL13002.4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manshall nOtify`CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vuit): StormMasterS Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): 6• Min. 12 9a.9tlwdnd mdN MII w9h mWOM' hwd ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. 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. 39 318- r >/. rn c7re• i, 1 i Figure 6. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 99 310• ew vwrweroremd 3 3 a s re s dddl r . 6 7/d' Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern 1 ATL13002.4 FL 16305-R4 Pogo 5 Of 9 his evaluation report Wild —OW -for State of Florida -product approval under Rule 61t32ff-3 The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid; This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C Et TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V„ ir): Basic Wind Speed (Vesd)t 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 Figure 8. StormMaster© Slate 6 Nail Pattern FL 16305-R4 6of9 This evaluation report is provided for State or rionaa piuuuut app-- ••• •-• __ __ ..._ ..._. 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 (Vuit): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ). Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min, 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12., Installed in accordance with RAS 115 and manufacturer's published installation instructions; Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall -be attached as shown below_. u. 320.1.w u'p z!wk eai4 1' Figure 9. Pro -Cut® Starter Strip ATL13002.4 —FL 16.3WR4 _ rage 7 of 9 This evaluation report is-1providW fOrState of Florida product approval under Rule 61t32 ?: & The manufacturer shall notify :Cksm— , Technical Services, L.L.C. 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„u): Max. 194 mph Basic Wind Speed (Ve,d): Max: 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min.. 19/32 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements. with 5-5/8 inch exposure in accordance with RASInstallation (HVHZ and non-HVHZ): Installed 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. t 12 ga. 1-1/2" ring . l r shank nailr i 12" 6" 1 Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL16305-R4 This evaluation report is .provided for State of Florida product approval under Rule'61G20-3 The manutedlMer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. V ATLAS ROOFING CORPORATION C Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation.; 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements.: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM. D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck,- 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE. STATEMENT The products evaluated herein by Zachary R. Priest, P.E.'have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. IN10 rA , '14` 4r, 20 5.06.2 4 `:• .A j. f N0114621 .•; 912:55:48 04'00' 4 STATE of • "'•' S?N,+4 Zachary R. Priest, P.E. Florida on No. 021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEL( 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 0 Florida Building Code Online Page 1 of 2 B sitiess.& Professional Regulation Bcis Home j Login User Registration I HotToplcs Submit Surcharge Stats & Facts Publications FBC Staff low rrtluRiOa+cy ii> Product Approval Paws USER: Public User Rj rl tlf}ri 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@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 1 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Wamock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE W Validation Checklist - Hardcopy Received Certificate of Independence FL15216. R2 21i15 Oi QDi Nieminen.fidf 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:/lwww.floridabuilding.org/prlpr_app_dtl.aspx,,param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online Page 1 of 1Ulr)(3err1 L1,59 - rotessional '-g Fkft D4WTe0 BCIs Home I Log In I User Registration I Hot Topic ( Submit Surcharge Stets & Facts i Publications FBc staff 60S Site Map Unks Search Busines ftroduct ApprovalPrrfessj. USER: Public User Regulation 121" Apdyvovir *lulu y produa or Ate, e.Soarek YdApptEca`don t)iY. L7I-S•' . Refine Search, Search Criteria Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL 11 Approved For use in HVHZ ALL Approved`foruse outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL 7.ilr;:[r_:flC>•MN:i Fes. n s+ww.v..n IM Manufacturer Validated By tus FL15216-R2 Revision InterWrap, Inc: John W. Knezevich, PE Approved History Category: Roofing 954) 772-6224 Subcategory: Underlayments M,P^+Q,.Yt EPA..P.PP.ttivNsbyYfaPRSA.a...., rertew.ealintdratNedfiy:the 2nOfpr.lAr Contact Us :: ' .... tlerlli "1Mi[0e'nft TwtLiYf:ara. i1 32$99g}+C.: fl'_m':4A?=1824 The State of Florida is an AAlEEO employer.: Sl .uah!= !`2flt3 a of Fl°'uIa' :: Privacy statement:: Arc M_Ib & Statement :: ReFund S'.atement Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -records request, do not sendelectronicmallmthisentity. Instead, contact the office by phone or by traditional mail: If you have any questions, please contact 850.487.7395. -Pursuant toSection455.Z75(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address IFtheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. IF you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee underChapter455, F.S., please clidc here . PraductApp..rovall AAaccepts: SAVE https://www.floridabuilding.org/pr/pr app lst.aspx 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 5uniniaiirof Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions FLt5216 R2 II 1©YS D4 FINAL ER INTERWRAP RHINOROOF El 15.)16- Approved for use in HVHZ: No R2.ndf Verified By: Robert Nieminen PE-59166 Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Evalua tion.Reports cn RHINOROG)F fL3S21friS7163t2AE2D1504F1MAt ]R.Ap R2.odf . Created by Independent Third Party: Yes Co to s :: rnen. T•7ot'ra w..r TNlaha eeP '+9;au`Pltar:850-492-18?4: f#SfatldfAodds .. .. . The state of Florida is an AA(EEO employer eouMgfS_20D_7j$O_, : : :: aer„na 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.sendelectronicmalltothisentity. Instead, contact the office by phone or by traditional man. If you have any questions, please coned 650.487.1395.406ia6tiittoSection455.275(1). Florida Statutes, effective October 1, 201Z licensees licerdW under Chapter 455, F.S. must provide the Department with an e0wa" if they have one. The smalls provided may batismd.for dal pitaliunf-Cadon`w h the tcensde. }fot er ema8 M Tpn fES are public record. If you do not wish towhichcanbeYr%de*An.11abletck.#0 pWjc. To determine if you are a licensee undersuDDlyapersonaladdress, Please Orovide.tlie'DeDertrMrt wittt Lgti; a4fr- :. Cfiaped+*t'3, : f.5;, Please dick. Product Approval Accepts. Credit '.arei• S`A r E h4s://www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 I RINITYIERD 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 F1.15216-112 Mission, BCV2V-6E4 Date of Issuance02/17/2012 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 5t» Edition (2014) Florida Building Code sections -noted -herein.-. DESCFUPTiON: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPutaNCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes or provisions of the -Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinitylERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADvERnsEmEwr. 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. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 The facsimile seal appearing was authorized by Robert Nieminen, P.L on 04/2712025: This does not serve as an electronically signed document. Signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION 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. 5. This is a building code evaluation. Neither Trinity I ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. rTRINITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5a T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.95 on Heating 150713,1507.5-3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9-3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entitv Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395CO"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 underiayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type 11 felt. RhinoRoof Underiayment is available in 42-inch wide roils, and can be produced in_various other sizes. 5, LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 5.3 5.4 5.5 This Evaluation Report is not for use in the HVHZ. 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. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. All k! r,,,,f rovers annliPrl ntnn RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OrrioNs Underiayment Asphalt Nail -On Tie 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 Underiayment 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 manufacturers published installation instructions and the requirements for ASTM D226, Type I or 11 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 140530.02.12-R2 FL35216-R2 Certificate of Authorization #9503 Revision 2: 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 tiiiri oitcaf mod:. 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 Simile_taveri:Rpdrstoge:>:4i2t 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-undercertain-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 underiayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6. 4.3 QiiIg1er Z'12 etoiffSkrne c 12 End ( vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half - width plus-1-inch-side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named.QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVAWA71ON REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certificote ofAuthorization #9503 FL35216- 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 140510.02.12-112 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2:04127/2015 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. DEscRIPnow 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 ofthisEvaluationReportbythenamedclientconstitutesagreementtonotifyRobertNieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity(ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nleminen, M on 00/27/2015.,This does not serve wan electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION 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. process of the 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval 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 anyprojectonwhichthisEvaluationReport, 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. 1507.2.3,1507.5.3, T1507.8, 1507.830715.93,15675 .9. 1507.23:1507.53,1507.83, 1.507.93 3. REFERENCES: Properties Unrolling, Breaking Strength, Pliability, Loss on Heating Unrolling, Tear Strength, Pliability, Loss on Heating, Liquid.Water Transmission, Breaking Strength, Dimensional Stability Standard Year ASTM D226 2006 ASTM D4869 2005 Entity Examination Reference, Date ITS (TST1509) Physical Properties 100539395COQ-ODB 10/27/2011 ITS fW1509) Physical Properties 100539395C04002 10/27/2012 ITS (TSr1509) Physical Properties 100539.395COQ7006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRoDUCTDESCRIPTION: 4.1 RhinciRoof U20 is:a multilayered_polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type Il felt -or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42=inch wide rolls, and can be produced in various other sizes. S. LimAmoNs: 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: TA&E i ROOF COVER OPnONs Underlayment AsphaltNalWn rite Foam -On Tile Metal Wood Shakes slate or Shingles Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or It or D4869, Type it underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificate of Authorization #9503 FLis21 -RZ Revision 2: 04/Z7/2015 Page 2 of 3 T NITYJ 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. b.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 Ro2iSl6pd>.412: End (vertical) laps shall.be minimum 6-inches and side (horizontal) laps shall be minimum 44nches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed 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 Qtrubl6 Laver• 2:2'< Roraf Stove <+4.17; End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTrry: Intertek Testing Services NA Inc: ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-R2 Exterior Research and Design, LLC. FL15216-112 Certificate of Authorization #9503 Revision 2: 04/27/2015 Page 3 of 3 s Sppclalty Structural EncjInPPrinq CBUCK, Inc. Certificate of Authorization #8054 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 S— tkamc c Sew for Bacbmd su6mhtal ti llrtrrrrriiL... suc P•',1GENSF•'•.,p No 31242 T' STATE OF _ Pt rrrrrrrr Digitally Signed by: lames 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 Report No.: 15-104-MM2-St0RV-ER_14CS"IUCK Engineering Page 2 of 7 Speclalttj Structural Engineering CBUCK, Inc. Certificate of Authorization #t8064 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-M M2-StORV-E R_14 Page 3 of 7 Speclaity Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval' contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Ootion for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 4 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size : 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 d. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 Specialty Structural EnginPPrinq CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ir Report No.: 15-104-MM2-StORV-ER_14 Page 6 of 7 Speciaity Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck J- 4 1/2 in. i Profile Drawings 1 /8"I 18-1 /4" I Y Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MINITOUTNTSM. Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Speclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 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. Wbod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. dap\ e e 6 Ft. \ egg\ rs` Se • 8 Ft. p\e Jaya a/ Typical Ridge Vent Assembly Isometric View (Not To Scale) 1 a ' , Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Florida Building Code Online Page 1 of 3 t 0 I i Surcharge I Stats & FacLS Publicab n FBC Staff I BCIS Site Map Links I Search nn,,,td is BCIS Home I Log In I User Registration : Hot Topics SJbmt rReJ:rJo .... WJ Product Approval pT055l USER: Public User Regulation 11 ppl'wtton List > Application Detail FL # FL2197-R5 Revision Application Type 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 Mi7ek 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 p t 37 RS COI f'orfifir tn of ihdenenrience %r Fvaluation:Ddf Certificate of Independence Referenced Standard and Year (of Standard) RandAit Year 2007 ANSI/TPI 1 Equivalence of Product Standards Certified By Sections from the Code https:/lwww.floridabuilding.org/prlpr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Florida Building Code Online Page 3 of 3 Cre `tSA F E https:llwww.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 partialembedmentfollowedbyfull -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 tolerancesspecifiedinANSI/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. wwvirj c-es.or (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 63-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HSTM 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 20061nterriational Building Code (IBC) ill 2012, 2009, 2006 international Residential Code® (IRC) s.2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 I6C. 2009160 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 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 cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-2.0 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0,88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered OJ5 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-tong (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, MI120 HS, and MT20HSTm- 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 3/4-inch-by-14rich (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 025-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 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, JCC-ES Eiwlualivn Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasonendorsementofthesubjectofthereportorarecommendationjaritsuse. 7 here is no trarranty by JCC Evaluation Sen'ice. LJ C, express or implied, as to anyfinding or other matter in this report, or as !o any product covered by the report. page 1 Of 5 Copyright 0 2015 ESR-1311. I Most WidelyAccepted'and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in21PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mill 16 Douglas fir -larch Hem -fir Spruce -Pine -fir .. Southern pine 0.5 0.43 0.42 0.65 176 119 127 174 M-20 and MII 20 121 64 82 126 137 102 75 147 1 26 98 107 122 Douglas fir -larch 0 5 0.43 _ 220 185 195 148 180 129 190 145 Hem fir pruce-pine-fir Southern pine 0-42 0.55 197 249 144 190 143 184 137 200 M-20 HS, MIl 20 HS and MT20HS Douglas fir -larch _. Hem fk Spruce -pine -fir _ Southern pine 0.5 0.43 OA2 0.55 165 139 ... 146 111 135 97 143 109 .. 148 _ 157 108 107 138143 103 150 For SI: 1lbfitl` = 6.9 WEI. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to Load,. wood grain perpendicular to load EE = Plate perpendicular to ioI wood grain perpendicular to load3Alltrussplatesarepressed,inW (hewood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND MI116 M-20 AND M1120 M-20 HS, Mll 20HS-AND MT20HS FORCE Efficiency PoundsfinchiPair Efficiency Pounds/inchlPair Efficiency =Pounds/Inch/PaDIRECTIONofConnectorofConnector Plates Plates wits c...•V,..., n r the Anintll. Tension Values in Accordance 0.70 with Section 2012 0.47 5.4.4.L of 1 r1-1 1I„III IIjIIW.1 1...,, . 880 0.59 0.48 1505. 1219Tension@0° Tension @ 90° 0.36 1013820 lsin+nn tali GaMinn 5.4.9 (ell Tension Values in Accbraanee ,mu, III-, ,,...• . - --- --- - Ma*num .met §ection Occurs over the Joatt Tension @ 0° 0.68 0:30 1945 0.62 1091 849 0.48 841 0.67 0.52 1716. 1321 Tension @ 90° Shear Values 0.54 0.61 0.73 1041 0.49 574 1173 0.63 738_ 1402 0.79 93fi 1055 0.5.5 645 914 0.42 490 672 0.46 544 0.43 0,61 0.67 0. 0.34 0.3 - 761 1085 1184 92 08608 537 i Shear @ 00 Shear @ 30° Shear 60° Shear @ 90° 0.55 Shear @ 1200 0.48 . 0.35Shear@150° For SI: 1 lb/inch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -Aline through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes thr+avgh a line of.h0les. 2MaAmii,M. Net Section - A line tlim h 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 fMdely Accepted and Trusted Page 5 of 5 0.126- 0.2-W 0.5W 32mm 64MM t27mm boo 000 goo 0o0 000 00i! o goo Goo A 000 0n0 000 go0 Ono Ono JNL3 1 0 Wr 9 3 t nm M-20 HS, Mll 20 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report CJK-1*3+ 1 „u,N••..••. Reissued June 2015 This report is subject to renewal June 2017. www.ice-es.org 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Counci lo DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HS'r* 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16. Mil 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: X 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mll 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HST"', described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 201:4 aru1. 010 Fonda Buik Code--ResadepUal,. provided the design and installation are in accordance with the Intemationa./ Buildding :Code_ _pC): p ravtsions noted in. the master report. Use of the MiTeko Truss Connector Plates M-16, Mll 16, M-20, M1120, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC-L•S [•valuation Reports are not lobe construed as representing aesthetics or any other attributes not specjcally addressed, nor are they to be construedasanendorsementofthesubjectofthereportorarecommendationforitsuse. There is no Iva to by ICC Gvaluation service, LLG express or implied, as — to any finding or other tatter in this report. or as to any product covered by the report. page 1 Of 1 Copyright 0 2015 IMES Evaluation Report Reissued June 2o15 This report is subject to renewal June 2017. 800 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° www.icc-es.ord 1 ( ) DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14616 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www-iiii.com.. EVALUATION SUBJECT: MiTek° TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: lr. 2012, 2009, 2006 International Building Code® (IBC) a. 2012, 2009, 2006 international Residential Code® (1RC) al2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 200918C. 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 wlili and M1116: Model M-16 and Model Mll 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inchthicknessoneachside (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 perpendicularaxisoftheplates. 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 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 (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model Mll 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 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 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, M1120 HS, and MT20HST11: Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20A653gage [0.0356 inch total thickness (0:9 mm)], ASTM 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-winch (19 mm by 25.4 mm) modulesofteetharestampedoutandfortedatrightanglesto 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 isseparatedbya0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A 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, not pec f y YIN as annEvaluation ofeparis are not to be the subject oJthe repart construed a recommendation fort its i s ics aThere r any is no attributesarbaery by /CC Evaluation Service, 1,X. express or implied, as the re oft to any f nding orother matter 3n this report, or as to any product covered by P Page 1 of 5 Copyright O 2015 Page 3 of 5 E.SR-1311 Most 1,441dely Acceptid and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) SG - AE EE ' LUMBER SPECIES M-16 AND MII 16 0.5 176... 121. 137 102 126 98Douglasfir -larch Hem -fir 0.43 .... 119 64 82... _ 75 107 Spruce -pine -fir 0.42 127 126 147 122 Southern pine 0.55__. . 174 M-20 and Mil 20 22 0 95 180 129. 190 145Douglasfir -larch Hem -fir 0.43 185 148 44 143 137 Spruce -pine -fir 0.42 197 190 184 200 Southern pine_ 0.55 249 M-20 HS, MII 20 HS and MT20HS_. 0.5 165 146 135 97 143 109Douglasfir -larch Hem -fir 0.43 139 111 10s 107 103 Spruce -pine -fir 0.42 14f3 138 150 n ss 187 143 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 a es must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain. perpendicular to loadEE = Plate perpendiicular'10 load.. wood. grain perpendicular to load . 3All truss prates are pressed info the wo-a for the full depth of their teeth by. hydraulic platen embedmenttullent presses, mutttpte roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial embedment roller pre ses<and hydraulicrplaten Presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M 20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS PROPERTY M-16 AND MII 16 FORCE DIRECTION Efficiency Pounds/inchlP of Connector Plates Tension Values in Accordance with Tension @ 00 0.70 2012 Tension..@ 90° 0.36 1013 . Tension Values in."A da tiAaz iriiu tension @ 0° 0.68 . 1945 Tension @ 90° 0.30 849 . Shear @ 0° 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 600 _ . 0.73 1402 Shear @ 90' 0.55 1055 Shear @ 120° 0.48 . ..... 914 Shear @ 1500 0.35 672 Efficiency m PoundstinchlPair Efficiency P dstinectoair air of Connector of Plates .. Plates 5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' Section 0.50 880 0.59 E12190.47 820 0A8 TPI-1 with a Deviation see Section 5.4.9 (e)] nce with flirt Section Occurs over -the Joine 0.62 1091 0.67 716E21E 0.48 841 0.52 321 Shear Values 0.49.. 574 _.: 0.43 7.61 0.63 738 0.61 .. 1085.. 0.79 936 0.67 1184 0.55 645 0.45 792 0.42 490 0.34 608 ... . 0.46 1. 544 0.3 537 . For SI: 1 lbrinch = 0.175 N/mm, imcn = 4a.-+ 1111M. 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.pesses thrmgh a line of holes. 2Maximurri Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5 of 5 EBR-1311 I Most Widely Accepted and Trusted 0.12r 02ST IDAW 0,3w 3:2.mm 6Amm Il 127mm H 93mm don goo goo 0,00 X4000 Ono Ono IrlOOD Goo On lono 000 000 000 000 M-201 HS, Mll 20 HS, MT20HS FIGURE I—ApPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counci lo DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HST"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M-16, Mll 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HS'm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: N 2014 and 2010 Florida Building Code —Building X1 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS MII 20 HS, and MT20HSTM', described in Sections mplyTheMifeleTrussConnectorPlatesM-16, Mil 16, M-1 M{I 20, M-2wi h the 2014 and 2010 Florida Building Code —Building 2.0 through.1.0 of the master evaluation repo ESR ....11 co and 'th 20I4 and ZQ't_0 Flo ilii ulldietg Code-'Resiileatial, provided the design and installation are in accordance with the Interrratlnnal Building: Coda {IBC) previsions .noted. in the roaster report. Use of the MiTek®Truss Connector Plates M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, and MT20HS " has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code -- Buildingandthe2014and2010FloridaBuildingCode —Residential. oli holde'squality assurance program Is. audited by:a: For products fa. under Florida Rule SN-3, venficafiori that the rep, a of inspections being cai d4cted Is.. the qual'. W sssurance 4h%. approved. by the Florida Buitding Cmmission for the type roval b. respt} sibity of an: approved validation entity (or the code. official when fhe report. holder i.oes not posses .a..rti app . Y the COmrnlSSfon) This supplement expires concurrently with the master report, reissued in June 2015. ICC LS Evaluation Reports are not !o be construed as representing aesthetics or ony other attributes not specifically addressed nor are they to be construed asanendorsementoffhesubjectofihereportorarecommendationforitsuse. There is no marranry by ICC Gva/uation Sereice. LLC, express or implied, as to arty finding or other matter in this report. or as to any product covered by the report. Page ; of 1 Copyright ® 2015 IMES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. wwwJcc-es.orq 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the lnternationa! Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_ mii-com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 International Building Codes (IBC) 2012, 2009, 2006 international Residential Code (IRC) 2013 Abu Dhabi Intemational Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC-2009 IBC code sections referenced in this report are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MII 16: Model M-16 and Model Mil 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel., with a G60 galvanization coating [0,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0,37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3-2 MiTek® M-20 and MII 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 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 MT20HST'": Models M-20 HS, MII 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal., Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.33-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, ICC-T;S L•i a/uation Reporu are that 7o be construed as representing --their ar any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. There is no v arram b /CC Evaluation Bernice, LLC, express or implied, as uwa =55= to any finding or other mailer in this report, or as to airy 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 EMBEDMENT' (Ib1in2lPLATE) Fe AE EE LUMBER SPECIES SG Douglas fir -larch 0:5 Hem fir 0.43 Spruce -pine -fir 0,42 . . Southern pine 0.55 Douglas fir -larch 0:5 Hem -fir 0.43 Spruce -Pine -fir 0.42 Southern pine 0.55 M Douglas fir -larch 0.5 Hem fir 0,43 Spruce -pine -fir 0.42 Southern pine 0,55 For SI: 1 iwin- = O.V Kra. AA M-16 AND Mil 16 176 ... 121 137 126 119 64 102 _.. 98 127 82 75 107 174... 126 147 122 M-20 and M1120 220 195 . 180 190 148185 129 145 197 144 143 137 249. _ 990 184 200 20 HS, Mil 20 HS and MT20HS 165 146 135 139 111 97 109 148 108_._ 107 103 187 143.. . ... 138 150 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 loadEA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate perperidtcuWto )Dail, wool! grain perpendicular to tiedAlliru&s pates arepnrssed into.ihe wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partlai embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND M11 lb FORCE Efficiency Poundslinchl DIRECTION of Connect Plates Tension Values in Accordance wit Tension @ 0° E610H220]12 3Tension @90° Tension Values in Accorc tiAaximi Tension @ 0° 0.68 1945 Tension @ 90° 0.30 849 Shear @ 0'.... 0.54 1041 Shear @ 30° 0.61 1173 Shear @ 6Q° 0.73 1402 Shear @ 90° 0.55 1055 Shear @ 120° 0.48 914 Shear @ 150° 0.35 672 For SI: 1 iblincn = U.1 /o rvrmm, w ww i - • M- 20 AND Mil 20 M-20 HS, Mll ZOHS AND MT20HS Pair Efficiency PoundslinchlPair Efficiency Po of Connector of Connector'r 3r lates platesof TPI-1. (Minimum Net Section over the Joint)' i. Section 5.4.4.2 0. 50 880 0.59 E15O50.478200.48 ante * ith TPIA with a Deviation tsee Section 5.4.9 (e)] 1m Net Section Occurs over the Jolke.. 0. 62 1091. 7 0.67 171ti 0. 48 841 0. 21 131Shear Values 0. 49 574 0.43 761 0. 63 738 0.61 1085 0. 79 936 0.67 1184 0. 55 645 0.45 792. 0. 42 490 0.34 608 0. 46.. 544 0.3 537 NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these p a es, this line passes through a line of holes. 2Ma) dmirn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. Forthese plates, this line passes through a section of the plate Wth no holes. Page 5. of 5 ESR-1311 I Most Widely,Accepted and.Trusted 0:12W 8.2Wr C.'.IW 0.:3ES 3.2 4 mjm 9.3`mm jmm 1-2-7-,w ars 000 000 050 1 Bon Goo Ong 100 00 non Goo OGG i WOTH u.i M-20 Hp S, M1.120 HSy MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (In Inches) (Continued) IMES Evaluation Report I ' "" Reissued June 2015 This report is subject to renewal June 2017. www.ice-eS.org , (800) 423-6587 1 (562) 699 0543 A Subsidiary of the International Code Counci lo DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTeleTRUSS CONNECTOR PLATES: M-16, MI116, M-20, M1120, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek®Truss Connector Plates M 16, MII 16, M 20, MII20, M-20 HS, Mill 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: 111 2014 and 2010 Florida Building Code —Building W 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-2,0 hShe 2014 and 2010 F! . da Bu lding'Code—Building 2.0 :through .7.0 of thhe:tna r:e xaluation a pvlt frSR:131 i; complyand #i3e'2-70')4 end z?io Ftaric(a BuildrnQ Code—Rsrde»irsl' provided the design and installation art an accordance with the Intematl6nal Building Dade® 44 i:ppR sions:.noted .in the master report: Use of the MiTee Truss Connector Plates M-16, MII 16, M-20, MI120, M-20 HS, MII 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For producxs tallltlg under Florida Rule BN- , verificatisan that the Commiss onrtfo ltheitype of' it inspections being conducted Is.the quatiip assslr,ince eratlty aAP ved I y the F prida Building. res onsibl of as approuecS xalydatiorl entity (or the .code official when the iepoit.holder does not posses .an approval byP: the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. h y ez Tess or implied, asCC -ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to he construedasanendorsementofthesubjectofthereporarecommendationforitsuse. There is no warron b 1CCE"aluation Semce, LL.C, p P to atU, finding or other maser in this report, or as so arty product covered by &a report. Page 1 of 1 Copyright 0 2015 IMES Evaluation Report' - Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.or ( (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 06 17 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, AND MT20HSTM' 1.0 EVALUATION SCOPE Compliance with the following codes: in 2012, 2009, 2006 Intemational Building Code® (IBC) rl 2012, 2009, 2006 international Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)T tThe ADIBC is based on the 200918C. 2009 IBC code sections referenced in this report are the same sections in the AMC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4-8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25A mm) width increments, up to 12 inches (305 mm). and lengthwise in 1114-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and M1120: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSt'": Models M-20 HS, Mil 20 HS, and MT20HST"" metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.W3 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0:.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-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: Ali truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-LS Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to r construed as an endorsement of the subject ofthe report or a recommendation for its use. There is no warranly by 'CC Evaluation Service, /1 C, express or implied, as a1- to any finding or other matter in this report or as to any product covered by the report Page I of 5 Copyright © 2015 Page 3 of 5. ESR-1311 I Most Widely Acce ted and Trusted TABLEHYDRAULIC-PLATEN EMBEDMENT' ( blES, ip / PLATE) SG EA AE EE LUMBER SPECIES M- 16 AND Mil 16 0. 5 121 137 126 fir - larch 119 64 102 98 0. 43 127 82 75 107 dine fir 0.42 126 147 122 n pine 0. 55 174.. ... M- 20 and Mll 20 . . 0. 5 220 195 180 190 fir - larch .. 185 148 129 145 0. 43 197 . 143 pine - fir 0.42 .... 24., 9 190 184 200 n pine 0. 55 M- 20 HS, MII 20 HS and MT20HS 0. 5 165 146 135 143 rc sfir--lah 139 111 0_43 0,42 148 108 107 Pine-fir 187 143 138 150 m pine 0.55 , 1lb e = 6.:9 kPa. NOTES: Tooth holdingunits = 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 Fla = Plateperpendiculartoload, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate lead, Wwd grain perpandiWar to load All trussplates.are.txessed lntothewood !or the full depth of theif teeth by hydraulic platen embedment presses multiple Toler presses that use partialembedmentfollowedby €u(I-embedment rollers. or b6mi)1rldtions of partial etnbedr lent roltei presses: and hydraulic platen Presses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND M-20 HS, MII 20HS At MT28HS PROPERTY M- 16 AND M11.16 .. M1120 . Efficiency Poundsllnch/ Pair Efficiency Poundslinch/Pair FORCE Efficiency PoundstiinchlPair of Connector Of Connector DIRECTION of Connector Plates ` plates Plates of TPI- 1 (Minimum Net Section over the .faint)' Tension ValuesinAccordancewithSection5.4.4:2 1505 Tension @ 0° 0.70 2012 0.50 880 820 0. 59 0.48 1219 Tension @ 90° 0.36 1013 0.47 ..... TPI-1 with a Deviation [see Section 5.4.9 (e Tension ValuesinAccordancewithMaximumSectionOccurs over the Join? Net 1945 0{62 1091 0.67 171fi Tension @ 0° 0.68 841 OAS_...: 0. 521321 Tension @ 900 0.30 849 Shear Values 0. 54 1041 0.4.9 574 ..._... 0.43 761. - ... Shear @ 00 .. 0.63 738 0.61 1085 Shear @ 30° 0.61 1173 .... 0.7 9 936 0.67 1184 Shear 60° @ 0.731402 0,55.. 645 0:45 792.... . Shear @ 90° 0.55 1055 914 0.42 490 0.34 608 Shear D 1200 0.48 537 Shear @ 150° 0.35 672 0.46 544 0.3 For SI: 1 IbCnch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -Aline 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 hotel_ 2Maxiritt,iril Net Section - A tine 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. Page 5 of 6 ESR-1311 I Most Widely Accepted and Trusted 0 12V 0.2W 0.5W 32mm 6Amm 127nVn A 000 d 0 0 100 A 000 ODD Goo Ono Boo 000 Ono Do Goo Ono 0. sew n W20 HS, M11 20 HS, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www m. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HS"m 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mil 16, M-20, MII20, M-20 HS, Mll 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT , described in Sections with the 2014 and 2010 Flloridaorida 2.0 through 7.0 of the master evaluation report ESR-1311, comply Building Code —Building and the 2014 and 2010 Mfida Bu.Rdit)g: Code—Res[S &ntiaf provided the design and installation are in accordance with the international Building Code (IBC) provisions noted Inthe_master report. Use of the MiTeeTruss Connector Plates M-16, Mil 16, M-20, MII 20, M-20 HS, Mil 20 HS, and MT20HS'm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. CC -ES Evaluation Reports are not to be construed as representing aesthetics or any other warrantutesy no! CC ificallYEvaluationaddressed, nor are they to be construed os an endorsement of the subject ofthe report or a recommendationfor its uscofordbyhC- There e reports no varranly by ICC Gvafualion Service, L LG express or implied as o to any finding or other matter in this report, or as to any p Page 1 of 1 copyright 0 2015 r Florida Building Code Online CPage 1 of 2 Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code BMP International Inc. 4710 28th Street N St. Petersburg, FL 33714 727) 458-0544 benmeng8@yahoo. com Xianbin Meng benmeng8@yahoo. com Structural Components Anchors Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I. r Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE- 0046549 National Accredltation & Management Institute 12/ 31/2018 Ted Berman, PE bei Validation Checklist - Hardcopy Received tand r Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect Fi y 4239 R3 EduiV Eouiv D. , https:// www.floridabuilding.orglprlpr_app_dtl.aspx?param=WGEVXQwtDquDEJErtOSCei.,. 7/20/2O t 5 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 04/23/2015 Date Validated 04/30/2015 Date Pending FBC Approval 05/06/2015 Date Approved 06/23/2015 Summary of Products r 1 FL # Mode{, 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 F D Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the Fi 14234 R3 AE.'Ey81a5df system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. ttadc Nmrt . Contad Us :: jQ40 North lbttitife-EraF1t To ,ewe? F1:32-7r7q: Rune- M-481-1624 The State of Florida is an AP,/EEO employer. QQgyrioht 2007-7011SWA of FlWida.:: PhvM Sta" :: AccessflIft Statmie tt :: Refund Statement Under Florida law, email addresses are Public records. If you do not-wantyour e-mail address released in response to a public -records request, do not send iectronIc ull to this entfYy. ]r>SEeae, contact the affice`by phoneor by tradltlonai mail. It you have any questions, Please contact,850.487.095. -Pursuant to Man + 15$,27$;1), FWuida:Statutes.cFfgetiva pctobarl.4C?t2,, tiCer;se2c liCe!tsad unalerCftaPter 455, F;S..saist Provide the Department +nnti+ an emaH address If ey have.are.:TAe efnagS pr04ide! may be used lot 0mictil CofNrtunfcatbn with die llrRnsee.-However a nah addresses are public record. if you do not wish to ly a paist4%W address, please provide the Deoartmerd:wlth an im" address which can be made available to the public. To determine If you are a licensee under Chapfer45Sr. F.S., please click here Product Approval Accepts: a No N N Crc tt -tr a https:// vN,•ww.floridabuilding. org/pr/pr_app_dtl.aspx?paran-i=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS CENTER OF GRAVITY - ASSUMED TO ACT AT THE WGEOMEIRICUNIEROFTHEE" i MECHANICAL UNIT. y MECHANICAL ONE[ MUST BE w u SQUARE OR RECTANGULAR, z n NO IRREGULAR SHAPESS— ao 3' No TYP. HOST STRUCI'URF DESIGN BY OTHERS. SEE. UE57 SCHEDULES FOR ALLOWABLE SUBSTRATES tCENTE.R OF GRAV I 1 Y I MAX MECHANICAL UNIT i TIE -DOWN ISOMETRIC 1 1" a )..D• ISOMETRIC MAX TYP, 75LB MIN. WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICATION, TYP. SFF DESIGN Ol FOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP, STEEL TIE -DOWN CLIPS. SEE DETAIL. 1/3 81213 1,2 `FOR CUP INFORMATION, I MAX TYP, r Ivy NtAY 1G VARY TIE -DOWN CLIP DIRECTIVE EXAMPLETHEFOLLOWINGEXAMPI.ETLLUSTRATESTME'PRLICF.Ot1REUSED TO CET'ERMt ETHE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H, FOR ANY GIVEN MECHANICAL. 11N IT CONFORMS TO THE DIMENSION RFS'fRICTTONS ANO DESIGN C:RT'ERIA 135TED HEREIN, SEE SHEETS 4-5 FOR DESLGPF SCMEDU! E5.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNIT' WITH THE FOLLOWING CRITERIA'- Vui[=170 MPH, ET.POSLIRF.'8' 48. TAIL X 48' DEEP X IS' WIDE, 100 L8 (W EIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI MIN CONCRETE WITH (1.).7.' CI.[P AT EACH CORNER OF UN (TOTAL OF (4) CLIPS) PROCEDURE STEP - RESULT 1 DETERMINE THE CONNECTION 'TYPE BASED ON T_H 01A6BAM5 N SKEET 2 THIS INSTALLATION IS INTENDED FOR A Vult=.L7p MPH, EXPCSURE'8'. TMLS DESiGN^ 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE. CP1TEftTA CORRESPONDS TO TABLE 5 t 3 DETERMINE LARGEST FACE AREA L`P MELTiANICAt UNIT TO BE INSTALLED THIS UNIT HEIGHT OF 48' IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48'. NOTE.THIS PRODUCT APPROVAL ALLOWS THE UNIT TO BE INSTALLED ON TOP 4 CHECK MAXIMUM UNIT' NEIGH. F RESTRICTION OF ANAIC STAND THAT TSA MAXIMUM 30" TALL IFAMA/CSTAND IS UTILIZED, CNECA TO SEE THAT THE STAND DOES NOT EXCEED 30" IN HEIGMT CX MIRT N1M LII i 'fDTH OTN SA m ERT— MtkIMWf 1LL10WABI.E WIDT'N A'; THtS UNIT MAY Dr.. INSTALLED AT ROOF HEIGHTS LESS THAN OR EQUAL TO IS FT. ADDITIONALLY, THIS UNIT MAY BE INSTALLED ON ROOFTOP HEIGHTS GREATER 5 rMETI-ERMINETHE ALLOWABLE ROOF,'TOP HEIGHT Of THE INSTALIATION THAN WET AMC) LESS THAN 300 FT. SEE (-) ON TABLE 5 FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE. WITH ASCE 7-10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE. INDICATED. IN THE ACCOMPANYING DESIGN SCMEOUL.F.S: THE DESIGN CRITERIA L THE 81,1 1NG-HIS PRODUCT' APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A. MAXIMUM 30 TALL A!C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE: DESIGN SCHEDO[ ES - GENERAL NOTES: I. THIS PRODUCT HAS BEEN DESIGNED AND .SHALL BE FABRICATED IN ACCORDANCE WITH THE REQUIREMENTS OF'THE FLORIDA BUILDING CODE N ASCE 7-1.0. THIS PRODUCI' MAY BE USED WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZONE, 2. NO 33-1/3% INCREASE IN ALLOWABUL STRESS HAS BEEN USED IN THE DESIGN ()I: I HIS SYSTEM. 3. DESIGN IS BASED ON CS [ENT PROV?DEO PRpMXT AND DIE SHEETS FROM TEST REPORTS !S l .iL4iD387A. i 1! ' Uf OT,$7 HY TESTING EVALUATION LABOftATURIE5 INC.,NO SVQiTiTVRONS Wl WRiFFENAPPROVAL BY THIS ENGINEER SMALL BE PERMITTED; 4. MAXIMUM & MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREIN. ALL MECHANICAL SPECIFICATIONS CLEAR SPACE, TONNAGE, ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILI1Y OF THE CONTRACTOR 5. FASTENERS TO BE *12 X 3a' OR GREATER SAE GRADE 5 UNLESS NOTED OT)ERWISE. TAPCON S REFERRED TO HEREIN SHALL BE ITW BUIL.DFX BRAND, CARBON STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE SEE ANCHOR SCHEDULE FOR ANCHOR REQUIREMEN L5, All. FASTENERS SMAL.i. HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SHALL BE AS TM A283 STEEi. (GRADE D) WITH Fy:-33 KSL OR BETTER, ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVFO COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION; G90-RATED COATING REQUIRED FOR ALL COASTAL INSTALLATIONS, 7. ALL CONCRETE SPECIFIED HEREIN IS NO T PART OF THIS CERTIFICATION, AS A MINIMUM, ALL CONCRETE SHALL BE STRUCIURAL L1)NCRETE 4' MIN. THICK AND SHALL HAVE MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI, UNLESS NOTED OTHERWISE. R. THE CONTRACTOR IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLY"i 9. ELEtTR1CAt GROUND 1YMETt REQUIRED, TO E! O¢SiGHED IL INSTALLED UY OTHERS: 10. THE ADEQUACY OF AUY EXt9TIVO MlICT RiE TO YWMN$fANO SVPERIMFOSP LOADS SHALL BBVERol BY THE ONSITB DESIGN PR "BIS."At AND 7S.NOT UKUUDED IN THIS C_ERTIFICA'T70N.EXCEPT AS EXPRESSLY PROVIDED HEREIN, NO ADDITIONAL CER' IFICATIONS OR AFFIRMATIONS ARE INTENDED. I'* ' THE SYSTEM DETAILED HEREIN IS GENERIC AND DOES NOT PROVIDE INFORMATION FOR A SPECIFIC SITE. FOR SITE CONDITIONS DIFFERENT' PROM THE CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE IN CON)UNCIION WITH THIS OOCSIMENI'. 12, WATER-TTGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OF THE. INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AFTER FABRICATION AND INSTAL. I.AT,,ON OF STRUCTURE PROPOSED HEREIN. THIS ENGINEFR SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS WAIER41GHTNESS SHALL BE THE FULL RESPONSIBILITY 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 LL1 1z ZO m o z e r b N C z U) tQQI 2 I ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS SUBSTRATE DESCRIPTION SUBSTRATE DRSf.RIPfYOlm * To 7 '*• k .-. ,. ( 1) /16"O CARBON STEEL (I.j-5116"Et CARBON ITN SUILDEX TAPCON, 7TW BUI( UE%TAFGOIiy jCt j v CONCRE(E: 2Ya FULL EMBED TO CONCRETE: 1 ' FULL Ems TO h'it W =,I({;}a+ 14' THICK MIN, CONCRETE, 3Yq 1M N. (4` THICK MIN, cwKRETY. a»•:nIN. " ,.1 t`II £ aS W :t090 PSI MIN.) EDGE DISTANCE, 3! M'N.. 3000 PSI MIN.) EOG:OfSTAHCE, l x SPACING TO ANY :SPACftKi TRANT ... p ,gip,( i Kµ_ ADJAC"T ANCHOR. ADJACENT ANCH!)R, p iteElllQSIQ.- J)-N I4 SAE GRADE (2)-*14 SAE GRAI'FS Np ALUMINUM AI 11MINUM: t,, J SMF.P7 METAL SCREW TO SHEET METAL SCREWS TO W 8,125 M.N. (0125" M1IIN- ALUMINUM, PRONTO' (5) 3ALUMINUM, PROVIDE(5) t THICK EU6A•T6 PITCHES MIN. PAST TNCCR, 6061=1C PITCHES... PAST )n OC x . M.4% MIN; ALUMINUM) : THREAD PLANE MIN. ALUMINUM) THREAD PLANE J 1" CLIPS » _ TYP. - I" CLIPS _. 0 PlAIC, - C{ 3,-y • H p TYP_ s 1 S'I'EEI.: (1)-+i 14 SA GRADES TIE:(2pAA4 5AE GILSUE 5 0.1'25" MI:l,. SHEET METAL. SCREW TO (0.125' MIN. SHEET METAL SCREWS'IT> THICK, 33 KSi STEEL, PROVIDE (5) THtCK, :t3 K51 STEEL, PROVIDE IS) ryMIN,. Sl EFL) PITCHES MIN, PAST r MAX . ,.r " } 3' NAX M1K. STEEL) PITCHES M1llN. PAST u M. SA THREAD PLANC THREAD PLANE 2 T L 11 EMBEDMENT AND EDGE DISTANCE EXCLUDES rlNIISHES, If APPLICABLE J 4> 1 ENSURE MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE 0. SEE DETAILS ON SHEET 3 POR AN HORS ATTACHINCa TO MECHANICAL UNIT. z a m CONNECTION TYPE Cl CONNECTION TYPE C2 p _ 1. L" CLIP -UTILIZE (i) AT EACH CORNER FOR A TOTAL OF (A) PER: UNIT ^ 1- CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER (UNIT Y,TS.. l+ y X CLIPS .ppg f 3 t4AX 1Ye, '' - ]".CLIPS r MAX' TMD, - : TYP- 3" MA%: MAX kzf CONNECTION TYPE C3 _ CONNECTION TYPE C4 f jp,- r VCIUEE to AT BALM G.QR OMR A, -I- OF oupkR Lgt1T . -p' UTIIIi£ (2) AT EACH CORNER FORA TOTAL OF LN.PER VMtr: a. UNIT WIDTH 6" MAX 6' MAX ui Z v z O Cup OFFSET CUP PAIR SPACINGF, CLIP OFFSET I'•1 o CL w I U( 3" TYP MECHANICAL u f. }-- j--CLIP-CLIP UNtt PER rSEPARATE'' SPACINGCERTIFICATION J! 1pa IUTILIZE ( 4) CLIPS EA SIDE OF UNIT FOR A'fOTAL OF 6) PER UNIT---'} sA_ LTERNATE (8) CLIP DETAIL _` x PLAN VIEW >Eae4[IaPi THIS DETAIL MAY BE USED AS AN ALTERNATE.. GEOMETRIC .. PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH CORNER FOR A TOTAL OF (8) CLIPS PER UNIT. FOR ANY CLIP LONGER THAN 10" 0.19" UTILIZE (5)-#12 SAF. TYP GRADE 5 SHEET MET'AL 4 SCREWS, TYP. LN 0.069• TNl£K ASTM A211 STEEL, TYP. t4IIII{ p. (3)-# 12 SAE GRADE 5 c o o L SHEET METAL SCREWS k FOR CLIPS UP TO 5", LONG. UTILIZE (5)-n12 SHEET METAL SCREWS FOR CLIPS LoKeft"'^-- THAN 5", TYP I tt v"C1 HOLE, WITH E 11AIrCHORFROM1' CUP ANCHOR a. SCHEDULE, IYP. OTHER DIMENSIONS SIMILAR) i 1" CUP ISOMETRIC DETAIL ISOMETRIC pg 0,072' OR tl 0.113" THICK Z g AS'M A283 STEEL, TYP. (3)-t12 SAE GRADE 5 SHEET METAL SCREWS FOR CUPS 4" LONG. I UTILIZE (4)-#12 SHEET METAL SCREWS FOR CLIPS LONGER THAN 4", TYP, Y'G HOLES, NOT T'O BE USED FOR ANCHORS, IYP. a 375'. FACTORY -MILLED V'O HOLES; UTILIZE (1) OR (2) ANCHORS'" FROM 2" CLIP ANCHOR SCHEDULE, TYP. z 2" CLIP (ISOMETRIC DETAIL N.T.S. ISOMETRIC MECHANICAL UNIT BY DINERS. ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WI H FtY=30 KSI, 0,125" MIN. THICKNESS, STEEL HOUSING UNITS (3)419 SAE GRADE 5 SHEET SHALL BE ASTM A653 Fy-33KSI MIN } PICTAL SCRE WS FOR CUPS UP TO STEEL, GRADE 33, 22GA MIN, (t-0.0299) 5 LONG UTILIZE (5)412 SHEET METAL SCREWS FOR CLIPS LONGER THAN S". PROVIDE (5) PITCHES MIN PAST THREAD PANE 0.068" THICX ASTM—,"'' FOR EACH SMS,':YP. A283 STEEL CLIP TYP ANCHOR PER BASE Of UNIT $HALL ANCHOR BE FLUSH WITH BAS$'r31R SCHEDULE OF CLIP NO SPACE PERMITTED, TYP f SUBSTRATE PER ANCY:O+T SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL _ 1'.0. - DETAIL CLIP IS DESIGNED FOR FULLENTACTWXIKTHEBASFDFEACH MECHANICAL. UNIT, TYP. MFCHANTUI.. UNIT BY OTHERS, ALUMINUM HOUSING UNITS SHALL BE 6063-T6 MIN, ALUMINUM SHEET WIT H I ty=30 KSI, 0.125"'- {3)-A`72 SAE GRADE 5 SHEET M'N, THICKNESS, STEEL HOUSING UNITS METAL SCREWS FOR CLIPS 4" SHALL BE ASTM A653 Fy=33KSI MIN. LONG. UTILIZE (4)412 SHECT STEEL, GRADE 33, 22GA MIN., (t'0A299"). METAL SCREWS FOR CUPS t LONGER THAN 4", PROVIDE (5) l r PITCHES MIN. PAST THREAD PANE 0,072' OR 4 1r, FOR EACH SMS, TYP. THICK AS IM A293 STEEL CLOP TYP i f I) OR (2)ANCHORS BaLSF.. OF UNIT SHALL 1£ t. / J''''''' PER ANCHOR BE FLUSH WiT;I BASE Sal SCHEDULE OF CUP, NO SPACE I PERMITTED,TYP SUBSTRATE PER ANCHOR jj ! r $CnEGU1E VARILS) 2" TIE -DOWN CLIP a ANCHOR DETAIL ETIAIL CLIP IS DESIGNED FOR FULL- CONTACT WITH THE BASE OF EACH MECHANICAL UNIT, TYP: tA' 1 im5 N w Ulnu w TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II SI RUCTURE IN THE HIGI• VELOCITY IiURRICANE ZONE') MAXIMUM 4 SURFACE AREA OF UNIT UNIT f! C, C2 :£3 C4 ` UNIT'S LARGEST HEKsHT V11DTH i N/A AEGRApi AT GRADE H s 6o FT 4FT' AT GRAi1E. NS 200 FT-3 H itT FT HS20O FT 6fT AT GRADE HSSO FT ATGRAD wH5200FT. FTr 48"MAX; 24"MIN 1 N/A ATGRADE ATGRADE HS160FT . 12 FT' ijj iulA A? GRAVE A? GRADE I I S 40 FT i$FTI.... I u/A AT RAUE,I N/A ATGRADE OFT NrA ATGMpE ,(. WA AT CRAVE 25 FTC NIA MAX 49 MIN) AT GRADE I 80fl 00 1 kIA T4IA NIA AT GRADE M/ A _ NIA A GRAUL CH CONTAINS BARD THISABLETISPERMISSIBLETOBEUSEDWITHIN ! HE HVH2. W H RO'W AND M!AMI OADE COUNTIES, CH ECK WITH LOCAL AUTHORITY HAVING JURISDIC. ON FOR THE APPLICABILITY Of TH! STADLE WITHIN CERTAIN FLORIDA COUNTIES, TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY 11 STRUCTURE") t ALLOWABLE ROOF -TOP HEIGHT t0 i TIE - DOWN CONFIGURATION TYPE SURFACC AL EP.OF UNIT UNIT E CS C2 C3 C4 UNI S A4GE5T HEIGHT WROTH i FACE i .__. aT..._ ._._..,_._... t......_.. GRADE6F 24 MAX 12 MIN Nj4 H 'CIO D FT60FT . HS 160 r- H /OU FT_ p F;' F 15 FT 32" NiAX IS MIN NIA i60 FT li 1200 FT AT GRADE H 5 200 FT qp I_»..._...._.._.. AT GRADE H52COFT H5200 FT- 60 FT 0O FT H 5 2H<. 20.'1 F'I; 6FT' FT AT GRADE I'. H S 200 FT CfiO FT H a 27O FT T H5200 PT 9 FT:' ATGRADE.. 48"MAX, 24" MIN NIA - H5200 FT : GOFt<NS BO FT H.3' OO FT 12 FT' AT GRADE E i NIA j - NIA I. H97W.FT 16 FT` N/ A AT GRADE N/A H 5 200 FT 20 FT., 1 NIA AT GRADE NIA 1I s 200 FT i i 25F NIA ( N/A NIA i 1 H530 FT WFTTG SlJO FT' i.. ...... _ . 00' MAX - 48" MIN A BADE 30 FT' N/ A . E N/A N/A 6D FT cHS 18O FT. 36 FT' I NIA N/A N/A ATGTV.DE ' AT 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. V41 MIN CERTAIN FLORIDA COUNTIES. TABLE 2 : Vult= 175 MPH, EXPOSURE D FOR U5E VA' I'H A RISK C47EGORY 115TR0OURF. IN THE. HIGH VELOCITY HURRICANE ZONE') ALLOWABLE ROOFTOP HEIGWWH TIC4MVNI CONFIGLIRATIONi'PGE SURFACEt ARFrAOF. UNIT UNIT C2 C3 C.4 UHFRtAR6E6? HEIGHT NIOTY. s C, i FACE 24' MAX 32 MIN N/A. AT GiW1E ATGRADE HSIOO Ft 1 9 FT' 32` MAX 25 MIN NIA ATGRADE N/A H 3O FT 4FT AT GRADE H 20G T ATGA E HS2O0 i? 1 6F. N/A HS15 FT ATbRAbE H5200 FT 9FT' 48"MAX 24"MIN WA AIG.TADE ATGRADE HSBOF,?_' ET 2 ' N/ AAT GRAB N At GRADE„ IS FT' M/ A At GRADE H/A T ATGRADE 2D FT° H/ A. ATGRADE N/A ATGRADE 3Drt G 'MAX 48MIN HlA.. H/q NIA ATGnADi ' 36 hTa WA. TI/ A WA ATGRADE r THIS TABLE ISnERMISSIBLE TO BE USED WITHIN THE HVHL WHICH CONTAINS BROW'ARD AND MIAMI-OADE COUNTIES, CHECK WITH LOCAL. AM HORI I Y HAVING 1URISUICI ION FOR THE APPLICABILITY OF TH!5 TABLE WITHIN CERTAIN FLORIDA COUNTtES,. TABLE 4 : Vult=170 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY R STRUr'T'URE') MAXIMUM SURFACE AREA OF I UNIT UNIT UNITS LARGEST NEIGFIT WIDTH FACE ALLOWABLE ROOFTOP HEIGHT H T!E66WN CONFIGURATION TYPE Cl C2 C3 24" MAX - 12" MIN N(A 32" MAX 1S' MIN NIA C4 A.GRADE H 5 ?. DO FT h 5 200 FT 6O FT <H 580 F' AT GRADE NIA H S 200 FT 60 FT<H S2GO FT 4FT' L EO FT < GLAi.ICO FT'. IIS200 FTH5e0p FT H52C0 FT NIA H 200 FT FT H S 20D t' T' q n SO FT 118 200 FT 0 I 9FT' 46"MAX , 24" MJN NIA 'gp NS SS FT IFT<HS3.00 FT. A' GRADE H52CO FT j l 4j ATGADE 1 1Z FT' N/A 6OFT< H s32OF1T tJ/A HS 200 F7.. 1 16 FT, N/A N/ A ,. N/A H 540 Fi 60F <H IIj T n I 20 FT' NIA T AGRADE N/A - H540 FT 60FT H<2D0 FT I t AVIotl:TbttAOL f r " " 25 FT' j N ANIA. NIA a N 6Cf ?R52000 FT 15-2378.. i 60"MAX 48"MIN AT GRADE IA6a oRii'71IPTt0T. 30 FT' N/A pj/q: NIA 60F!<H <SCiJ FTC 35 Fl° N,•' A N/A N/A A GRADE AS AN EXAMPLE, 7141S TABLE 15 PERMIS5IBLE TO BE USED WITHIN PALM BEACH COUNTY. CHE..K WITH LOCAL 7 AU I HOR IY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE WFTHIN CERTAIN FLORIDA COUNTIES. 1 I TABLE S : Vult=140 MPH, EXPOSURE B I cnR II<F WITH A RISK CATEGORY II STRUCTURE"1 t MILOWABIE-ROOF -TOY.HEIOW N. ttE-GOWN C?aytIGURAT10M7YPE MAXIMUM I SURFACEAREAOF UNIT UNIT Cl C2 C3 i C4 UNIT'SLARGEST HEIGHT WIDTH FACE 6 FT' 24'MA% H 515 FT. 12"MiN ;60FT<H FTsi20 20H50FT H<_200 FT H5200 FT 9 FT- 32"MAX IS" MIN 1 AT GRAD H5200FT s H520OFT H5200 FT s 4 FT' H 5 200 FT r H 5 200 FT H 5 200, FT H 5200 FT iii 6FT' H 541) F7 60 FTeH5200 FTi H5200 FT H 1200 FT H5200 FT 24" MIN ATGi FT < H 5 RADE 80 FT H5200 FT H5200 FT H5200 FT 9FP . 48"MAX ice-- 16D AT GRADE H 5 200 FT H 540 FT 60fT<H S200 FT H 5 200 FT 12 FT' i N/ A H 5 200 FT H 515 FT OFT <Hs1DO FT H 5 200 FT t 16FT' H 515 F1 20 FT' 7 N/A H $ 200 FT 66FT < H 5180 FT H 5 200 FT 25 FT' i H540 FT N/A ; 60 FT< H5200 FT ATGRADE 6DFT< H. S80 FT H5200 FT r.......u" _. 6W MAX 49" MIN ....,. w. ,_ ,.. 30FT' N/ A HSSSFT ATGRADE H5200 FT y 60 FT <H 516Uf1 36 FT' N/A AT GRADE ATGRADE H S 200 FT 6OFT<HSBOFT. TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE") ALLOWABLE ROOF - TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE MAXIMUM I __ . 1 i SURFACE AREA OF UNIT I UNIT CI C2 UNI7'SLARGEST HEIGHT WIDTH i FACE- 6 FT' 24"MAX 12"MIN ? ATGRADE H520OFT 9 F7' 32" MAX 25" MIN '> N/A I H 5200 FT 4 Fn-—' H 5 20O FT H 5 20O FT 6fT' ATGRADE 60 FTcH 5180 FTi H5200 F7 9 FT' 48" MAX 24" MIN ATGRADE H 5200 FT H 5 200 FT 12 FV H515FT60 FT<H5200. FT i 16 Ff' - N/A N/ A 7 20 FT' N/A H530 FT 60 FT<H s 200 FT S 25 FT' f N/A AT GRADE 60 FT <H 5140 FT 60" MAX 4r MIN 40 FT i jjjjjj N/A I AT GRADE 36 Fr' N/ A j ATGRADE TABLE 7 : Vult= 140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY 11 STRUCTURE-) ALLOWABLE ROOF TOP HEIGHT (H) TIE -DOWN CONFIGURATION TYPE MAXIMUM 4..' SURFACEAREAOF 12MIT UNIT C1 C2 C3 C4 UNIT'S LARGEST t IFEIG. f WIDTH FACE 6 FT' + 24" MAX 12 MIN N/A H5 00 FT H 530 FT i HS2OOFT 9 FT' 32" MAX 15" MIN S . N/A H 520O FT AT GRADE I H 5 200 FT 60hT<H 5140hT44WH140FT 60 H5200 FT H5200 FT f if ?OD FT 1 FT 5200 FT 6 FT' 3 AT GRAOE 60 FT<H A 100 FT H <_ 200 FT H 5 200 FT H 5 200 FT 9 FT' # 48" MAX i.............. 24"MIN N/ A H5200 FT- _ H515 FT Go FT<if:; zoo TT H5IOU FT 32 FT' _ N/ A H 5 40 FT' 60 FT<HS 200.FT AT GRADE H 5 ZDD FT 6OFT<H580FT 14FT N/A ATGRADE bO FT < HS200 FT N/A M S 200 FT YOFT- N/A ATGRADE 60 FT < N52DO FT ATGRADE H%200FT i NIA AT GRADE N/ A ( H5200 FT 25 FT' 60 FT<H 580 FT 60" MAX 48" Miry ....._ ..._. N i'40 FT 30 FT' N/ A N/A WA: 60 FT. FT, AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN N/A R DE AT GRADE, N/A BREVARD COUNTY. CHECKWITHLOCALAUTHORITYHAVINGJURISDICTIONN/A FOR THE APPLICABILITY OF I HIS 'I'ABLE WITHIN CERTAIN FLORIDA COUNTIES 36 FTC 60 FT < H 5 200 F7; 11 f11 C3 C41 f3 . H<200 FT H5200F11- h FT N 515 iOFT<H 5200 FT H S 200 FT 1 1 T I} m S5antt 47(+ W 'I n H52DO FT H5200 FT H 5200 FT H5200 FT iO FT<HS OO FT H5200 FT Or Z' ATGRADESOFT H 5140. FT AT 6AAK Hs 20D FT V ATfiAW H 5 200 FT ATGRAOB H<_2W FT U Ji z WA'. IT5200 FT Z p m.mi. :O u N/A hH 530FT F"' I WFT< H 5200FT` a l9 h w G Z Z ISx in Ill 4 til 1 15- 2378 1 Id TitPRODUCT EXPRESS@ PRODUCT EVALUATION REPORT WvZ, ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-133 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUAT ON DOCUMENTS. FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accorda standards per test report(s) #TEL 0197Q38TA and #TEL 61970381B by Inc. STRUCTURAL ENGINEERING CALCULATIONS R,Veq 14n . eers Structural engineering calculations have been prepared which Pages-=" evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1. Minimum Allowable Unit Width 2; Maximum Allowable Unit Height Frank 3. Minimum Unit Weight PE004ftJ 4. Maximum Allowable Unit Surface Area ltfiN4' 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 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 W W W . ENGEXP.COM 1- 88 test gcatork 0 , N ENGINEERING 4/14/2015 BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ). 160 SW 12T" AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM DESP4ZIPTION AS FURNISHED: Lot 163, THORNBROOKE. "PHASE. 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. i (0 6' 30'' UNNAMED PLATTED ROAD B.e.) S 00*1221 " E 40.00' 6 10' LAND CAPE, WALL FEN E ESMT, 6 1941'_ _ 19.42" 5.00' 15.7' T 5.00 14.3' 8" RECESS FOR POCKET SLIDER LOT 163 N UT W fyi FORMBOARD FOUNDATION TOP OF FORMS = 24.20' 0 - LOTLOT162dj 164 ti 0 Ui 4 W 5.0' 5.03' 1.3' 2 5.00' 25,20' 25.20' 10' UTIL. ESMT. ON LOT AREA CALCULATIONS: LOT = 4,787 SQ.FT. LIVING = 1,467 SOFT. S 00010'44 " E N 00014 55 W GARAGE = 455 SQ.FT. ENTRY = 71 SO. FT. 7.14' LANAI = 139 SQ.FT. 32.91' BREEZEWAY= N/A SQ.FT. DRIVEWAY = 403 SQ.FT. A/C PAD = 18 SQ.FT. 5 0 S y1 ryry ° 1° WALKWAY = 70 SQ.FT. IMPERVIOUS= 55.8, % 2,673 SQ.FT. p S Qp FO RED ROSE LANE c` 50' WIDE RIw SOD = 2114 SQ.FT. LOT AREARAW 441LCULASQ.FT APRON = SQ.FT PROPOSED = FINISHED SPOT GRADE ELEVATION SIDEWALK = 2673 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SOD = 2 114 SOFT. r - = PROPOSED DRAINAGE FLOW FRONT = 25' A LOT GRADING TYPE A , REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,228 SO-Ff. PROPOSED FF. PER PLANS = 24.2' SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 517 SO. FT. SIDE CORNER 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.F7. PROPOSED GRADE PER CONSTRUCTION PLAN+ CLIENT NOT FIELD VERIFIED SOD = 2 ' 41 SQ.FT. GRUSFNM.E'YTR-SCOTT & .ASSOC. LNC. - LAND ' SURVEYORS LEGEND - LEGEND'"- 5400 E. COLONIAL DR. ORLANDQ FL. 32807 (407)-277-3232. FAX (407)-658-1436 POINT ON LINEPPLATP.OL. F = FIELD TYR • TYPICAL IRON PIP[ PRr_ • POINT OF REVERS[ -CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY 7FAi THIS SURVEY MEETS THESTANDARDSOF PRACTICE SET FORTH BY THE FLORIDA BOARD OF IP. IR, IRON ROD - P.C.G • POINT OF COMPOUND CURVATURE: PROFESSIONAL SURVEYORS AND MAPPERS IN GRAPIER SJ-17"FLORIDA ADMINISTRATIVE' CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES C. H. = CONCRETE MONUMENT RAD, =RADIAL - 2. -UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP- OR COPIES ARE NOT VALID. SET LR, _.I/2' IR /BLB 4596 N.R. NDN-RADIAL J. THIS SURVEY WAS'PREPARED. FROM TITLE INFORMATION FURNISHED'iD THE. SURVEYOR. THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED W.P. WITNESS POINT POINT OF BEGINNING CALC • CALCULATED PRl4 PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4• NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P.O.C. = POINT OF COMMENCEMENT E CENTERLINE FF. •-FINISHED FLOOR ELEVATION BSL BUILDING SETBACK LINE 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND .SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD. NOT BE USED TO RECONSTRUCT BOUNDARY LINES. N&D = NAIL L DISK R/ V RIGHT-OF-WAY B.N, • BENCHMARK B. DIMENSIONS 7, BEARINGS;: ARE BASEO.ASSUMED-DATUM AND,ON THE LINE SHOWN AS BASE BEARING (B.8.) ESMT. • EASEMENT B.B. • RASE BEARING 8. ELEVAP,ONS, IF: S.'3JWN, A.RE BASED, ON NAIIONALCEODEfIC MTUM OF'-1929, UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE UTIL. • UTILITY - 9. CERTIFICATE OF AUTHOR12ATION-No.'4S9H... CLFC. CHAIN LINK FENCE WD. FC, WOOD FENCE - C/ D •CONCRETE BLOCK 4r• SCALEI--- I's: 20' DRAWN BY. : pr, POINT. OF CURVATURE P, T. •POINT OF TANGENCY CERTIFIED W'.i ORDER, No. DESL DESCRIPTIONS R • RADIUS.PLOT PLAN`11-15-2017 - 5041-1Z L • ARC LENGTH DELTA FORMBOARD FOUNDATION/ELEVS. 02-14-1B 864-18 D C • CHORD. C. H. CHORD BEARING NORTH THIS BUILDING PROPERTY DOES. NOT LIE WITHIN n THEESTABLISHED100YEARFLOODPLANEASPERFIRM' TOM ER, R.LS. , 4714 ZONE • X' MAP'; 12117C 0055 F. JAMES. .L.S 4801 WMUNIVERSAL' ES Prerect 0 0110. 4 01008.0000 ENGINEERING SCIENCES 2/22/2018ReportDate. Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection - Plan Review - Building Code Administration 3532 Maggie Blvd, Orlando, 32811 - P: 407.423.0504 • F: 407.423.3106 ` V Client: In -Place Density Test Report 2600 Lake Lucien Drive Suite 350 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Area Tested: Lot 163 ( 504 Rose Red Lane) Material: Native Reference Datum: 0 = Bottom of Footing UES Technician: Carmelo Cuadrado Pa Date Tested: 02/22/2018 Type 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 Maximum Density pc{) ptimum Moisture Field Dry Density per Field Moisture Soil Compaction co) Native Depth inch) Pass or Fail 6 South Footer 0-1 ft 105.4 11.8 102.1 9.7 97 N/A Pas: 7 West Footer 1-2 ft 105.4 11.8 103.6 11.1 981 N/A Pas: 8 North Footer 1.2 ft 105.4 11.8 103.8 10.9 98 N/A Pas: 9 Northeast corner of Pad(TOF) 1_2 ft 105.4 11.8 102.5 9.5 97 N/A Pas: 10 Southwest corner of Pad(TOF) 2-3 ft 105.4 11.8 101.7 9.3 96 N/A Pas: Remarks: (TOF)=Top of Fill r- oofa hGoh a m..f•.al nrnf—N— fn I Inf.•a—.V. nlinnfn fhn Ouhlin and--h— ell --+n e o J. ;ffn•f en nnnfrinnfial n —h, of n.r nl:nnfn enrl a.fhnr:vaf:..n CITY OF SANFORD BUILDING &FIRE PREVENTION m r PERMIT APPLICATION Application No: Documented Construction Value: $ Job Address: 1 Historic District: Yes D Nopq Parcel ID: ResideluliaQ Commercial L Type of Work11 : NewSn Addition El Alteration Repair 0 Demo Change of Use El Move Description of Work: Ift t L, Plan Review Contact Person: Title: Phone: `tU1- j` j8o if Fax:'471-3M_3.253 Email: Name 1" Street: City, State Zip: Name? Street: _ City, State Zip: Name: Street: City, St, Zip: _ Bonding Company: Address: Property Owner Information Phone: . Resident of ro ePP rh'? . mation Phone: g ism - Sao, State License No.: 0Aoi) c o Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: _.._ WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application I ( .L I .A 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 iat work will be done in compliance with all applicable laws regulating construction and zo g. Signature of Owner/Agent Date Contractor/Agent Print Owner/Agent's Name P" i,Cpntraetor/A cnt's Name V 1,5 it- Signature,of Notary -State of Florida Date Signature of Nory-State o Floiida. ate CHERYL D AKERS MY COMMISSION # FF998962 o EXPIRES June 05, 2020 407):,A98 153 F1066NotdryServtceXorn Owner/Agent is Personally Known to Me or Contractor/Agent is _Personally Known to'Me or Produced ID Type of ID Produced Ib Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: N Revised: June 30, 2015 Permit Application