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545 Red Rose Ln 17-1377; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 DATE: February 01, 2018+ L, BUILDING APPLICATION #: 18-10000082 - F1 Sa 7BUILDINGPERMITNUMBER: 18-10000082 UNIT ADDRESS: RED ROSE LN 545 21-19-30-510-0000-3180 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR ##350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 545 RED ROSE LANE THORNBROOKE PH 4 LOT 318 SFR FEE BENEFIT RATE TYPE ------ --- -- DIST SCHED UNIT RATE CALC UNITS UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS NJA 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 Housing SCHOOLS CO 54.00 1.000 dwl unit 54.00WIDEORD Single Family HousingPARKSN/A 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 00 5,759.00 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHEDATEABOVE, BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE /L ) THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOTISSUEDWITHIN60CALENDARDAYSFROMTHEDATEABOVEO s DEC 2 p 2017 , P 1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 7 _ J>7, _ Documented Construction Value: $ 352.y61,00Job Address: ,6 %lt POS l.(, Historic District: Yes [INo Parcel ID P- 17-19-30-5 /0 -0000- M 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE 4 T NUMBER : 319 Plan Review Contact Person: Daphne Clark Phone: 407-257-6940 Fax: Title: l' 11 ' Il ' it • Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 407- 629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: 407-257-6940 Street: 151 SOUTHHALL LANE # 200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/ Engineer Information Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: Fax: E- mail: Mortgage Lender: N/A 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 tlus jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanits, 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 L' I I 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. H si ture of Owner/Agent Da TAYLOR MO R OFoFLORIDA INC Print Owner/Agent' a / Signature o ota - tale of Florida Date r MY COMMISSION # FF 209108 Owner/Agent is , aa.= IM27 r Produced ID N/A Type of ID 14,4gnatureofContractoAgent JOHN ASA WRIGHT Print Contractor/Agent's Name h 31t Signature of Notary -State of Florida ate A pARK NISSION#FF209108N 14'. 'fe BoEXPIRES: June 27 2019 Contractor/ Agent is Lt P&%*f*dly Known to Me or Produced ID N/A Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building g Electrical p Mechanical R Plumbingg Gas Roof Construction Type: 'J6 Occupancy Use: 2,3 Flood Zone: X-5r-E Total Sq Ft of Bldg: 32N-1 Min. Occupancy Load: ' # of Stories: 2-AzTAc,- 1 t New Construction: Electric - # of Amps Fire Sprinkler Permit:. Yes No XQ # of Heads APPROVALS:, ; 7 ONING: UTILITIES: ENGINEERING: Y" -(c 1- 7---2 ap, FIRE: COMMENTS: - Ok to construct single family home with setbacks and impervious area shown on plan. i5q . 7 % zrrp, AYlaS+ GIS 1 A , Plumbing - # of Fixtures ?R, 2 3 Fire Alarm Permit: Yes NOO WASTE WATER: BUILDING: 5f~ ; , L&- A Revised: June 30, 2015 Permit Application RECORD COP\ FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot318tTThornbrookeAnastasiaAGRS Builder Name: Taylor Morrison Street: y jj ' eL t c'S c1-+`- Permit Office: Sc` t GS. a3733 ' j City, State, Zip: FL , 5 C'= i, Zv f Permit Number: Owner: Jurisdiction: 691500' Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)'qi<'`>l 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 10. Ceiling Types (1509.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft 2 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency a. Central Unit 25.2 SEER:16.00 SHGC: SHGC=0.32 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: 3.506 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF:0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat 0.142 Total Proposed Modified Loads: 73.91 SPASSGlass/Floor Area: Total Baseline Loads: 76.76 1 1 7 I hereby certify that the plans and specifications covered by Review of the plans and 0ixE Slglcr0 this calculation are in compliance with the Florida Energy specifications covered by this Code. calculation indicates compliance with the Florida Energy Code. is rrrrn' , PREPARED BY: DATE: 1.2/_1/1.7___._ _._.. _ ______.__ Before construction completed this building will be inspected for compliance with Section 553.908 R hereby Flood thisas designed, is in compliance Florida Statutes. r< 5 GObathatwiththeCodeing, OWNER/AGENT:__-_.-_ BUILDING OFFICIAL: DATE: DATE:--- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 CITY OF SANFORD BUILDING & FIRE PREVENTION r : ell, DEC Z PERMIT APPLICATION7kE' Application No 717 Documented Construction Value: $ cd l Job Address: 5y.§- gz pOS{ l.0 Historic District: Yes No 0 Parcel ID j!-19-30-5-1() -0000- 318 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER : 319 fe1Izae-1 Plan Review Contact Pei -son: Daphne Clark Title: Bri _!1 't*' 11 025,11un Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: Street: 151 SOUTHHALL LANE#200 City, State Zip: MAITLAND FL 32751 407-629-0077 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE#200 Fax: 407-257-6940 City, State Zip: MAITLAND FL 32751 State License No.: CBC1257462 Architect/Engineer Information Name: Street: City, St, Zip: Phone: Fax: E-mail: Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work Nvill be performed to meet standards of all laws reb latin; 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 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. K Si ture of Owner/Agent Da TAYLOR MORR40 OF, oFLORIDA INC Print Owner/Agent' a e / I /v Signature o ota - tate of Florida Date Bq, D. A. CIARK r * MY COMMISSION # FF 209108 Owner/Agent is YFS al66Mj2jt7,9 Produced ID N/A Type of ID c gnature of Contractor/Agent Da e JOHN ASA WRIGHT Print Contractor/Agent's Name 2 1319 Signature of Notary -State of Florida 15ate tot"; ,, D A. DARKMYCOWISSION # FF209I08EXPIRES: , 27, 20194-1 Flo"' BOOded Contractor/Agent is Y tPMf9tMly Known to Me or Produced ID N11_ Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit:. Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: -ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: P Revised: June 30, 2015 Permit Application 1 77— 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: 545 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3180 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: N 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) a R a o9 OFFICIAL US,EaONLY, Flood Zone: X Base Flood Elevation: NSA Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: ® floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3733 Reviewed by: Michael Cash, CFM Date: January 2, 2018 dl H1 d ° Application for Right-of-way Use for Driveway,Walkway& Landscape tORID p 0 1) Department of Planning & Development Services www. sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax:407.688.6141 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 10- attachedconstructionplansapprovedaspartofthispermit. 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. r J eeowallbebelow. Call before you dig. 1. Project Location/Address: J ' S kd s e- Ca 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date G J +` 9, / / C+ oompletion Date Emergency Repairs 4. Brief Description of Work: j^11A`d' A A4 A149 SFR, This application is submitted by: Property Owner. Signature: Print NName: AV4 ftff 10O/V Address: Sl aN%M& 44A; r#?w MAIM ri. X416- Phone: 407- 2S7-6Q40 Fax daAhnQ m;t34rMi6*f &-&W Date: r Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said instailationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stonnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the pennitlee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and 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. September2010 ROW Use Driveway.pdf 0 0 SCPA Parcel View: 21-19-30-510-0000-3180 Propeft Record Card CFA Parcel: 21-19-30-510-0000-3180 Parcel Information | Value Summary Parcel 21-19-30-510-0000-3180 Tax District S1 -SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Values Valuation Method Cost/Ma Land Value (Market) 26,050 Land Value Ag Just/Market Value Portability Adj Save Our Homes Adj so Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non AdValorem Legal Description____ Taxes Taxing Authority Assessment Value Exempt Values County General Fund 1,809 0 City Sanford 1,809 0 County Bonds 1,809 0 Sales REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # BUILDING PERMIT Min Max Inspection Descri tion 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Inspection DescriptionrMax Plumbin Underground Plumbing Tubset 10 1000 Plumbing. Sewer 1000 Plumbing Final MEC iffAl L PERMIT Min Max ja 3 _ a k*lz.r4""`^as2'3.n".,2, .a wkY..4'......u., Y re.vY Y.n'R%- a.+u`t`4..'a'-.S E'"e..v %,i Ins ection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 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. I Ii9li i1 1 111 illi l11 11 loll 01 f T a, C ,_r. il`iF R01_Lf:R CLERK'S v 2017125996 PH f E:0RL1N1_ FEES 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 S 9 Legal Description : Thornbrooke Phase Y, according to the plat thereof, as recorded in Plat Book V Page7d-7I of the public records of Seminole County, Florida. Addresses : _jUS ' pe L l G't . Sanford FL General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder: N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself , Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed : /A7 Signature of Owner's Agent : "0,/ /, J Asa Wright aylor Morrison of Florida In ./ Sworn to and subscribed before me this by John Asa Wright who isper o a_A, known tom, p A CLARK Notary Public DA Clark My commission expires: 6/27/19 Serial N6TFFr2O9108CPR I fir ! r f 0LM i lfCtin +iL. AN MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 BwOd Thru Budget Notary Senkee otaVy Signature: Notary seal: RECORD COP,, FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Name: Lot318ThornbrookeAnastasiaAGRS Builder Name: Taylor MorrisoStreet: 5g-ed/e4SG_ Lam+^ Permit Office:"] City, 3 3State, Zip: FL , 5 a-, cam( Permit Number: UProjectOwner: Jurisdiction: 691500DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 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=30.0 1482.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(367.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 295.74 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 72.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.506 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Glass/Floor Area: 0.142 Total Proposed Modified Loads: 73.91 PASSJJTotalBaselineLoads: 76.76 1 hereby certify that the plans and specifications covered by Review of the plans and tHE S74 this calculation are in compliance with the Florida Energy Code. specifications covered by this calculation indicates compliance with the Florida Energy Code.0 k' r;, `''z S7 11. PREPARED BY: Before construction is completed v DATE: 12/111.7 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. C with the Florida Energy Code. QD wt'v OWNER/AGENT: _ BUILDING OFFICIAL: DATE: /_d - Ll i? DATE: __ 3-ZS 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. 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot318ThornbrookeAnastasia Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Block2 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor --_- _-__ 13 ft2 19 0 0 1 2 Slab -On -Grade Edge Insulatio 1st Floor 147.9 ft 0 1467 ft2 0.38 0 0.62 3 Floor Over Other Space 2nd Floor ---- -___ 1102 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch v # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 N N 12/1/2017 5:00 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 30 Blown 13 ft2 0.11 Wood 3 Under Attic (Vented) 2nd Floor 30 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # Ornt T_o W_ all_T-ype Space R-Value Ft In___F_t-In Area R-V_alue-Fraction-Absor..-Grade%_ 1 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insui 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 54 6 9 4 508.7 ft2 0 0 0.6 0 5 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 5 6 9 4 51.3 ft2 0 0 0.6 0 7 SW Exterior Concrete Block - Int Insul 1st Floor 4.1 4 11 9 4 45.9 ft2 0 0 0.6 0 8 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul 1st Floor 4.1 53 0 9 4 494.7 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 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 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 n 1 Vinyl Low-E Double Yes 0.34 , 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 n 2 Vinyl Low-E Double Yes 0.34 0.31 58.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 4 n 2 Vinyl Low-E Double Yes 0.58 0.32 72.0 ft2 10 ft 8 in 0 ft 0 in None None 5 e 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 e 4 Vinyl Low-E Double Yes 0.34 0.31 38.9 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 7 s 5 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 sw 7 Vinyl Low-E Double Yes 0.34 0.31 23.3 ft2 10 ft 8 in 0 ft 4 in Drapes/blinds None 9 w 8 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 10 w 8 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 w 9 Vinyl Low-E Double Yes 0.34 0.31 5.0 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 12 w 9 Vinyl Low-E Double Yes 0.34 0.31 19.3 ft2 1 ft 0 in 11 ft 8 in Drapes/blinds None 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft2 384 ft2 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000408 2762.4 151.65 285.21 .3666 7 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 QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coo lin [ Jan Feb Mar A r [ Ma X Jun X Jul X Au X Se f l Oct Nov Dec Heating lX Jan tX Feb lXMar APr t May r j Jun Jul f j Aug l j Sep Oct Nov X X Dec Ventin [ Jan Feb X Mar l A r [ Ma Jun Jul lAu Se [[[[XXX]]] lOct 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 12/ 1/2017 5:00 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* = 96 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ftZ b. Concrete Block - Int Insul, Exterior R=4.1 1380.60 ftZ 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= ftZ 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1482.00 ft2 6. Conditioned floor area (ftZ) 2582 b. Knee Wall (Vented) R=30.0 27.00 ft2 c. R= ft2 7. Windows" Description Area 11. Ducts R ft 2 a. U-Factor: Dbl, U=0.34 295.74 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 72.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 3.506 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 c. other (see details) R= 13.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building jSfriESTrConstructionthroughtheaboveenergysavingfeatureswhichwillbeinstalled (or exceeded) 4 0 FC in this home before final inspection. Otherwise, a new EPL Display Card will be completed vQ`; Vol, based on installed Code compliant features. F+ fdtltt' ou Builder Signature: Date: o Address of New Home: JCS vd Pv5-L_ ta-4 .e.,- City/FL Zip: S Cpb W,v 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. 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 QDEL- Manual S Compliance Report MEATMO.- AIR CDNDMONMB 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 Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 18556 Btuh Latent gain: 3465 Btuh Total gain: 22020 Btuh Estimated airflow: 840 cfm Job: Lot318ThornbrookeAna... Date: 6/4/2014 By: FJF Entering coil DB: 76.5°F Entering coil WB: 63.2°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 Sensible capacity: 21080 Btuh 114% of load Latent capacity: 1628 Btuh '47% of load Total capacity: 22708 Btuh 103% of load SHR: 93% Design Conditions Outdoor design DB: 41.7°F Heat loss: 19827 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 Capacity balance: 39 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. WI'I htsoft$ 2017-Dec-0116:46:06 9 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 C'A...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S ROEL-AIR Manual S Compliance Report HFATtNG * AIR ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 16082 Btuh Latent gain: 2925 Btuh Total gain: 19007 Btuh Estimated airflow: 840 cfm Job: Lot318ThornbrookeAna... Date: 6/4/2014 By: FJF Entering coil DB: 78.0°F Entering coil WB: 63.9°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 Sensible capacity: 18134 Btuh 113% of load Latent capacity: 2831 Btuh 97% of load Total capacity: 20965 Btuh 110% of load SHR: 86% Design Conditions Outdoor design DB: 41.7°F Heat loss: 13590 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 165% of load Capacity balance: 30 °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 87% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. WCfC 2017-Dec-0116:46:06 IhtSOg Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 Cii g nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJS House faces: S EL-Com onent Constructions Job: LOt318ThornbrookeAna1ZO... Date: 6/4/2014 HEATING - AIRCONDITIONBIC 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 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 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft2 Btuhnt2-°F V-°F/Btuh BtuhW Btu BtohV Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 200 0.091 13.0 2.58 515 2.34 469 fnsh, 2" x4" wood frm, 16" o.c. stud e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh e 470 0.201 0 5.69 2671' 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 23 0.201 0 5.69 130 4.35 99 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 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); 50% drapes, medium; 1 ft n overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, cir innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft e overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 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 1 OC-Y: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, sw 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 223 0.091 13.0 2.58 575 1.44 322 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 23 r• wri9 htsoft' Righl-Suite®Universal 2017 17.0.23 RSU24011 ACCk...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House laces: S 0.340 0 9.62 225 7.41 173 2017-Dec-01 16:46:06 Page 1 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 6 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 5 0.340 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.), 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 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 Doors 11 DO: Door, wd sc type n 21 0.390 Ceilings 168-30ad:Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 112" 1483 0.032 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 0 9.62 58 30.4 182 0 9.62 48 30.4 152 0 9.62 185 30.4 585 0 11.0 228 12.0 248 30.0 0.91 1343 1.74 2574 19.0 1.41 18 0.71 9 0 28.0 4140 0 0 2017-Dec-01 16:46:06 wrightSOW Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 2 ICCN...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Component Constructions Job: Lot318ThornbrookeAna! RDEL-AIR... Date: 6/4/2014 HEAIINO + AIR CONDMONDIO a h u 1 By: FJ F DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 28°N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) - 17 ( M) Method Simplified Wet bulb (°F) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft-F ft2-°F/Btuh Btuh/W Btu Btu h/ft2 Btu Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 150 0.201 0 5.69 851 4.35 651 board int fnsh e 470 0.201 0 5.69 2671 4.35 2044 s 51 0.201 0 5.69 292 4.35 223 sw 23 0.201 0 5.69 130 4.35 99 w 470 0.201 0 5.69 2675 4.35 2046 all 1164 0.201 0 5.69 6619 4.35 5064 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); 50% drapes, medium; 1 ft e overhang (6.3 ft window ht, 11.67 ft sep.); 6.67 ft head ht all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" n 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 1 OC-v: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, sw 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 10.67 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.67 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.25 ft window ht, 11.67 ft sep.); 6.67 ft head ht Doors 223 0.091 13.0 2.58 575 1.44 322 58 0.340 0 9.62 561 10.6 617 39 0.340 0 9.62 374 30.4 1180 97 0.340 0 9.62 935 18.5 1796 72 0.580 0 16.4 1182 16.8 1213 23 0.340 0 9.62 225 7.41 173 5 0.340 0 9.62 48 30.4 152 19 0.340 0 9.62 185 30.4 585 11 DO: Door, wd sc type n 21 0.390 0 11.0 228 12.0 248 Wrl htsoftx 2017-Dec-01 16: age 3gRight -Suite® Universal 2017 17.0.23 RSU24011 Page nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = 10J8 House faces: S Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 13 0.032 gypsum board intfnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth 148 0.989 wrightsoft' Right -Suite® Universal 2017 17.0.23 RSU24011 ACCA...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S 30.0 0.91 12 1.74 23 0 28.0 4140 0 0 2017-Dec-01 16:46:06 Page 4 Component Constructions Job: Lot318ThornbrookeAna... t MUM,, AIR CRtNUn10NtNG ahu 2 Date: 6/4/2014 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (°F) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (°F) 42 93 Infiltration: Daily range (°F) 17 ( M) Method Simplified Wet bulb (°F) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area Ll-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ftl-°F ft-F/Btuh Btuh/ft2 Btu Btu h/V Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Partitions none) n 200 0.091 13.0 2.58 515 2.34 469 e 461 0.091 13.0 2.58 1186 2.34 1079 s 240 0.091 13.0 2.58 618 2.34 562 w 470 0.091 13.0 2.58 1209 2.34 1100 all 1370 0.091 13.0 2.58 3528 2.34 3210 Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vni frm mat, clr innr, 1/4" gap, n 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft n overhang (5 ft window ht, .1 it sep.); 6.67 ft head ht e s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, w 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.), 6.67 ft head ht Doors none) Ceilings 1613-30ad:Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 112" gypsum board int fnsh 30 0.340 0 9.62 289 10.6 317 40 0.340 0 9.62 385 10.6 423 30 0.340 0 9.62 289 30.4 911 30 0.340 0 9.62 289 10.8 323 15 0.340 0 9.62 144 30.4 455 145 0.340 0 9.62 1395 16.8 2430 6 0.340 0 9.62 58 30.4 182 1469 0.032 30.0 0.91 1331 1.74 2551 Floors 20P-19t: Fir floor, frm fir, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 Wrl htSOft 2ot7-Dec-ot 1s:aos 9 Right-SuiteC Universal 2017 17.0.23 RSU24011 Page e5 ACCK_. nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Project Summary Job: LoMEIThornbrookeAna GL ' ... Date: 6/4/2014 NiAiING•JURCDNDUMNG 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 Notes: RVSD 2/1/16 JA LS 3/8/16 LS 6/21/16 JA LS 10/27/16 JA o o LS 3/24/17 JA LS 11/SK- Orlando Intl AP, FL, US Winter Design 69AMilJA Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 26215 Btuh Structure 23630 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 33417 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 34638 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) 41028 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Make Na 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 OF 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. Wrlgf'1tSOft' Right -Suite@ Universal 2017 17.0.23 RSU24011 2017-Dec-01 16:46:06 Page 1 ACCk...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S For: Taylor Morrison Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 16921 Btuh Structure 14310 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 19827 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 18556 BtuhInfiltrationsensible 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 (ft2) 1467 1467 Equipment latent load 3465 Btuh Volume (ft3) 13715 13715 Air changes/hour 0.39 0.20 Equipment Total Load (Sen+Lat) 22020 Btuh Equiv. AVF (cfm) 89 45 Req. total capacity at 0.75 SHR 2.1 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 0.045 cfm/Btuh Static pressure 0.30 in H2O Static pressure 0.30 in H2O Space thermostat Load sensible heat ratio 0.84 Capacity balance point 39 OF Backup: Input = 5 kW, Output = 16909 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. L. 2017-Dec-01 16:46:06 WI'IgiltSOft Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 ACCN...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Project Summary Job: Lot318ThornbrookeAna... 3Q, D E L Y Date: 6/4/2014 HEATING - AIRCONDMONING ahu 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Outside db 42 OF Outside db 93 OF Inside db 70 IF Inside db 75 OF Design TD 28 OF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Structure 9294 Btuh Ducts 4296 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13590 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heatingg Coolingg Area (ft2) 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 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 IF Backup: 8.5 HSPF 21800 Btuh @ 470F 24 IF 840 cfm 0.062 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 9321 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multipplier Equipment sensible load 1.00 16082 Btuh Latent Cooling Equipment Load Sizing Structure 1539 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2925 Btuh Equipment Total Load (Sen+Lat) 19007 Btuh Req. total capacity at 0.75 SHR 1.8 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AH R I ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.052 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-01 16:46:06 wrightso'ft` Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 3 ACCK...nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet i _MATMOa AIRemmnmmfis 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed w rights oft- 2017-Dec-01 16:46:06 C(7Pk Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 1 nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet a'g` -wri com=wma 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: Lot318ThornbrookeAnastas... 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 ft2 Ty Construction U-value Or HTM Area (ftz) Load Area Load number (Btuh/Wt 'F) (Btuh it2) or perimeter (ft) (Btuh) or perimeter Heat Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C-Osw 2A-2ov 2B 2fv¢ym?;. 0 091 340 0 340 n . n: n : 2:58 9.62 9.62 2.34 10.58 10.58 270 30 40 200 0 0 515 289 385 469 317 423 V J 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 11 CTI-( 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 W ,. „•.',16A`3066 0 032 n_,_ fW 12C-Osw 0 091 e 2 58 2.34 491 461 1186 1079 a 2A 2ov 0.340 e 9 62 30 36 30 0 289 911 11F - 13A 2ocs 2A2ov 0 201 0.349 e e_ 5 6 962 s... 4.35 30_36 0 9_ 0 0 0 O 0 0 v 12C-Osw 0.091 s 2.58 2.34 270 240 618 562 L--G 2A-2ov 0.340 s 9.62 10.77 30 26 289 323 W 13A 2ocs 0.201 s 569 4 35 a0 0 0 W 13A-2ocs 0.201 sw 5.69 4.35 y.. 0 0 0 0 10C-v 0.340 sw 9.62 7.41 0 0 01 0 12C Osw 2A 2ovl= p 091 D 340 w,, w 12.58 9.62 am2 34 30.36 A91'A'044,470 16 0 1209 58 ON& 1100 182 2A-2ov 0.340.._w: 9:62 30P36 15 k„0 144 ti.c• 455... W 13A-2ocs 0.201 w 5.69 4.35 0 0 0 0 I-G 2A-20v 0.340 w 9.62 30.36 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 61 c) AED excursion 10 Envelope loss/gain 6329 8382 12 a) Infiltration 2964 939 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 0 0 Appliances/other 0 Subtotal (lines 6 to 13) 9294 9321 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 9294 9321 15 Duct loads 1 46 % 73 % 4296 6761 Total room load 13590 16082 Air required (cfm) 840 840 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed wrightsoft` 2017-Dec-01 16:46:06 4CCk Right -Suite® Universal 2017 17.0.23 RSU24011 Page 2 nastasiaAGRS\Lo1318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL --AIR Right-J® Worksheet AA oNr t; 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.9 It 42.0 it 3 Room height 9.3 it 9.3 it heal/cool 4 Room dimensions 17.0 x 15.5 it 5 Room area 1470.0 it' 263.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter it) Btuh) or perimeter (it) Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 2A 2ov 0 340 n 0.00 0.00 0 0 0 0 0 0 ' 0 0 2B-2fv 0 340 n-. 0.00 0.00 e 0 0 0 0 0 <F 0 Q 13A-2ocs 0.201 n 5.69 4.35 280 150 851 0 651 145 86 491 376 11 2A-2ov 0.340 n 9.62 10.58 58 0 561 617 58 0 561 617 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 0 0 16A 30ad, 0_032 n _-0.91.. , . 2.38 _-_ 29 ` '"29 26 69 __ 29 __ W 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 W , " 13A-2ocs ';0 201 ' e 5 69 4.35 508 470 (W 2671 2044 89 89 504 386 t-G 2A-2ov I.349 ... e <1 9.&230:36 „ 39. 0 ...._. 374 11800 " 0 0 .. 0- U+/ 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0_ 0 0 W 13A 2ocs ; __ x•;0 201 s.:,; 569 T 4.35 51 51 292 223 W 13A-2ocs 0201 sw 5.69 4.35 46 23 130 99 0 0 n 0 W 13A-2ocs 0.201 w ' 9 4.35 494 470 2675 2046 159 159 902 690 2A-20v 0.340 w 9.62 30.36 5 0 48 152 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 19 0 185 585 0 0 0 0 P 12C Osw 0,091 2 58 1 44 244 223 575 322 0 0 Q' '0 11.D0---- . _.......... _. _ 0 390 _;n_ 11 04- T.'_99 21 21 228 ---.. .248 .__... 0 W_ _,_0. ," 0' . " '0 C 16B-30ad 0.032 0.91 1.74 13 13 12 23 0 0 0 0 61 c) AED excursion 0 233 Envelope loss/gain 14175 9645 3660 1904 12 a) Infiltration 2747 870 820 260 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 6 1380 1 230 Appliances/other 2415 600 Subtotal (lines 6 to 13) 16921 14310 4480 2994 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16921 14310 4480 2994 15 1 Duct loads 17% 30% 2905 4246 170% 30% 769 88 8 Total room load 19827 18556 5249 3882 Air required (cfm) 840 840 222 176 Calculations aooroved by ACCA to meet all requirements of Manual J 8th Ed wrightsoft- 2017-Dec-01 16:46:06 ACCP. Right-SuiteOO Universal 2017 17.0.23 RSU24011 Page 3 nastasiaAGRS\Lot318ThornbrookeAnastaslaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet WAYM x AM COMMUNING 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: Lot318ThornbrookeAnastas... 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 Q2 48.8 ft2 Ty Construction U-value Or HTM Area (f12) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw : 2A 2ov 0 091 0.340 n 0.00 0.00 0.00 0.00 0 0 0 0 0 M 0 0 0 0 0 0 0 0 0 0 2B 2(v,...` ,, n n 0.00 0.00',0 i 0 Y 0 0 0 Q 0. V/ 13A-2ocs 0.340 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 1.1 G 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 VG 12c Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A 2ov 0.340 s 0.00 0.00 0 0 0 _ 0 0 0 0 0 W 13A-2ocs a .p 201 ^ s 569 435 -. O - - 0 -- ,FO 0 , r, 0 %. ' 0 d 0, '" pi UV 13A-2ocs am sw 5.69 4.35 0 0 0 0 0 0 0 o L-6 1OC-v 0.340 sw 9.62 7.41 0 0 0 0 0 0 0 0 12C Osw 0 091 w. 0.00 0.00 }'0 0 0 0 0 0 0 0 2A 2ou 0 340 w 0.00 0.00 0 0 0„ 0 r. r 0 0' 0 A 0,340 , w x•.0.00 0.0_0-''Q,,, p 0 -....` 0 . 0 0 '0' WII 13A-2ocs 0.201 w 5.69 4.35 112 112 637 487 0 0 0 0 tea 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 61 c) AED excursion 1 1-401 10 Envelope loss/gain 973 447 0 0 12 a) Infiltration 218 69 0 0 b) Room ventilation 01 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 1191 516 0 5 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1191 516 0 5 15 Duct loads 17 % 30 % 2041 153 17 % 30 % 0 1 Total room load 1395 669 0 6 Air required (cfm) 59 30 0 0 Calculations aooroved by ACCA to meet all reouirements of Manual J 8th Ed w rig h tsoft" 2017-Dec-01 16:46:06 AGCP. Right -Suite® Universal 2017 17.0.23 RSU24011 Page 4 nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS_rup Calc = MJ8 House faces: S DEL -AIR Right-J® Worksheet raar re WRCONIXTIOt11N6 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: Lot3lMorn brookeAnastas... Date: 6/4/2014 By: FJF 1 Room name mstr we study 2 Exposed wall 0 it 21.0 it 3 Room height 9.3 it heat/cool 9.3 If heat/cool 4 5 Room dimensions Room area 5. 5 x 3.5 it 19. 3 ft2 1. 0 x 146.5 It 146. 5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F)I Btuh/ it2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 12C Osw 0 091 n= 0 00 0.00 0 0 0 d0 0 0 0 0 0 2A- 2ov 0 340 n ,. 0 00 0.00 0 0 0 0 ,' 0 0 0 213Zfv 0 340 n 0 00 0 00 0 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A- 2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 LLL 2 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 0.032 n- 0_.9.1 2.38 0 0 0 0 0 12C Osw 0.091 e 0.00 OM 0 0 0 0 0 0 0 0'. 0 2A 2ov 0.340 e 0.00 0.00 OI 0 0 0 0_ 0 0 0 13A 2ocs0 201 e 5.69 4 35 0 0,.,,, 0 0 0 0 0 0 2 _2ov - 0:3`40 e- 9.62 30:36 0 R .. 0 0 0 0 p D 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A- 2ov 0.340 s_ 0.00 0.00 0 0 0 0 0 0 0 2ocs:_,,,< 569 4.35 0 0 0 0 0 L 51 51 292 223 W 3A 1-2ocs0.201 sw 5.69 4.35 0 0 ---- 0 0 0 0 0 0 I3H-CUcS U.LUI W 5.by 4.00 U U U U 145 IL5 /1.5 J4b 2A-20v 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 6 c) AED excursion 101 1 213 Envelope loss/ gain 0 0 1778 1567 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) 10 5 2160 1688 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2160 1688 15 Duct loads 1 17% 30% 0 1 17% 30% 371 501 Total room load 0 6 2531 2189 Air required ( cfm) 0 0 107 99 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tsoft' 2017-Dec-01 16:46:06 Right -Suite® Universal 2017 17.0.23 RSU24011 Page 5 nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS. rup Calc - MJ8 House faces: S DEL -AIR Right-J® Worksheet ME IMEATIH6.. AIR CON(Hnumvir 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rightsofft 2017-Dec-01 16:46:06 ACCA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 6 nastasiaAGRS\Lo1318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL -AIR Right-M Worksheet NEATNNi +AIR COtNNT10NINR ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lo1318ThornbrookeAnastas... 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 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter it) Btuh) or perimeter it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw 0 091 n 0.00 0.00 0 0 0 0 0 0 0 0 0 2A-2ov 0 340 n 0 00 0.00 0 0 0 0 0 0 0 0 0. OQ 0 0 n, 0 0, r.0 t,,..,,, 0 0' 13A-2ocs 0.201 n 5.69 4.35 135 63 0 275 0 0 0 0 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 III GGG,,, 2A-2ovd 0.580 n 16.41 16.85 72 0 1182 1213 0 0 00 W 16A-30ad W4 032 n_:" 9V 2.38 0 0 0 0 0 0 0: 0' j 12C-0sw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs Q 201 e 5 69 4.35 191 191 1088 832 93 310 237' w__ A2av 0 340 des" w282 30,36 0 0 0 0 39 0 374 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0t-G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W' :_ 1'3A:2ocs 0.201 s' 5 69 4.35 0 p 0 0 0 0 0' W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 0 0 0 0 2A 213A-oocs I 0.3401 w I 9.621 30.361 OI OI OI OI OI OI OI OI 6 c) AED excursion 2491 1301 Envelope loss/gain 3609 2072 963 1717 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 3193 1145 2005 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 4246 3193 1145 2005 15 Duct loads 171T/ 30% 729 9411 17% 301 197 595 Total room load 4975 4141 1342 2600 Air required (cfm) 211 187 57 118 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W right50ft`. 2017-Dec-01 16:46:06 AGCA Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 7 nastasiaAGRS\ Lot 318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL: AIR Right-JO Worksheet MTVM a AM CGUMMUNG 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: Lot318ThornbrookeAnastas... 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 ft2 275.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-OF) 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 0.091 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov0 340 n 0.00."0.00 0 0 0 0 0 0 0 0 2B 2fv 0.340 n 0.00 0.00 RUP10 0.- ti 0 x .. - 0 0 0 r 0 0< 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 11 2A-2ov 0.340 n 9.62 10.58 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 16.41 16.85 0 0 0 0 0 0 0 0 W __ 16A-30ad', .. ,..: :, 0-032 n i 0:91 .. 2.38 0... JJ 0 0 0 n0 lw 0 0: 0 W 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 i 2A 2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 2ocs 0.201 e ; 5.69 4.35, e'0 00 0135 I 135 770 u589- 2A 2ov ...- 340. e.- 3:62 1. 30 36 0 0 50 0 0_ O 0 0 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0t/ G 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 W 1"3A-2ocs 0'20t s 5.69 4.35 0 0 P.O 0 0 t_ s`0 p 0' W 13A-2ocs 0.201 sw 5.69 4.35 0 0 0 0 46 23 130 99 G 10C-v 0.340 sw 9.62 7.41 0 0 0 0 23 23 225 173 12C Osw 0 091 w 0.00 0,00 0 0 0 0 0 0 0 0„ 2A 2ov 0 340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A 2ov ;.k 0 340T 0:00 0 00 0 0 00 r..., . 0 0 O Q V 13A 2ocs 0.201 5.69 4.35 0 0 0 0 5 5 27 20 G 2A 2ov 0.340 9.62 30.36 0 0 0 0 0 0 0 0 61 c) AED excursion 101 16 Envelope loss/gain 0 0 2523 1480 12 a) Infiltration 0 0 363 115 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 10 5 2885 1 2795 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 5 2885 2795 15 Duct loads 1 17 % 30 % 0 1 17 % 30 % 495 829 Total room load 0 6 3381 3624 Air required (cfm) 0 0 143 164 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig htsoft" 2017-Dec-01 16:46:06 Right -Suite@ Universal 2017 17.0.23 RSU24011 Page 8 naslasiaAGRS\Lot318ThornbrookeAnaslasiaAGRS.rup Calc = MJ8 House faces: S V DEL: AIR Right-J® Worksheet BEATM AM tOrf"UNiNB 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: Lot318ThornbrookeAnastas... 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/coal 4 Room dimensions 14.5 x 15.5 it 5 Room area 1469.3 It' 224.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area Iftz) Load number Btuh/ft2- °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Ift) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 u 12C Osw; : s 0 091 t: n 2 58 2.34 270 200 515 469 140 110 282 257 2A 2ov 0.340 n . 9.62 10.58 30 0 269 317 30 0 289 317 2B 2fv„ 0.340 n 9 62 10.58 40 0 385 423 0 0 5, W 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 11 k---G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 1 w 12C Osw 0.091 s 2.58 2 34 270 240 618 562 0 0 0 0 T-G 2A 2ov 0.340 s 9.62 10.77 30 26 289 323 0 0 0 0 W 13A-2ocs 0.201 s !_ 0.00 OAO 0 0 0 0T,. 0; 0': W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 01 0 0 0 0 I -a 10C-v 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 4 C 12C-Osw 2A 2ov 0:091 0.340 w w' 2 58 9 62 2.34 30.36 491 6 470 0 1209 58 1100 182 131 0 131 0 336, 0b 306 y > ( 2A-2ov. , .. .. ems,.. ,.:.0:340 w 15 0 144 455 0 0 W 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 Pff 12C Osw 4.091 0.00 0.00 0 0 0 0 0 0 0: 0 s=D tiDO ...._._..-. _ _ _- C 16B-30ad 0.032 0.91 1.74 1469 1469 1331 2551 225 225 204 390 0050... 1.41 0.71 73 13 18 9- 0 5. 0 0 F 99n_r i n Q%1Q n nn I n nn n n n n n_ nl n n 61 c) AED excursion 10 1 1 -114 Envelope loss/gain 6329 8382 1330 1357 12 a) Infiltration 2964 939 693 219 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) 9294 9321 2023 1576 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9294 9321 2023 1576 15 Duct loads 46 % 73 % 4296 6761 46 % 73116 9351 1143 Total room load 13590 16082 2959 2719 Air required (c(m) 840 840 183 142 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsc)- t- 2017-Dec-01 16:46:06 Right -Suite@ Universal 2017 1T0.23 RSU24011 Page 9 nastasiaAGRS\Lot3l8ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S G DEL --AIR Right-M Worksheet ltH"TMxAM oNrx6 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Roam name bth 2 bth 3 2 Exposed wall 9.0 It 11.5 It 3 Room height 9.0 ft 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 (it2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat I Cool Gross I N/P/S Heat Cool Gross I N/P/S Heat I Cool 6 12C Osw 2A-2ov 28.2fv 0.091 0.340 0.340 n-" n n 2.58 9.62 9.62 2.34 10.58 10.58 0 0 0 0 0 0 0" 0 0 0 0 0 0 0 0 0 0 0 0: 0 '01 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 LLL:2 2A 2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A '30ad ,W^ ,";,; 0.032 Win." 0.00 0.00 0 0 -.... j 0 0 0 0 0 W 12C-Osw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 9.62 30.36 0 0 0 0 0 0 0 0 13A 2ocs - 2A 2ou .• •. _ 0 201 0.340 e s_=` 0 00 O:QO 0.00 0.00. 0 0 0 0 0 0 0 p 0 O 0 il" 4 0 v/ 12C-0sw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 W 13A 2ocs' .. 0 201 s...: 0.00 0.00 0 p p _-0 WgFp gip sz W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov w u.uu u.uu w 0.00 0.00 0 01 01 61 c) AED excursion 166 29 Envelope loss/gain 300 518 329 334 12 a) Infiltration 158 50 202 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) 458 568 531 397 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 458 568 531 397 15 Duct loads 46% 73% 212 412 46% 73% 245 288 Total room load 669 980 776 686 Air required (cfm) 41 51 48 36 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w r ig ht5oft- 2017-Dec-01 16:46:06 4CCA Right-SuiteO Universal 2017 17.0.23 RSU24011 Page 10 nest asiaAGRS\Lot318Thorn brookeAnastasiaAGRS.rup Calc - MJ8 House faces: S IMEAEL-AIR Right-J® Worksheet 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: Lot318ThornbrookeAnastas... Date: 5/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 14.0 x 14.0 it 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft? °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 A2C Osw 0 091 n` 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 28-2fv 0 340 0-340 n :; n" 9.62 9:62 „ 10.58 10.58 0 0 0 0 0 0 0 0 0 0 r 0 0 0 0 A 0 1 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 1 1- G 2A-2ov 0.340 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 1"6A=30ad.... W 12C-Osw 0.091 e 2.58 2.34 0 0 0 0 0 0 0 0 C 0.340 e 9.62 30.36 0 0 0 0 0 0 0 02A-2ov 13A-2ocs x292o_v_ 0.201 0 340 e' e._ 0.00 0.00 6.60 0:00 a.., 0 0 0 vg.3kk 0 0 0 0 0 0 0 O P 0 0:. 12C-0sw 0.091 s 2.58 2.34 126 111 286 260 45 45 116 105 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 0 0 0 0 W -_13A 2ocsz x 0 201 sb 0 00 0 00 0 0 0 a:: 0 0 0 t 0 s 0 W 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov U.ZUI w U.UU U.UU 0.340 w 0.00 0.00 01 0 01 01 01 61 c) AED excursion 171 19 Envelope lass/gain 1038 1549 221 219 12 a) Infiltration 491 156 123 39 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1529 1704 344 258 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1529 1704 344 258 15 1 Duct loads 1 46% 73% 707 1236 46% 73% 159111 187 Total room load 2236 2941 503 446 Air required (cfm) 138 154 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. w rig h tsoft- 2017-Dec-01 16:46:06 1GGA Right -Suite® Universal 2017 17.0.23 RSU24011 Page 11 nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJS House faces: S DEL -AIR Right-J® Worksheet tYy3 WFIIIa: AIR CO OM01111118 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name rm 3 loft 2 Exposed wall 24.0 it 11.5 It 3 Room height 9.0 It heat/cool 9.0 it heat/cool 4 5 Room dimensions Room area 13.0 x 11.0 it 143.0 ft2 11.5 x 11.0 It 126.5 ft2 Ty Construction U-value Or HTM Area (it2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool I Gross I N/P/S F Heat7 Cool 6 V Os2A2ovw ; 2132fv 0: 340 0. 340 n" n _- 9.62 9. 6210.58 10. 58 0 0 0 0 r 0 0 0 0 0,<, 0. 0 0 13A- 2ocs 0.201 In 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 I- 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W =- 16A 30ad' 0.032 n . 0.00 0.00 0 0 0 OV, Y 0 0 0 0 W 12C Osw 0.091 e 2 58 2 34 117 117 301 274 104 74 189 172 2A 2ov 0.340 e 9.62 30.36 0 0 0 0 30 0 289 911 VU . , t 1. ` 13A 2ocs 2A 2ov `' 0. 201 0. 340 e . e 0. 00 0 09 0 000 0; 00 0 0 0 0 1 : 0 0 O 00 0 0,' 0. Vt./ 12C-Osw 0.091 s 2.58 2.34 99 84 216 197 0 0 0 0 G 2A-2ov 0.340 s 9.62 10.77 15 13 144 162 0 0 0 0 W..'` 13A 2ocs: A 201E i 0.00 0.00 TO 0 0 0 i ., .,0 A 0 WI 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 0 G 1OC-v 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 C I- C 12C Osw 2A 2ov. 2A, 2ov " rr. .,, r 0 091 0 340 0. 340 w uv.° w ' 2. 55 9. 62 9. 62 2. 34 30. 36 0 0 0 0 0 0 0 0 0 0 0 0= 0 01 0 0 0 0 0 0 0 0 0 Q 0 0 0 0 0 W13A-2ocs 0.201 w 0.00 30. 36.. 0. 0o 0.,_:__ 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-511 1 1 237 Envelope loss/gain 793 830 593 1540 12 a) Infiltration 421 133 2021 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants 9 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1214 964 794 1604 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1214 964 794 1604 15 Duct loads 46 % 73 % 561 699 46 % 73 % 367 1163 Total room load 1775 1663 1161 2767 Air required (cfm) 110 87 72 145 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. w r ig h tsoft-- 2017-Dec-01 16:46:06 Right- Suite(D Universal 2017 1Z0.23 RSU24011 Page 12 nastasiaAGRS\ Lot318Thorn brookeAnastasiaAGRS.rup Calc - MJ8 House faces: S DEL -AIR Right-M Worksheet Y° HIEAMQ. AIR I:OMnONING a /_ u ^ 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: Lot318ThornbrookeAnastas... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 it 3.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 20.5 x 14.5 it 1.0 x 311.3 it 5 Room area 297.3 ftz 311.3 ftz Ty Construction U-value Or HTM Area (it2) Load Area (ft2) Load number Btuh/itz °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat I Cool 1 Gross I N/P/S Heat I Cool 1 Gross I N/P/S Heat I Cool 6 12C Osw .' 0.091 :" 0.340 O'340 n n n 258 962 9_62, 2 34 10 58 10.58 131 0 40 91 0 0 233 0 385 212 0 423 0 0 0 0 0 0 0 0- 0 0 0' 2 0 t1 13A-20cs 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 2A-2ovd 0.580 n 0.00 0.00 0 0 0 0 0 0 0 0 W' 16A_30ad r0 032 r '< 0.00 0 pQ 0 p"A0 i 0 o _. 0 0" 0 12C-Osw 0.091 e 2.58 2.34 185 185 475 432 0 0 0 0 2A-2ov 0.340 e 9.62 30.36. 0 0 0 0 0_ 0 0 0 13A 2ocs 2A 2ov ,,; 0.201, 0 340 e `. e' R 10.00; 0.00_ 0.00 0.00 t i 0 0 0 n0 a 0 0 a 0 ,- 0 Q 0 p 0 0 0 0 V J L-G 12C-Osw 2A-2ov 0.091 0.340 s s 2.58 9.62 2.34 10.77 0 0 0 0 0 0 0 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 0' i_0 W-- 13A-2ocs 0.201 sw 0.00 0.00 0 0 0 0 0 0 0 0 I-; 10C-v 0.340 sw 0.00 0.00 0 0 0 0 0 0 0 0 12C Osw 2A 2ov v 2A.2d" . _ .. ". "- 0 091 ., 0 340 0 340 w w w30 2 58 9 62 2 34 30 36 36 0 0 M .0 0 0 0 0 0 0 a 0 t 0 . 32z 0 0 32 0 0 81 0: 74 0 W 13A-2ocs 2A-2ov 0.201 0.340 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 2A 2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 PII. 12C Osw R 0 091; : 0 390 n : 0.00' Q. e0"00 0.00. 0 0 0 0 0 0 0 0 0. 0 0 0' 0' 0 0 C 16R-30nd 0.032 0.91 1.74 297 297 269 516 311 311 282 540 6 c) AED excursion Envelope loss/gain 12 a) Infiltration b) Room ventilation 13 Internal gains: Subtotal (lines 6 to 13) Less external load Less transfer Redistribution 14 Subtotal 15 Duct loads Total room load Air required (cfm) Occupants @ 230 Appliances/other 12C 1362 1464 614 194 0 C 0 C C 1976 165E 0 C 0 C 0 C 1976 165E 46 % 73 % 914 1 1202 2890 2861 179 14S 43 363 571 61 19 0 0 0 0 0 424 591 0 0 0 0 0 0 424 591 46 % 73 % 196 429 621 1020 38 53 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightSE) t, 2017-Dec-01 16:46:06 Right-SuileO Universal 2017 17.0.23 RSU24011 Page 13 nastasiaAGRS\Lot318Thornbr00keAnastasiaAGRS.rup Calc = MJ8 House faces: S DEL Duct System Summary Job: L4/2014hornbrookeAna... Y Date: 6/4/2014 HEATING•AIN@mDrnowG ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison External static pressure Pressurelosses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.148 in/100ft 840 cfm 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk dining rm c 2600 57 118 0.196 6.0 Ox 0 VIFx 27.1 95.0 SO family rm h 4975 211 187 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen c 3624 143 164 0.212 7.0 Ox 0 VIFx 18.1 95.0 st1 mstr bth h 1395 59 30 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 5249 222 176 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 c 488 21 22 0.194 4.0 Ox 0 VIFx 28.6 95.0 sti study h 2531 107 99 0.195 6.0 Ox 0 VIFx 27.8 95.0 SO util c 945 20 43 0.191 4.0 Ox 0 VIFx 30.9 95.0 st1 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 282 207 0.148 358 12.0 0 x 0 VinlFlx SO SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx htsoftE 2017-Dec-0116:46:08 A g Right -Suite® Universal 2017 17.0.23 RSU24011 Page 1 A WCI nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx t wri htsoft£ 2017-Dec-0116:46:08 CA 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 2 naslasiaAGRS\Lo1318ThornbrookeAnaslasiaAGRS.rup Calc = MJ8 House faces: S DEL IR Duct System SummaryJob: LhornbrookeAna... Date: 6/4/2014/2014 HEATING -A ACOHOrriOHOt6 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 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 in/100ft 840 cfm RIM Cooling 0.30 in H2O 0.06 in H2O 0.24 in H2O 0.120 / 0.120 in H2O 0.202 i n/ 100ft 840 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat] Actual Ln (ft) Ftg.Egv Ln (ft) Trunk bth 2 c 980 41 51 0.318 4.0 Ox 0 VIFx 5.5 70.0 bth 3 h 776 48 36 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 2767 72 145 0.203 7.0 Ox 0 VIFx 33.0 85.0 st2 open to below h 1445 89 75 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1445 89 75 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2959 183 142 0.270 7.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1775 110 87 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 503 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2941 138 154 0.281 7.0 Ox 0 VIFx 15.5 70.0 stairs c 1020 38 53 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 213 255 0.202 576 9.0 0 x 0 VinlFlx 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 Mat] Trunk rb2 Ox 0 840 840 0 0 0 0 Ox 0 VIFx 1 wrightsoft' Righl-SuiteO Universal 2017 17.0.23 RSU24011 nastasiaAGRS\Lot318ThornbrookeAnastasiaAGRS.rup Calc = MJ8 House faces: S 2017-Dec-01 16:46:08 Page 3 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot318ThornbrookeAnastasiaAGRS 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 12/1/2017 5:00 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) EnergyGauge@ - USRCSB v5.1 12/1/2017 5:00:26 PM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot318ThornbrookeAnastasiaAGRS Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Regression Data: C: n: Sinqle or Multi Point Test Data HOUSE PRESSURE V Leakage Characteristics CFM(50): FLOW: ELA: Eq LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: DATE: Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the third party conducting the test and provided to the code official. BUILDING OFFICIAL: DATE: V14E Sxg Yt+ 00 WO 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)NII 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 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'% inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 12/1/2017 5:00 FM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 12/1/2017 5:00 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 11- WINDOW SCHEDULE WINDOW WIDTHS # m' n• n' s3' WINDOW GALL -OUTS M' 0w V7375H 77w 37 Vtww 32' Ow 33544 73w 335w 3 m. S 454 Vt 3154 74w 3154 a63' g 6w 035w 7564 3564 3 • 3 W 54 W7 w 7G w 3 w w * GC. VERPY 11A5R1Ri CPEN WR ALL mools,, L*M 51ZE5 AW WALLAT& VT VAgr PER O MVfACiaRER dW 5PECf"faS Z REFER TO P.WR PLA43 FD,? SM-Ci MM USED (SINGLE NI4 °.F'. U.A'EnO CSfT,'.,R FIND 6L15s FGl 4 A TYP. ARCHWAY 9 p is raw 0 ewu wrt urtnr caa aWwrine STRAY CEILING SECTION CALI. TOPS ra v. v rar. W .IJ. 16 g OWNER'S SUITE i a-. m.v nc. 1=x12 IltA4wIO17s Transfer ducts/grilles sized In corp a nconplle with Florida Resldentlol Building Code - H1602.4 Balanced Return Air, exceptions 1-3. Builder nust provide unrestricted 1 Inch undercut on doors to habitable OitI III GATHERING ROOM L DINING z-smar vowuc 185/ i r wwnn II c30' bZ D btlD I V\C I l tl\C I L_ J L_J 42X42 A/C SLAB2.0TDN W/5KW E240V IPH rJ ac w Bx10 pie, BYBLDRMINbdtfarndr a duct 2' FROM WALL stole a/B'=ro' 0 t0 WaR cap W/ fan Nutone 696RN srnlR N7rEs ti1 o '..TI.,waw AwaaArV,mwl«w H vwslm M W rWx, W Hw'nb ME'w t r vr. a wa,wnart n 1 x, ear.: AT I x. rvnuw.usm uacwwulxu sesrrn neaFmu wama minimum clearance of 4 inches ara 7' kltchen vent to waII cap IF_ p11__ O I xwrs i r I I uF. ell, ' II i y 12x6 I Ctli0. w c o 655 uzertc Dols I I pCAR GARAGE x' ell 6' 1 f 12 x y icasrao 6I rtcw uw. gl 4i S rara ! 2' L-------= wwrt t l trmeu4zA d d°` 6 w, toxlo rag d/ 4' loo 4, lOx6 PORCHr r 72' ..ra-e' xww.re 20^ n O , re:.nzor 1 IueJr ur. iac•'.ro rinn. d 3 OOI TJ O I e,.. oreaioe w. urJr V bath duct o wall cap I/ fan r= 6 Insulation value. DLAM ON CO rzav O rtX rw na vi•Iw cw ro.a STRUCTURAL NO S 4l lKs loH w.YeFG nx RLwm lnb A•MA A. mY rena nrm xuuo.a/ Tn r CO Q QQ QQ Z OIn LU LLj O z 0 V) w V Q C] ED O V) C Q M C:) 0 F-- M Z CU J (/ 0 CL \ QO L Q J F-- D L z o rU) CD LU > z z o L 3 J Q F CO 1-Q J O O Q IY m EL J In 0 C) I..s.R GC. St iROTN O..]"JYS Fors 4L' le4JC°5, W, °'rr WCM SI1E5 MDW LA11T'`WY VAR' PER 1AAFAGR'ffR ARD SFECFLATDKS. O Z FFER 10 R00R PAYS FOR STYLE R 11DID011 I T I ZED lSW4E IM Sk CASSW C.W, OR FOLD 4 I fihi6, FW I Ow&b Y-o M •' e' I 7 Q j 75 75 12zb lwcd 11, 10x6 Iwcd rO0 B Y I IOx6 Iwcd tOx6 wctll 145 6' _ I I u rx 7 9' Bx4 Iwcd 1i6 2 1 BWltler wRI need to I mpl q provide o/[ tluct [hose 9' u 14x 4 I 6' I esmx 6 9 14x1 09 I 10x6 Iwcd 5 I 12,6 lwctl pjAy re 6' 12.12 rop BEDRODM2 140 FL 7 _ Bx16 r°g T 12x6 12[)RO0M4 4 I z oa 1 AGyy4 A4 4 4 x wcpf A4 Rw olt new wc6t x_e e O O 2,0 TON W/5KW 2240V IPHn rr Bx10 Alentform by 3" bath duct Tr... fer ucts/ Illes sized IndpPxO-zbldr to roof eQ P conpnonce with Parlldo Residentlnl Bulldin Code - M1602.4 Balanced stole -1/8'=1'0' Return Arl , exce ptlons 1-3. Bullder w/fan Nutone 696RN13 ust provide unrestricted 1 Inch undercut on doors to hobitoble Must hove a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has an r=6 Insulation value. Rating 4 Z O W D OQ CO 0 ry o z cou jV) \ Q o Q - j D I z o } m w > z z o Lu 3 J Q H coH Q J O 5 Q IY m CL J (/) C 0 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 318 HOUSE TYPE; ANASTASIA W OPT LAV BATH 3 2ND FLOOR BATH 2 f b all A OV BATH 3 o d O 3" WASTE STACK FROM 2Np FLOOR (JJ Z7 TERMINATING TO THE 1ST FLOOR W l/ TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 318 HOUSE TYPE: ANASTASIA W OPT LAV BATH 3 1ST FLOOR AAV KITCHEN a" WASTE: siACK rRom ZNn okooll G O,T- 1 r O 99 fa L y MASTER BATH r ! t _ W/M f POWDER BATH DESCRIPTION AS FURNISHED: Lot 318, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida, PLOT PLAN FOR/CERTIFIED TO LOT 319 LOT 240 5.00 C N Taylor Morrison of Florida, Inc. RECORD COPY LOT 277 LOT 278 AT 00014'55" W I 40.00' I 19.80' 19,80' LOT 318 15.7' COVERED v PATIO 145. 00' 3' N PROPOSED RESIDENCE ~ O MODEL: ANASTASIA p c 2 CAR GARAGE RIGHT O O LOT 317 5. 00' 5: 0' Ls ENTRY 8. 7' 21. 3' WALK 16' DRIVE . 25. 20' 25.20' Z0f\ 11N DATE-1 Ok to construct single family home 5. 00' with setbacks and impervious area shown on plan. rjq,'I'o ETA-p. Aytarw asia, cTiz o 10' UTIL. ESMT. O--- LO __ PC) 5' CONC. WALK 3' FLARES CURB N 00014' 55" W (B.B.) 40.00' RED ROSE LANE 50' RIW) TRACT I UTILITY & ACCESS RIW LUI 4, 800 SO. FT. LIVING 1, 522 SO. FT. GARAGE 400 SQ.FF. ENTRY 71 SQ.FT. LANAI 139 SQ.FT. BREEZEWAY = N/ A SQ. FT. DRIVEWAY 403 SQ.FT. A/C PAD 18 SQ.FT. WALKWAY 70 SO. FT. IMPERVIOUS= 54. 7 J 2,623 SQ.FT. SOD 2. 177 SQ.FT. OFF LOT AREA CALCULATIONS: 0 RIW = 440 SQ.Ff Q PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: PLOT PLAN ONLY. SIDEWALK = 200 SO. FT. PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVPY) SOD 130 SQ.FT. LOT GRADING TYPE A REAR = 15' TOTAL AREAS: PROPOSED F. F. PER PLANS = 22.3' /} SIDE = 5.0' PROPOSED INFORMATION SHOWN BASED ON AREA = 5, 240 SQ.FT. SIDE CORNER = 10' SUPPLIED PLAN DRIVEWAY = 513 SQ.FT. PROPOSED GRADE PER CONSTRUCTION PLAN ++ AND/OR INSTRUCTIONS PER SIDEWALK = 270 SQ.FT. CLIENT NOT FIELD VERIFIED SOD = 2,307 SQ.FT. CRUASTENWY.ER— AS'COTT ASSOC, INC — LAND SURVEYORS LEGEND - LEGEND - P = PLAT P.O.L. • POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD TYP. TYPICAL I.P. IRON PIPE PIC. POINT OF REVERSE CURVATURE I.R. IRON ROD R POINT OF COMPOUND CURVATURE NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.M. CONCRETED. RAD. • RADIAL PROFESSIONALSURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES MONUMENT SET I.R. = I/C' I.R. r/XLB 4596 NR. NON -RADIAL Z UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SELL. THIS SURVEY MAP OR COPIES ARE NOT VALD. REC. RECOVERED W. P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TIRE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O.B. = POINT OF BEGINNING CALC. • CALCULATED POINT OF COMMENCEMENT PRN. • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. @ =CENTERLINE FF. • FINISHED FLOOR ELEVATION NOD NAIL a DISK B.S.0 •• BUILDING SETBACK LINE - 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERRFIED TO AND SHOULD NOT BE REUED UPON BY ANY OTHER ENRTY. R/W RIGHT- OF-WAY BR. • BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY UNfE. ESML = EASEMENT B. B. . BASE BEARING - 7, BEARINGS, ARE.P BASED ASSUMED DATUMAND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIN, DRAINAGE e. ELEVARONS,'IF SHOWN, ARE BASED (A NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. UTIL. UTILITY CLFC = CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 4596. WD.FC. = WOOD FENCE C/B = CONCRETE BLOCK P.C. = POINT OF CURVATURE SCALE h- 1" - 20' DRAWN BY: ••• P.T. POINT OF TANGENCY DESC. DESCRIPTION CERTIFIED BY. DATE. ORDER No. R RADIUS L = ARC LENGTH D = DELTA C CHORD C. B. CHORD BEARING PLOT PLAN 12- 07-2017 5507-17 NORTH THIS BUILDING/ PROPERTY DOES. NOT LIE WITHIN - -es THE ESTABLISHED 100YEARFLOODPLANEASPER "FIRM" M . GRU NMEYER, R.L.S. j 4714 ZONE "X" MAP j 12117C 0055 E - JA W S TT, R.L.S # 4801 6'!Buildem FirstSource 11501 Ryland Court Orlando, FL 32824 Project Information: Builder: Taylor Morrison Homes Model: Anastasia Builders FirstSource Job #: 1287749 Lot: 318... ---- Subdivision: Thornbrooke County: Seminole Building Code: FBC2014/rP12007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof: 45 psf Total Wind Standard: ASCE 7-10 Floor: 55 psf Total Wind Speed: 140 mph Mean Roof Ht: 25 It Exposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: License # Delegated Truss Engineer: Robert W. Wall 24710 SR54 Lutz Florida 33559 License # : 46021 This truss specification package consists of this index sheet and 58 truss design drawings. This signed and sealed index sheet indicates acceptance of my professional engineering responsibility solely for listed truss design drawings. The suitability and use of each truss component for any particular building is the responsibility of the building designer per TPI. W y''s•. s : side yr ; PS. per ., o oFft . ;r•` h,•./ pVAt ENS•`• 12/04/2017 Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date Truss Truss Label Drawing Seal Date 1 C1A 1287749001 12/4/2017 31 FG1 1287749031 12/4/2017 2 C1B 1287749002 12/4/2017 32 H7A 1287749032 12/4/2017 3 C3A 1287749003 12/4/2017 33 H7B 1287749033 12/4/2017 4 C36 1287749004 12/4/2017 34 HJ2 1287749034 12/4/20 77 5 1 C5A 1 1287749005 12/4/2017 35 HJ7 1287749035 12/4/2017 6 C513 1287749006 12/4/2017 36 T01 1287749036 12/4/2017 7 CJ1 1287749007 12/4/2017 37 T02 1287749037 12/4/2017 8 CJ3 1287749008 12/4/2017 38 T03 1287749038 12/4/2017- 9 CJ5 1287749009 12/4/2 117 39 T04 1287749039 12/4/2017 10 E7A 1287749010 12/4/2017 40 T05 1287749040 12/4/2017 11 E76 1287749011 12/4/2017 41 T06 1287749041 12/4/2017 12 EJ2 1287749012 12/4/2017 42 T07 1287749042 12/4/2017 13 EJ7 1287749013 12/4/2017 43 T08 1287749043 12/4/2017 14 F01 1287749014 12/4/2017 44 T09 1287749044 12/4/2017 15 F02 1287749015 12/4/2017 45 T10 1287749045 12/4/2017 16 F02A 1287749016 12/4/2017 46 Tll 1287749046 12/4/2017 17 F03 1287749017 12/4/2017 47 T12 1287749047 12/4/2017 18 F04 1287749018 12/4/2017 48 T13 1287749048 12/4/2017 19 F05 1287749019 12/4/2017 49 T14 1287749049 12/4/2017 20 F06 1287749020 12/4/2017 50 T15 1287749050 12/4/2017 21 F07 1287749021 12/4/2017 51 T16 1287749051 12/4/2017 22 F08 1287749022 12/4/2017 52 T17 1287749052 12/4/2017 23 F09 1287749023 12/4/2017 53 T18 1287749053 12/4/2017 24 F10 1287749024 12/4/2017 54 Vol 1287749054 12/4/2017 25 F11 1287749025 12/4/2017 55 V02 1287749055 12/4/2017 26 F12 1287749026 12/4/2 117 56 V03 1287749056 12/4/2017 27PFl 1287749027 12/4/2017 57 VO4 1287749057 12/4/2017 281287749028 12/4/2017 58 V05 1287749058 12/4/2017 291287749029 12/4/2017 301287749030 12/4/2017 Page 1 of 1 ©Builders FirstSource, Inc. 2002 o russ Truss Type ty y TB0318 C1A Jack -Open 1 1 1211749001 Job Reference (optional) tsunaers rvstz ource, I ampa, runt clry, t-ionoa ssbbb, KICK tlryant - - 2x4 — nun: c:tsau s NOV 1U zUib rrint: r.baus NOV iv zuto mI IeK inaustnes, Inc. mon uec ua-ta:aa:us zut r rage , ID:0837CakNCJU5ySDiOmCDdnydl 1 m-ig8Wz5UMOcM?bB2FHPLmMrE8urm?fNSFbhZPJQyCLBU 1-0-0 1-0-0 1-0-0 1-0-0 3 Tu 0 Scale =1:6.9 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TIC 0.02 BC 0.01 WB 0.00 Matrix) DEFL. in Vert(LL) -0.00 Vert(TL) -0.00 Horz(TL) -0.00 loc) I/deft Ud 1 >999 240 1 >999 180 2 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=44/Mechanical, 2=34/Mechanical, 3=10/Mechanical Max Horz 1=22(LC 12) Max Upliftl=-5(LC 12), 2=-23(LC 12) Max Grav 1=44(LC 1), 2=34(LC 1), 3=20(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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." LOAD CASE(S) Standard c\AT W V GEIVS;•,+ o SIATE OF 9+ y S/OVAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ Truss I ype Qty Ply TB0318 C18 Jack -Open 2 1 1287749002 Job Reference (optional) ounoers rrts oomce, iainpe, rmrn I.uy, nwiva 00-0, Wien"Y"n ,, ,.,.. ,................._„,. ,.,...--.,... ,....,,.. ..._...._.. ____. ._.._._. __.. .__. ID:0837CakNCJU5ySDiQmCDdnydl l m-B1 ivARU_9wUsDLdRr7s?v2nIWF6FOgiOgLJzrtyCLBT 1-0-0 2x4 = Scale = 1:6.0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-1 1 /Mechanical, 2=159/0-8-0 (min. 0-1-8), 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-11(LC 1), 2=-102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) 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=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." LOAD CASE(S) Standard SIATEOF • Q 4S NAL EN;p+++ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss cuss ype y TBO318 C3A Jack -Open 1 1 287,,003 Job Reference (optional) ounuers nraaource; ranipu, nanr i Ly, rwnua-aauoo; niun oryarn -- -- -- — - - nmcr.oYva--rvuv ivcu ro-rnnr.r.uYuo luau iu-cuiu rvnrcn-inuumuca,„m-,vv,, wvv+-w.o.o+,. ,c ID:0837CakNCJU5ySDiQmCDdnydll m-B1 ivARU_9wUsDLdRr7s?v2nGwF5w6q:OgLJzrtyC BT T0 2x4 = 3 Scale = 1:11.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1 =1 29/Mechanical, 2=1 01 /Mechanical, 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl =-1 7(LC 12), 2=-65(LC 12) Max Grav 1=129(LC 1), 2=101(LC 1), 3=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & 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, 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." LOAD CASE(S) Standard Q O c ti 91': SIATE OF e'•:,IOR%V?-' C NAL iN;P,•• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russ Truss Type ty y TB0318 C38 Jack -Open 2 1 ..,749004 Job Reference (optional) tsumers virstsource, I ampa, viant ulry, I-ionaa aabbb, NICK oryant I] 2x4 = Nun: r.bwu s my I u cu I a rnrn: r.owu s —v I u cv I o rvu I en If iuusu rob, . . ID:0837CakNCJU5ySDiOmCDdnydl1m-fDFHOnVcwDcjrVCePgNESGKSXfRR7HxV3"A Jy LBS Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.14 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1-8), 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. 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -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 except Ot=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." LOAD CASE(S) Standard r tQ00o(,Ef y 5 FATE OF l' OR{O., y, 4s`S NAI Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russ russ ype ty y TB0318 C5A Jack -Open 1 1 1287749005 Job Reference (optional) uumers virstbource, iampa, viant a ry, vionaa ssatiti, nicK wyant- Run: -7.640s -Nov 10-2015 Print 7.640 s- Nov -10-2015 MiTek-Industries Inc: Mon Dec04 13:49:05 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-fDFHOnVcwDcjrVCePgNESGKLKfOO7HxY3?2WNJyCLBS 2x4 = 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.03 1-3 999 240 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) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=219/Mechanical, 2=1 71 /Mechanical, 3=49/Mechanical Max Horz 1=106(LC 12) Max Upliftl =-31 (LC 12), 2=-109(LC 12) Max Grav 1=219(LC 1), 2=171(LC 1), 3=98(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:16.7 PLATES GRIP MT20 244/190 Weight: 16 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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) i except (jt=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." LOAD CASE(S) Standard O pIT W. Q`O•,10ENS c q1 4 51 ATE OF Q 90c• •:, ORIDP y.sS NAL EN:. ' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o Truss Truss Type ty y TB0318 C5B Jack -Open 2 1 06FJ.bReNwenoee optional) butiaersrirsisource, Tampa,riantuay,rionaass000,NICK uryant mun.i.oYus .w o<o,. .o.u, .. <:,.„>,... ,aye ID:0837CakNCJU5ySDiQmCDdnyd11 m-7Ppfb7WEhXkZTengzYuT_TsZe2knskBhlfo3vlyCLBR 1-0-0 5-0-0 t-o-n 5-0-0 Scale = 1:12.5 2x4 — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 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 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0 (min. 0-1-8), 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. (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; 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) 3 except Ot=lb) 2=124. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard GENSF 9 1 SIATEOF by cs,• OR10• S NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oI russ russ I ype Qty Ply T60318 CJ1 Jack -Open 19 1 12117749007 Job Reference (optional) aunaers nrsi ource;-Tampa, nanr aryq riununvouoo,-nicn-o.yan.- '-_ ___ _.. _nun. r:oy..a iV 1rurn.-1..a,.u., v w,.,,.,,,o,. ,,, ,. ,,,00; „— ...,,-_....+.... .. . ,aye, ID:0837CakNCJU5ySDiQmCDdnyd11 m-bcN1 pTXtSrsQ4oMOWFQiXhPpjS7xbBRrWJXdSByCLBQ 1-0-0 1-0-0 1-0-0 1-0-0 co 0 6 m T0 2x4 = Scale =1:6.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 Ib 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=-5/Mechanical, 2=154/0-3-8 (min. 0-1-8), 4=10/Mechanical Max Horz2=38(LC 12) Max Uplift3=-5(LC 13), 2=-48(LC 12) Max Grav3=13(LC 8), 2=154(LC 1), 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 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." LOAD CASE(S) Standard QIS W. h110, r QO GENSF;9ee% S IATE OF T OR%0' •'••r hSs ONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Truss Type Qty Ply TB0318 CJ3 Jack -Open 15 1 1287741008 Job Reference (optional) ou.—I. ril—vulua, imnPa, rid[ it imy, nunun oo , --yam ., . - ., ,. .. ,. -AA— BP 1-0-0 3-0-0 r 1-0-0 3-0-0 Scale = 1:11.9 2x4 = 3-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplift3=-52(LC 12), 2=-56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -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." LOAD CASE(S) Standard Xr- Q T (L h/411Q00i• 9<<•4 S 1ATE OF y1 PY/OVAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ Truss Type Ply TB0318 CJ5 Jack -Open 15 287,,009 Job Reference (optional) tsunaers nrstaource;-rampa, riant ary; nonaa aa000, MICK nryanr - - - nun: t.oau s rvov I cu I rrrrn: i.ovu s rvov-iu cu io rvn iU-11 sores; n— NMI uecvv-i u.va.va cur. raye- ID:0837CakNCJU5ySDiQmCDdnydl l m-X_VoD8Y7zS78K6WPegSAc6U2_GI735x8_cOjW4yMI5 1- 0-0 5-0-0 1- 0-0 5-0-0 Scale= 1:16.7 2x4 = 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 FBC2014lrP12007 Matrix) Weight: 18 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=158/Mechanical, 2=305/0-3-8 (min. 0-1-8), 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3=-104(LC 12), 2=-62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4=96(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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=lb) 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." LOAD CASE(S) Standard t? T w, 44i SIATEOF of Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Truss Type Qty y TB0318 117A Jack -Open 6 1 1287749010 Job Reference o tional tsuaers mrstbource, i ampa, ream Liry, rionaa ag000, MICK aryam i 3x6 = nun. 1—. . w .. ,orrn n. .v.o a,.... ,o w,,, ,.,,, .... .._ „ .,.y... ID:0837CakNCJU5ySDiQmCDdnydllm'?6 ARUZIkmF?xG5bCNzP9J18_gOSoYBHCGmH2WyCLBN 7-0-0 7-0-0 7-0-0 3 Scale=1:21.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.86 Vert(LL) 0.14 1-3 591 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(TL) 0.34 1-3 246 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 22 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 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 Grav 1=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. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (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 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) 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." LOAD CASE(S) Standard f QO;GEMgq SIATE OF9 Q t0RI'D •',kr'10 SS oNat E G a°• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ russ ype ty y TB0318 E7B Jack -Open 4 1 12877490111 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 TCDL 15.0 Lumber DOL 1.25 BC 0.52 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 Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10.2015 MTek Industries, Inc:- Mon Dec04 13:49:11 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl1m-TNdYegaNV3NsZQgnl5UehXaLN3NrX?QQRwVgbzyCLBM REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0 (min. 0-1-8), 4=83/Mechanical Max Horz 2=117(LC 8) Max Uplift3=-106(LC 12), 2=-140(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:15.6 7-0-0 7-0-0 N C; N DEFL. in floc) I/defl Ud PLATES GRIP Vert(LL) 0.10 2-4 >825 240 MT20 244/190 Vert(TL) -0.27 2-4 >295 180 Horz(TL) -0.00 3 n/a n/a 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 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -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) except (jt=lb) 3=106, 2=140. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Q•O0 AGE NSA , 9!ey S tATE OF 0k,•:,ZORIOP10 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Truss Type oty y 7B0318 EJ2 Jack -Open 6 1 1287749012 Job Reference (optional) nunoers nrs aource, ampn, nnrn a.uy,nmiva 00000; n cn oiyam ,,,,., .... .. .. ., ..... ... ,..., ..... _.. ..._. ..._.. ____. ._.._.. __.. _ ID:0837CakNCJU'!WkiQmCDdnydl l m-TNdYegaNV3NsZQgnl5UehXaVi3VTX?QQRwVgbzy.C BM 1-0-0 } 1-10-8 1-0-0 1-10-8 Scale = 1:9.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 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 - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=175/0-3-8 (min. 0-1-8), 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & 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." LOAD CASE(S) Standard 51ATE OF 1••.SS/ONAL jN $,, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oI russ I russ I ype oty Ply T80318 ER Jack -Open 16 1 1287749013 Job Reference (optional) movers rnsraource, i ampa, rian[ airy, rionca aa000; MICK nryam -nun: r.oau s Nov i v zv in rnnc r0 4u s Nov i u zu i o mi i eK inousmes, Inc. mon uee u i s:va: i z zu i r rag i ID:0837CakNCJU5ySDiQmCDdnydllm-yZAwsAb?GNVjBZE_Jo?tEk6WhTjRGSgagaFO7PyC BL 1-0-0 7-0-0 1-0-0 7-0-0 OPu> i Scale = 1:21.4 6-4-2 6-4-2 1 7-0-0 0-7-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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/TPI2007 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (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." LOAD CASE(S) Standard rQ.GElus ,9l1S i I ATE OF NAL ENa, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 o russ russ ype ty y TB0318 F01 Floor 1 1 1217749014 Job Reference (optional) lb . .-P., ,a... - Y, -....... inn oryarn „ kNCJU. ,', , , ID:0837CaSySDi0mCDdnydll m-Qmkl3Wbd1 hdaojpAtWW6myfcNt6z?kpjvE_xfryCLBK 0- 1-8 H' 14-0 01 I 0-9 30f1 1-3-0 I Scale = 1:31.6 1. 5x3 II 1. 5x3 = 3x4 = 3x4 = 3x6 FP= 3x4 = 1.5x3 11 1.5x3 11 5x6 = 3x4 = 3x4 = 5x6 11 1 2 3 4 5 6 7 8 9 10 1112 13 26 1. 50 = 3x6 FP= 5x6 II 3x6 FP= 6x8 = 18- 5-4 8- 9-4 2 0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.02 16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.29 Vert(TL) 0.05 16 999 240 BCLL 0.0 Rep Stress Incr NO WB 0.71 Horz(TL) 0.01 13 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 133 Ib 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 purlins, except T3: 2x4 SP No.2(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 9-4-0 except Ot=length) 13=0-3-0. lb) - Max Grav All reactions 250 lb or less at joint(s) except 25=407(LC 3), 13=1326(LC 4), 24=880(LC 3), 23=756(LC 3), 21= 905(LC 1), 20=1916(LC 1), 20=1916(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=0/363, 4-5=0/363, 5-6=0/973, 6-7=0/973, 7-8=0/973, 8-9=-875/0, 9-10=-1717/0, 10- 11=-1040/0, 11-12=-1048/0, 12-13=-1040/0 BOT CHORD 24-25=0/278, 22-23= 468/0, 21-22=-468/0, 20-21=-973/0, 17-18=0/1711, 16-17=0/1711, 15- 16=0/1703 WEBS 12-15=-355/0, 13-15=0/1494, 2-25=-385/0, 2-24=-634/0, 3-24=-537/0, 3-23=-758/0, 5- 23=-291/237, 5-21=-931/0, 6-21=-304/0, 10-15=-966/0, 9-18=-1255/0, 8-18=0/1332, 8- 20=-1803/0 NOTES- ( 8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code."tjkT W. LOADCASE(S) Standard .00 q •• 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Q • \CE NSF •, Uniform Loads (plf) Vert: 14-25=-10, 1-13=-320 i S( ATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ Truss Type ty y TB0318 F02 FLOOR 1 1 1287749015 Job Reference (optional) tstmaers t-irstbource, Tampa, vianr ary, t-ioriaa asbbb, tiicK tsryanr 0-1-8 HI i 1 1.54 11 1.54 = 1.54 = 1 2 3 23 22 QUID 0837CakNCJU5ySDiQmCDdnydl1m-uylgHscGo- IRQtOMQD2LJ9Bo2Hlaklet7ukUBHyC BJ 1-9-4 30 1-3-01 Scale = 1:31.5 1.5x3 11 3x6 11 3x6 11 4 5 6 24 7 25 8 9 10 11 1.5x3 11 3x6 = 1.5x3 11 11-8-0 14-10-0 17-2-10 18-5-41 &8 12 11-8-0 3-2-0 2-4-10 1-2 100-3_ Plate Offsets (X Y)-- 6:0-1-8 Edge] [18:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.18 18-19 756 360 MT20 244/190 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 FBC2014/TPI2007 Matrix) Weight: 104 Ib 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.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 0-7-4 except Qt=length) 11=0-3-0, 16=0-4-0, 14=0-4-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 11 Max Grav All reactions 250 lb or less at joint(s) 11, 14 except 13=731(LC 13), 21=744(LC 13), 16=548(LC 14) FORCES. (lb) - Max. Camp./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 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 r` ptT W. kii o ; S FATE OF Q r90T •• OR Op ••• 'r S ONAL EN:•+ 12/04/2017 Job Truss TrussType Qty Ply TB0318 F02A Floor 1 1 1287749016 Job Reference (optional) tsumers rirs[source, i ampa, ream ury, rionaa aa000, NICK tsryant 0-1-8 H1 1-4-0I 1.5x3 II 1.5x3 = 1.5x3 = 1 22 21 9 3 nun. r.— s .— - cv Ia nuu. 1— a ry v„auau,can.n ID:0837CakNCJU5ySDiQmCDdnydlIm-M8s3UCduFit121zZ,,"._xZasNkzwhevTlgOMYT2kky, va LBI 1- 9-4 i 3i '8rScale= 1:31.5 1. 5x3 11 3x6 11 3x6 11 4 5 6 23 7 24 8 9 10 11 1. 5x3 11 3x6 = 1.5x3 11 14- 7-C 2- 7-4 12 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.91 Vert(LL) -0.18 17-18 >770 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -0.28 17-18 >492 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.03 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 104 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Gt=length) 11=0-3-0, 20=0-7-4. lb) - Max Grav All reactions 250 lb or less at joint(s) except 11=292(LC 11), 20=751(LC 11), 14=759(LC 11), 15=368(LC 12) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 a' Ri W. y, Qoe GE MSS 4 S 1 ATE OF Q. NAL ENi, 12/ 04/2017 Job ruSS Truss Type ty y TB0318 - F03 Floor 8 1 1287749017 Job Reference (optional) oumers rirsiaource, Tampa, rianiury;'rionoaas000, HICK.nryani 0-1-8 H' 1i 1.5x3 II 1.5x3 = 1.5x3 = 46 = 1 2 3 4 22 21 nun: /.o4u s Nov l u zu t o rrlm: "/.o4u s Nov l u Zu 1 L'MI I eK'inausines, inc. mon uec i I S:4y: l O eu l/ ra a i ID:0837CakNCJU5ySDiQmCDdnydllm-M8s3UCduZltl2lzZ_xZasNk2_hgATgFOMYT2kky LBI 19-4 i 3 Scale = 1:31.5 1.5x3 11 3x6 11 46 11 5 6 7 8 9 10 11 4x6 = 1.5x3 11 4x6 = 1.5x3 11 18-5-4 1$-8 12 18-5-4 -3- Plate Offsets (XY)-- [6:0-1-8,Edge], [11:0-3-0,Edge] [17:0-1-8,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.18 17-18 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.26 17-18 825 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.02 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 104 Ib FT = 20°/ F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=1000/0-3-0 (min. 0-1-8), 20=1000/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1485/0, 3-4=-2436/0, 4-5=-2933/0, 5-6=-2933/0, 6-7=-2732/0, 7-8=-2039/0, 8-9=-840/0, 9-10=-832/0, 10-11=-840/0 BOT CHORD 19-20=0/859, 18-19=0/2084, 17-18=0/2771, 16-17=0/2933, 15-16=0/2933, 14-15=0/2511, 13-14=0/1544 WEBS 11-13=0/1234, 2-20=-1280/0, 2-19=0/956, 3-19=-915/0, 3-18=0/539, 4-18=-511/0, 4-17=-85/519, 8-13=-1048/0, 8-14=0/757, 7-14=-722/0, 7-15=0/430, 6-15=-513/24 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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." LOAD CASE(S) Standard WFiT Q O GEIVSF.4l y 5 LATE OF ; Q OR Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type aty Ply TB0318 F04 Floor Girder 1 1 12177490111 Job Reference (optional) eunaers 1-Irsi50Urce, 1 ampa, mam ury, r'lonoa ssobb; NICK oryani - nun: i.oao 5 NOV IV GU 1 o r'rlrll. howl 5 rvov i V <V i P rvn I en inuusu U" nic. i — — - ye ID:0837CakNCJU5ySDiOmCDdnydl 1 m-gLQRhYeWKc?9fBYlYe4pOaH7v4z7C3b9bCDbGAyCLBH 0-1-8 H 1i-4-0 1-9-4 I 3 Scale = 1:31.5 1.5x3 II 1.5x3 = 1.5x3 = 1 23 22 46 = 1.5x3 11 4x6 11 3x6 11 5x6 11 2 3 4 5 6 7 8 24 9 10 11 4x6 = 3x8 MT20HS FP = 1.5x3 11 5x8 = 1.5x3 11 1.5x3 SP= 14-3-4 18-5-4 1 k8 12114-3-4 4-2-0 3- Plate Offsets (X Y)-- 16:0-1-8,Edge), 111:0-3-0,Edge), f17:0-1-8 Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 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/TPI2007 Matrix) Weight: 108 Ib 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. 132: 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 (min.0-1-8), 21=1093/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1651/0, 3-4=-2753/0, 4-5=-3477/0, 5-6=-3477/0, 6-7=-3421/0, 7-8=-2860/0, 8-24=-2857/0, 9-24=-2883/0, 9-1 0=-1 197/0, 10-11=-1197/0 BOT CHORD 20-21=0/944, 19-20=0/2327, 18-19=0/3181, 17-18=0/3181, 16-17=0/3477, 15-16=0/3477, 14-15=0/3295, 13-14=0/2388 WEBS 11 -1 3=0/1 758, 2-21=-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." J#vLOADCASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 a0t4{T W, E!V • Yq( q Uniform Loads (plf)Q 1C+ SF •• S Vert: 12-21=-10, 1-11=-100 Concentrated Loads (lb) Vert:24=-469(B) d ;• 5 FATE OF . Q. ZYIOWAI EN1_640. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss russ I ype Clity ply TB0318 F05 Floor I 1287749019 Job Reference (optional) Builders FirstSource;Tampa, Plant Gity,-Florida 33566, Rick Bryant •- - Hun: 7:640 s Nov 10 2015 Print: 7:640 s-Nov 1n 201 b Mi I eK Industries inc. noon uec u4-Y3:49:16 zu1 7 ragge 1 ID: 0837CakNCJU5ySDiQmCDdhydllm-gLQRhYeWKc?9fBYIYe4pOaH9F40LC9Y9bCDbGAyC BH 0- 1-8 H , 1- 4-0 1-11-0 pr4-0 1 Scale .= 1:24.9 1. 5x3 II 1. 5x3 = 1. 5x3 = 3x4 = 3x4 = 3x4 = 1.50 11 1.50 11 46 = 3x6 11 4x6 11 1 2 3 4 5 6 7 8 9 10 3x4 = 3x4 = 3x4 = 3x4 = 4x6 = 46 = 1.5x3 II 0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.19 14-15 887 360 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Vert(TL) 0.29 14-15 588 240 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.03 10 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) PLATES GRIP MT20 244/190 Weiqht: 84 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except T2: 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 (min. 0-1-8), 17=788/0-7-4 (min. 0-1-8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1105/0, 3-4=-1718/0, 4-5=-1673/0, 5-6=-1673/0, 6-7=-1673/0, 7-8=-653/0, 8-9=-660/0, 9-10=-653/0 BOT CHORD 16-17=0/667, 15-16=0/1529, 14-15=0/1840, 13-14=0/1673, 12-13=0/1139 WEBS 10-12=0/959, 2-17=-994/0, 2-16=0/670, 3-16=-647/0, 3-15=0/290, 4-14=-361/132, 7-12=-724/0, 7-13=0/846, 6- 13=-444/0 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 strong backs, 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." LOAD CASE(S) Standard 0 SIATE OF 90e'•! LORVD '•ci yaSs oMat. N;a `sw Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss TrussType aty Ply TB0318 F06 Floor 1 1 12117749020 Job Reference (optional) u—, . a,,,N........ . y. r,.„.a ... ya, . 0-1-8 H 14-0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 3 17 OF 16 ID:0837CakNCJU5ySDiOmCDdnydll m-IX pv[e85v70HL7x6L62xop100O6xeYJpsy9ocyCLBG 2-1-12 0f8 SLIe = 1:24.4 1.50 II 4 5 6 14-10-12 1.5x3 II 1.5x3 = 7 8 1.5x3 II 3x6 = 18 0 T Plate Offsets (X Y)-- 6:0-1-8 Edge] If 2:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) -0.23 12-13 >749 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.35 12-13 >505 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP M 31(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 9=796/0-7-4 (min. 0-1-8), 15=802/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1128/0, 3-4=-1770/0, 4-5=-1740/0, 5-6=-1740/0, 6-7=-1154/0 BOT CHORD 14-15=0/679, 13-14=0/1 567,12-13=0/1891, 11-12=0/1740, 10-11=0/1740, 9-10=0/682 WEBS 2-15=-1011/0, 2-14=0/687, 3-14=-671/0, 3-13=0/310, 4-12=-343/153, 7-9=-989/0, 7-10=0/722, 6-10=-872/0, 6-11=0/322 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard tjkT W- Q •v CE SF ••<< t S fATE OF 2off % iy0A', ••:,t OR IV" •'' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type QtY ply T80318 F07 Floor Girder 1 1 1287749021 Job Reference o tional Builders FirstSource, Tampa; Plant City, Florida33566, Rick Bryant -- 1 3x4 11 u ID: 0837CakNCJUSySDiQmCDdnydllm-IX_pvte85v70HL7x6Lb2xopTIUS7xhGJpsy9ocyCLBG 2 3 3x4 = 4 3x4 11 Scale = 1:9.7 3x6 = 3x6 = 3- 7-15 Plate Offsets (X,Y)-- [1: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 L/d 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 %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 (min. 0-1-8) 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 gyp` t?,T W. y N" 4 :• S GATE QF ; iyOT ••:;; 014111OP %0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russTruss Type ty y TB0318 F08 GABLE 1 1 12117749022 Job Reference (optional) oUH—b ril—UU—, ..-P........ . y. ..... U. I... 8 ..,...., __i7.._...._.. --- - . gA .. - .. . _ I ID:0837CakNCJUSySDiQmCDdnydllm-mjYB6DfmsDFtvVi7f36HT?Mh9uuUgAfS2WiiL3yC BF 0*8 0x8 Scale=1:24.3 1 2 3 4 5 6 7 8 9 10 11 12 13 Y Y Y Y 11 Y 11 Y Y YI Y Y ,, 11 IA A A A A A e A A A A A A 11' Y Y-11-Y-Y Y YY Y-Y Y Y Y Y 30 1 oo 29 26 25 24 23 22 21 20 19 18 17 16 15 14 1A_a n 1q-a-n 1-4-0 11-4-0 1-4-0 1-4-0 1-4-0 i-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 0-10-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard fir` ART W. •yoii Ety s i .p • 5 fATE OF y90,c•••:,tOR1 P • •w NAL m. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type ty y TB0318 F09 Floor 5 1 1287749023 Job Reference -(optional) mucers rlrsiJOUrce,- Iampa, rlam uny, r-ionaa Mbbb; NICK-nryant - - - 0-1-8 Hi 1 18 17 Run:-7:640 s Nov 10 2015 Print: -7.640-s Nov 10 2015 MTek- Industries Inc. -Mon Dec 04 13:49:19 2017 -Page -1 - - ID:0837CakNCJU5ySDiQmCDdnydl l m-mjYB6DfmsDFtvVi7f36HT?MWfufRg5iS2WiiL3yCLBF 11i ' 1. 1i 1.5x3 II 1.5x3 = 1.50 = 1.50 11 1.50 11 1 2 3 4 21 5 6 7 Tj 0u118 SC21e=1:25.5 1.5x3 11 1.5x3 = 1.5x3 = 8 9 1 15 14 13 12 11 15-6-8 1568 Plate Offsets (X,Y)-- [13:0-1-8,Edgel f14:0-1-8,Edge] 20 0ob 19 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.16 12-13 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Vert(TL) 0.25 12-13 740 240 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 86 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 16=834/0-7-4 (min. 0-1-8), 10=834/0-7-4 (min.0-1-8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1177/0, 3-4=-1979/0, 4-21=-1979/0, 5-21=-1979/0, 5-6=-1979/0, 6-7=-1868/0, 7-8=-1189/0 BOT CHORD 15-16=0/713, 14-15=0/1636, 13-14=0/1979, 12-13=0/2038, 11-12=0/1649, 10-11=0/709 WEBS 2-16=-1062/0, 2-15=0/709, 3-15=-702/0, 3-14=0/648, 4-14=-342/0, 8-10=-1056/0, 8-11=0/734, 7-11=-703/0, 7-12=0/335, 6-12=-261/0, 6-13=-281/244 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard oe GE NSF q`s 51ATE OF gOk, •:,I ORIOD? •'.4 I r.- fYAI E GS `, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ Truss Type ty y TB0318 F10 Floor 4 T 77490 Reference (optional) nu mers rirsioouruu, i emya, a .,—Y....... . -, --y—, 0-1-8 H 1 1-4-0 1.5x3 II 1.5x3 = 1.5x3 = ID:0837CakNCJU5 SN&d6dnyd1Im-Ev6ZKZg6dXNjWeHKDmdWODvhdl?SPY8cHARFtVyCLBE 1 g 12 I 0-8-0 Ou1 8 Shale=1:25.0 1.5x3 II 1.5x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.15 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.22 12-13 822 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - 1.5x3 II 1.5x3 = 3x6 = PLATES GRIP MT20 244/190 19 0 T Weight: 85 lb FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 12-13. REACTIONS. (lb/size) 10=814/0-3-8 (min. 0-1-8), 16=820/0-7-4 (min. 0-1-8) 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." LOAD CASE(S) Standard SplT `•,# Qoe ,q%gi r S IATE OF 0,<,'•;[ DROOP' •''trrt'Q' bss MAL E.N.•• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o cuss Truss Type Qty Ply T60318 F11 Floor Girder 1 1 1287749025 Job Reference (optional) Builders Fir`stSource, Tampa, Plant City; Florida 33566, Rick -Bryant -` --- - - - - - - - - - Ruw 7.640s -Nov-10 2015 Print: 7:640 s Nov-10 2015-MiTek- Industries ,-Inc. Mon Dec04 13:49:19 2017 Page 9 ID:0837CakNCJU5ySDiQmCDdnyd11 m-Ev6ZKZgOdXNjWeHKDmdWODve5I_RPWzcHARFtVyCLBE 0-1-8 H i 1-4-0 1-9-12 08-0i 018 1:25.0 11.50 II 1.5x3 = 1.50 = 3x6 = 3x6 = 1.50 11 1.50 11 3x4 = 3x4 = 1.5x3 II 4x6 = 1.5x3 = 19 0 T 3x4 = 3x6 = 3x4 = 3x4 = 3x4 = 46 = 3x6 = 15-2-12 Plate Offsets (X,Y)-- [13:0-1-8,Edge), [14:0-1-8 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 0.96 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) 1 0=1 039/0-3-8 (min. 0-1 -8),16=906/0-7-4 (min. 0-1-8) 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 BOTCHORD 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 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 391 lb down at 11-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-16=-10, 1-9=-100 Concentrated Loads (lb) Vert: 7=-311(B) erntutegq• W . lvyN r' QO GE NSA . 9{ • y 4 It V 1NV` 5lATE OF •Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o mssTruss Type CRY Ply T60318 F12 Floor 1 1 1287749026 Job Reference (optional) 1 omioers rnsiauuwro,an,pa, rinn, ..ny, nouva 0000e, nm o, yam ..,.... . ...........................-__._..... _.. ...___...__, ..._. _.- - ._. _____ , ID:0837CakNCJU5ySDiQmCDdnyd1 I m-j6fyXvk6OgVa8osWnU81ZQRtbiQt8_OIWgBpPxyCLBD 0-1-8 H 1 1.4-0 1-9-0 0-8-0 -4-1-3-0q rT- 0, Scale = 1:18.8 1.5x3 II 1.5x3 = 1.5x3 = 3x4 = 1 2 3x4 = 1.5x3 11 1.5x3 II 4x6 = 3x6 11 3x6 11 3 4 5 6 7 8 9 L js.j;, V 1. 14 13 12 11 10 rn.n — zvd — 1Y4 = RA = 15x3 11 3x4 = 11-1 ffsets_CX,Y)-- 112:0-1-8 Edge] 113:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 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: 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 purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=596/0-3-8 (min. 0-1-8), 15=596/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-774/0, 3-4=-999/0, 4-5=-999/0, 5-6=-999/0, 6-7=-483/0, 7-8=-490/0, 8-9=-483/0 BOT CHORD 14-15=0/499, 13-14=0/1005, 12-13=0/999, 11-12=0/803 WEBS 9-11=0/710, 2-15=-744/0, 2-14=0/421, 3-14=-353/0, 6-11=-477/0, 6-12=0/549, 5-12=-384/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard GEIVSF,•!'q, 4 ,• 51ATEOF Z/0NAL V:.0 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 omss Truss Type ty y TBO318 113 Floor Girder 1 111287749027 ob Reference- (optional) Builders FlrstSource; Tampa; Plant City, Florida 33566;-Rick Bryant - - Run: 7.640s Nov 10 2015-Print: 7:640sNov 10-2015-MiTek,Industries; Inc. Mon Dec 04 13:49:20 2017 Page 1 ID:0837CakNCJ U5ySDiOmCDdnydl l m-j6fyXvhOOgVa8osW nU81ZQR?ti W m8l cl WgBpPxyCLBD 1-4-0 3x4 $0--3A 1 3x4 11 2 3 3x4 = 4 3x4 11 8 3x6 = 3x6 = Scale =1:9.7 3-5-3 3-5-3 Plate Offsets (X,Y)-- 1: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 0.19 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 directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=437/Mechanical, 5=412/0-3-8 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-416/0 BOT CHORD 7-8=0/416, 6-7=0/416, 5-6=0/416 WEBS 2-8=-546/0, 3-5=-546/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=-10, 1-4=-100 Concentrated Loads (lb) Vert: 2=-496 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job Truss Truss Type Qty Ply TB0318 F14 Floor 5 1 1211749118 Job Referenceo tional nunoers nrsiaource, i ampa, narn i y, nunua oou inn o,yan, 0-1- 8 H 1- 4- 0 1.5x3 II 1.5x3 = 1.5x3 = 1 2 1.5x3 II 3 4 ID:0837CakNCJU5ySDiQmCDdnydl l m-BIDKIFhf88dRmyQiLBg_5e_4o5i5tT8vkUwMxNyCLBC 1-11- 12 0-8-0 5 0118 SUe = 1: 18.6 1.5x3 II 1.5x3 = 6 7 3x6 = 16 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) 0.15 11-12 866 240 BCLL 0. 0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.02 8 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 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 (min. 0-1-8), 13=610/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-799/0, 3-4=-1046/0, 4-5=-1046/0, 5-6=-834/0 BOT CHORD 12-13=0/512, 11-12=0/1039, 10-11=0/1046, 9-10=0/1046, 8-9=0/503 WEBS 2- 13=-763/0, 2-12=0/439, 3-12=-367/0, 6-8=-729/0, 6-9=0/506, 5-9=-536/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (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." LOAD CASE( S) Standard W. E NStc'' 4!<'L S fxTE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type Qty Ply TB0318 F`15 Floor 10 t 128774029 - Job Reference (optional) Builders Firstsourcejampa, Plant -City -Florida 33566,,Rick Bryant. - - - 0-1-8 H 1' 1i-0 7 6 1.5x3 II 1.5x3 — 1.5x3 = 3x4 = 1 2 Run: 7.640 s Nov-10 2015 Print: 7.640 sNov 10 2015 MiTek Industries-, Inc.. -Mon Dec 04-13:49t21 2017 Page 1 - ID:0837CakNCJU5ySDiQmCDdnydl l m-BIDKIFhf88dRmyQiLBg_5e_2B5mOtRcvkUwMxNyCLBC 1-9-4 0-8-0 PF3-8 1-3-0 Scale=1:18.9 3x4 = 1.5x3 11 1.5x3 11 46 = 3x6 11 3x6 11 3 4 5 6 7 8 9 L 14 13 12 4x6 = 11 10 z— -A— za— Icz I 3x4 = e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) 0.08 13-14 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) 0.12 13-14 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 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 purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=597/0-3-8 (min. 0-1-8), 15=597/0-7-4 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-776/0, 3-4=-1003/0, 4-5=-1003/0, 5-6=-1003/0, 6-7=-485/0, 7-8=-493/0, 8-9=-485/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 strong backs, 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." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ Truss Type ty y TB0318 F16 Floor i 1 1287749030 Job Reference o tional Dull —lb rilb—Fuu, .. amp., ...... nY. nunua yarn 5 ci 0-1-8 H i 1-4-0 6:0837CakNCJU5ySDiQmC6dnyd1l m-fUniybiHvSIIN6?vuvBDerXGaV62cq?2z8gvUgyCLBB 1- 8-4 i 0-8-0 3- S le = 1:17.9 1. 5x3 II 1. 5x3 = 1. 5x3 = 3x4 = 4x6 = 1.50 II 4x6 = 3x4 = 1 2 3 4 5 3x4 = 6 7 3x4 = 4x6 = 4x6 = 8- 2-4 7- 10-4 oel. 18:Edae.0-1-81. 1`11:0-1-8.Eddel 2- 11 4x6 = 0 T LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) -0.06 10 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Vert(TL) -0.12 10 >547 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 64 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-4-0 except Qt=length) 12=5-6-9, 11=5-6-9, 8=Mechanical. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11= 128(LC 4) Max Grav All reactions 250 lb or less at 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 1.0sets"""% Uniform Loads (plf) Eii W. 44 Vert: 8-13=-10, 1-7=-450 2) Dead: Lumber Increase=1.00, Plate Increase=1.000 '`)GENS c'•,! Uniform Loads (plf) • Vert: 8-13=10, 1-7=-450 •: 3) 1 st Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) * +[/[ f Vert: 8-13=-10, 1-4=-450, 4-7= 188 6 ; SIATE OF 4) 2nd Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 •*i Ot,'.'kORI4P•'•J hSs ONAt Continued on page 2 1066111„S Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F] 33559 12/04/2017 Job Truss russ I ype Qty Ply - — _ - _ -- -- — T80318 F16 --- Floor - - - 1 1 1287749030 - - - - Job Reference (optional) Builders FirstSource, Tampa, Plant City Florida 33566;-Rick Bryant - - - _- : —=_ - - ---Run: 7.640 s Nov-10 2015 Print-7,640 s Nov 10-2015 Mi rek-Industries; Inc-MonDec 04 13[49 22=2017=Page-2_ .._. ID:0837CakNCJU5ySDiQmCDdnydl l m-fUniybiHvSIIN6?vuvBDerXGaV62cq?2z8gvUgyCLBB LOAD CASE(S) Standard Uniform Loads (plf) Vert: 8-13=-10, 1-4= 188, 4-7=-450 5)_3rd_unbalanced Dead:_Lumber Increase=1..00,.Plate Increase=1.0.0__ Uniform Loads (plf) Vert: 8-13=-10, 1-4=-450, 4-7=-188 6) 4th unbalanced Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=-10, 1-4=-188, 4-7=-450 7) 1 st chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert:8-13=-10, 1-5=-450, 5-7=-188 8) 2nd chase Dead + Floor Live (unbalanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert:8-13=-10, 1-7=-450 9) 3rd chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-13=10, 1-5=-450, 5-7=-188 10) 4th chase Dead: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-1 3=-1 0, 1-7=-450 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 o . v GE IVSF .9 o StATEOF 9}O,c *•:,l OR10P•••:: 9/0NAL 12/04/2017 O R1SS fuss Type ty y TB0318 FG1 Flat Girder 1 n 1287749031 G Job Reference (optional) uunaers rirslbource, I ampa, riant miry, rionaa aa000, MICK oryant nun: r.— s 1— 1. <— nun. 1— s — - e u y ID:0837CakNCJU5ySDiQmCDdnydl 1 m-7hL4Axjvglt9?Ga5SciSA33NQvSgLEMBCoPTOGyCLBA i 5-1-8 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 0-10-9 2-5-0 2-5-0 2-5-0 2-5-0 2-7-3 2-7-3 2-7-3 8x14 MT20HS = 2x4 11 2x4 11 5x8 = 2x4 11 602 MT20HS WB= 5x12 = 1 4x12 = 2 3 4 5 g 7 8 Scale=1:34.4 3x8 = 2x4 11 3x4 11 9 10 -11 4x6 II 7x10 = 3x6 II 5x12 5x6 = 2x4 II 502 = 2x4 II 7x10 = 3x4 II 2x4 11 20-10-9 2-8-8 S1-B 7-6-8 9-11-9 12-4-9 14-11-12 17-6-15 20-2-2 20r4115 1 2-8-8 2-5-0 2-5-0 2-5-0 + 2-5-0 2-7-3 2-7-3 2-7-3 0- - 3 0-5-9 Plate Offsets (X Y)-- 16:0-5-9 Edge][10:0-3-8,0-1-81,[14:0-5-0,0-4-41 19:0-3-12,0-2-01,[20:0-4-8,0-1-8] [21:0-4-8,0-3-8] LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.14 19-20 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) 0.23 19-20 626 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.77 Horz(TL) 0.02 16 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W2,W3,W4: 2x4 SP No.1 6-0-0 oc bracing: 15-16,14-15. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=1269/0-8-1 (min. 0-1-8), 16=3763/0-4-0 (req. 0-4-7), 13=952/0-5-10 (min.0-1-8) Max Uplift22=-122(LC 4), 16=-296(LC 4), 13=-70(LC 4) Max Grav22=3459(LC 14), 16=10711(LC 14), 13=2036(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2916/120, 1-2=-7146/209, 2-3=-7146/209, 3-4=-7903/229, 4-5=-7903/229, 5-6=-202/7132, 6-7=-202/7132, 7-8=-202/7132, 8-9=-3096/60, 9-10=-3096/60, 10-11=-321 /7, 11-12=-338/2 BOT CHORD 22-23=-17/393, 21-23=-17/393, 21-24=-296/10113, 20-24=-296/10113, 20-25=-296/10113, 25-26=-296/10113, 19-26=-296/10113, 19-27=-48/1407, 18-27=-48/1407, 18-28=-48/1407, 17-28=-48/1407, 17-29=-48/1407, 29- 30=-48/1407, 16-30=-48/1407, 16-31=-672/29, 31-32=-672/29, 15-32=-672/29, 15- 33=-672/29, 33-34=-672/29, 14-34=-672/29, 14-35=-7/321, 13-35=-7/321, 12- 13=-7/321 WEBS 1-21=-207/7289, 3-21=-3231/95, 3-20=0/2090, 3-19=-2406/73, 5-19=-197/7074, 5-17=-14/1006, 5-16=-9297/272, 7- 16=-519/96, 8-16=-6959/186, 8-15=-11/1198, 8-14=-96/4059, 10-14=-57/2990, 10- 13=-863/91 NOTES- (14) 1) 2-ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0- 9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. enuntq 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 MWFRS (envelope); Lumber DOL=1.60 plate grip DOL= 1.60 00 ,.•••••. 9 i 4) Provide adequate drainage to prevent water ponding. Q• • v GE NSF •,! y 5) All plates are MT20 plates unless otherwise indicated. 6) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 Mf/FR •: Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #72)eal / 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel; #9 Dead + 0.6 MWFRS Wind lM.- {i(rJ r Internal) 2nd Parallel; #10 Dead + 0.6 MWFRS Wind ( Pos. Internal) 3rd Parallel; #11 Dead + 0.6 MWFRS Wind (Pos. Internal) 4th":.o SKATE OF • Q, Parallel; #12 Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #13 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; #1 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. In mac• •:,ORtpP•• MWFRS 0 De (Neg. Ins) Roof nd Live bal.) + 0. 75(0. 6 MWFRS Wind ( Neg. Int) 1 st Parallel); #21 Dead + 0.75 Roof Live (bal.) + 0.75(0.6.. 10 ,"a,, Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/ 2017 Job Truss uss ype ty r T60318 FG7 - - Flat Girder Y n 1287749031 " L Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant - Hun: 7.640 s Nov l U 2015 Print: /.64U s Nov l U ZU15 MI I eK Industries, Inc. Mon uec u4 13.49:23 ul / ragge z ID:0837CakNCJU5ySDiQmCDdnydl1 m-7hL4Axjvglt9?Ga5SciSA33NQvSgLEMBCoPTOGyCLBA NOTES- (14) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: -Required_ bearing size at joint(s)_ 18 greater than"input bearing size." 10) Provide metal plate or equivalent at bearing(s) 16 to support reaction shown. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 122 lb uplift at joint 22, 296 lb uplift at joint 16 and 70 lb uplift at joint 13. 12) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1877 lb down at 18-8-13, and 86 lb up at 18-8-13 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-11=-70, 12-22=-20 Concentrated Loads (lb) Vert: 19=-143 16=-253 15=-143 23=-396 24=-396 25=-143 26=-253 27=-253 28=-143 29=-253 30=-143 31= 143 32=-253 33=-253 34=-143 35=-823(B=-794) A` ,p1T W. **, QOQ,GENg 4 FF SLATE OF 190,c• *•:,t ORIOP •'•4 44— NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type ty y TB0318 H7A Diagonal Hip Girder 1 1 1287749032 Job Reference (optional) Builders FirstSource,-Tampa, Plant City, Florida 33566, Rick Bryant- - IIl Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:49:24 2017 Page 1 ID:0837CakNCJU5ySDiQmCDdnydl 1 m-btvSNHkXR3?OdQ9HOJDhjG0c8Jpa4n?LQS9OYiyCLB9 9-10-1 4-8-7 0 a- 6 x4 = CX4 11 4 0- -6 5-1-9 9-10-1 0- -6 5-1-3 4-8-7 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 FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x4 = Scale = 1:22.0 DEFL. in floc) I/deft 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=445/0-4-3 (min. 0-1-8), 3=170/Mechanical, 4=380/Mechanical Max Horz 1=147(LC 22) Max Upliftl=-96(LC 4). 3=-108(LC 4), 4=-107(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-925/234, 7-8=-888/247, 2-8=-829/232 BOT CHORD 1 -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; 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 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 particula pN+q building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." T W. r'0 •,...... q •i LOAD CASE(S) Standard i Q. .%" GENSF ..eel 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) : SLATE OFVert: 7=42(B) 8=-2(F) 9=-131(F=-72, B=-59) 11=-O(F) 12=-40(F=-20, B=-20) ,,a 14190,.•tOR aP Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ cuss ype y TB0318 H7B Diagonal Hip Girder. 1 j 1 1287749033 Job Reference(optional)_ Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant 3A = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 Run: 7.640 s NOV 10 2015 Print: i.(540 s Nov 10 201 b Mi I ek Inamtries, inc. noon Dec u413:49:2b 2u1 i Pa?! 1 ID:0837CakNCJUSySDiQmCDdnydllm-33Tradl9CN8tEZkUalkwGU9o5j9ppECUf6ua49yC B8 5-3-15 9-10-1 5-3-15 4-6-1 CSI. DEFL. in floc) I/defl L/d TC 0.48 Vert(LL) 0.03 6-7 999 240 BC 0.54 Vert(TL) 0.12 6-7 984 180 WB 0.43 Horz(TL) 0.02 5 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=158/Mechanical, 2=513/0-10-15 (min. 0-1-8), 5=339/Mechanical Max Horz 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 Scale = 1:20.4 PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% Structural wood sheathing directly applied or 5-8-1 oc purlins Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15, 78 lb down and 110 lb up at 1-4-15, 42 lb down and 38 lb up at 4-2-15, 42 lb down and 38 lb up at 4-2-15, and 86 lb down and 90 lb up at 7-0-14, and 86 lb down and 90 lb up at 7-0-14 on top chord, and at 1-4-15, at 1-4-15, 12 lb down at 4-2-15, 12 lb down at 4-2-15, and 36 lb down at 7-0-14, and 36 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B): 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular 010na.q te building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." tv,,T W. LOAD CASE(S) Standard Q'; • V CE SF ••<< 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads : * f Vert: 1-4=-=-70, 2-5=-20 Concentrated Loads (lb) : SIRtE OFVert: 8=94(F=47, B=47) 10=-97(F=-49, B= 49) 13=-36(F=-18, B=-18) wo-o Q y i`.SS OfYAI ENa`, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ russ ype ty y T80318 HJ2 Diagonal Hip Girder 2 1 1287749034 Job Reference (optional) nunoers rirscaource, Tampa, nano uny, nonoa aa000, Wien oryarn 2x4 = uID 0837CakNCJU5ySDiQmCDdnydll m-XG1 DoylnzgGksjJg7kF9ohhOL6bVYn8eume7dbyCL87 2-7-1 2-7-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.00 2-4 999 240 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) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=1/Mechanical, 2=218/0-4-9 (min. 0-1-8), 4=23/Mechanical Max Horz 2=68(LC 4) Max Uplift3=-55(LC 19), 2=-108(LC 4) Max Grav3=57(LC 22), 2=218(LC 1), 4=47(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:8.9 PLATES GRIP MT20 244/190 Weight: 10 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); 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 p+•y Uniform Loads (plf) q Vert: 1-3=-70, 2-4=-20 r QO E NSF , Concentrated Loads (lb) Vert: 5=80(F=40, B=40) r 51ATE OF . Q. Q o. s oNAL ENG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job russ, Truss Type City Ply TB0318 HJ7 Diagonal Hip Girder 7 1 1287749035 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant Run:7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:49:27 2017 Page 1 I D:0837CakNCJ U5ySDiQmCDdnydl l m-?Sab?ImPk_ObUtushSnOLvE7CWgPH8Ln7QNg91 yCLB6 1-5-0 5-1-9 9-10-1 1-5-0 5-1-9 4-8-7 Scale=1:22.2 0 a dr ci 3x4 = 5 3x4 = 5-1-9 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 15.0 Lumber DOL 1.25 BC 0.53 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 Im DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 240 MT20 244/190 Vert(TL) -0.11 6-7 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 42 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=170/Mechanical, 2=520/0-4-9 (min. 0-1-8), 5=353/Mechanical Max Horz 2=176(LC 4) Max Uplift4=-110(LC 4), 2=-148(LC 4), 5=-89(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-835/191, 8-9= 767/210, 3-9=-757/196 BOT CHORD 2-11=-278/756, 11-12=-278/756, 7-12=-278/756, 7-13=-278/756, 6-13=-278/756 WEBS 3-7=0/292, 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 Ito 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 particularpN1 T ta•q'R• building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." — W. ( ySy4Q,OENgF.4 sLOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 2-5=-20 Concentrated Loads (lb) Vert: 8=89(F=45, B=45) 10=-118(F=-59, B=-59) 13=-39(F=-20, B=-20) p : 51ATE OF ; Q ORIOP- g•••• 4S10NAL iNGiJ' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ Truss Type Qty Ply TB0318 Tot Half Hip Girder 1 1 1287749036 Job Reference (optional) oumers rrt5toource, Tampa, runt uuy, riunca 00000, nice ory—t ID:0837CakNCJU5ySDiQmCDdnydtim-Ue8zDen2VIWS51T2F91dt6 Fi E0WT 47EhTyC B5 1-0-0 3-10-14 7-0-0 10-6-4 14-4-0 1p-8 p 1-0-0 3-10-14 3-1-2 3-6-4 3-9-12 4-b Scale = 1:25.5 4x6 = 3x4 = 3x8 = 4 10 5 11 12 6 1 1 IT LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.75 WB 0.72 Matrix) DEFL. in Vert(LL) -0.07 Vert(TL) -0.22 Horz(TL) 0.04 loc) I/deft Ud 2-9 >999 240 2-9 >760 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 71 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-1 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 7=1327/0-4-0 (min. 0-1-9), 2=1115/0-8-0 (min. 0-1-8) Max Horz 2=119(LC 19) Max Uplift7=-350(LC 4), 2=-333(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2420/627, 3-4=-2182/541, 4-10=-2054/531, 5-10=-2054/531, 5-11=-1626/436, 11-12=-1626/436, 6-12=-1626/436, 6-7=-1235/380 BOT CHORD 2-9=-649/2227, 9-13=-436/1626, 8-13=-436/1626 WEBS 3-9=-266/243, 4-9=0/364, 5-9=-128/523, 5-8=-847/351, 6-8=-505/1879 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. 0 enunrpto, 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). T w• 4'y 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any parti ••' E N • 9 • building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." ; • V G SF •• LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-6=-70, 2-7=-20 Concentrated Loads (lb) Vert: 4=-1 35(B) 9=-374(B) 1 0=-1 35(B) 11 =-135(B) 12=-1 35(B) 13=-63(B) 14=-63(B) 15=-63(B) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 Q SIATE OF Q 90c •• OR14P •'•t` N - AL ENS# 12/04/2017 oI russ I russ I ype Qty Ply T80318 T02-- altHip 1 1 1287749037 _ Job Reference (optional) aunoers nrsiaource ,anip _r mira,ny, r,unuav0000; n,n o,yam ._ _. _ _. .__-n .-1-.v+vo,. o --1---.--.., ID:0837CakNCJU5ySDiQmCDdnydllm-Ue8zDen2VIWS51T2F91dt6nJUw840dxxL47EhTyC B5 1-0-0 4-10-14 9-0-0 14-4-0 14-8 0 1-0-0 4-10-14 4-1-2 5-4-0 0-4- 4x6 = 4 9 Scale = 1:25.3 3x4 = 10 5 W Io 3x6 = 3x8 = 2x4 II 9-0-0 14a U 1R-g-fU 9- 0-0 5-4-0 0-4-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.14 2-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.38 2-7 440 180 BCLL 0.0 * Rep Stress Incr YES W B 0.30 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 69 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=619/0-4-0 (min. 0-1-8), 2=721/0-8-0 (min. 0-1-8) Max Horz2=147(LC 8) Max Uplift6=-174(LC 8),2=-225(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1258/587, 3-8=-1226/598, 3-4=-800/332, 4-9=-707/352, 9-10=-706/352, 5- 10=-706/352, 5-6=-587/342 BOT CHORD 2-7=-696/1151 WEBS 3-7=-468/356, 5-7=-388/791 Structural wood sheathing directly applied or 4-9-14 oc purlins, except end verticals. Rigid ceiling directly applied or 7-0-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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 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 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 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." LOAD CASE(S) Standard AOR-- S W -9#, rrrrr lk f StATEOF fir O,* `•;rtORldP••: 'C Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ russ ype ty y TB0318 T03 Common 4 1 1287749038 Job Reference (optional) ouwers nrstoouroe, i arnpa, riant t.ny, nonua aogoo, III- ory... - - . - i - IF IF IF. a - -u 11 -1 u - I yo ID:0837CakNCJU5ySDiQmCDdnydllm-yriLQ_ogGbeJiB2FptpsQKJUWKWF15o4aksnDw LB4 5-7-4 10-8-0 15-8-12 21-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 3 Scale = 1:37.0 06 _=_.. _ _ _...._ _ .. 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = T Io 7-3-8 6-9-0 7-3-8 Plate Offsets (X,Y)-- [2:0-1-0,Edge), [6:0-1-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.06 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.21 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=927/0-8-0 (min.0-1-8),2=1026/0-8-0 (min.0-1-8) Max Herz 2=100(LC 9) Max Uplift6=-193(LC 13), 2=-229(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1584/582, 3-10=-1509/596, 3-11=-1385/582, 4-11=-1296/593, 4-12=-1307/623, 5-12=-1397/605, 5-13=-1497/625, 6-13=-1579/614 BOT CHORD 2-9=-452/1328, 8-9=-214/898, 7-8=-214/898, 6-7=-456/1342 WEBS 4-7=-193/522, 5-7=-339/267, 4-9=-182/505, 3-9=-331/264 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -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 lb uplift at joint 6 and 229 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard@ j+ f.,'. CEN$' .9({L w S i ATE sr Ok,•,! tOR1OP'; ON Ltts Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oJob russ cuss ype y T04 -'_ Common ' ' - 1-- 1 1287749039 - Job Reference (optional) Builders FirstSource, Tampa, Plant -City, Florida 33566, Rick Bryant ---- nun: i.b4u S Nov iu zu r a vnnc i.bvu s,Nov ru 20 ro Mi rek iriousmes; nic. rvun-ueo u . ago emu, a ID:0837CakNCJU5ySDiQmCDdnydllm-yriLQ_ogGbeJjB2FptpsQKJVnKWR15u4a sr,6 yC B4 1-0-0 5-7-4 10-8-0 15-8-12 21-4-0 22-4-0 1-0-0 5-7-4 5-0-12 5-0-12 5-7-4 1-0-0 Scale = 1:37.1 4x6.— 3 4 3x4 = 3x4 = 3x4 = 3x4 = 3x4 = 7-3-8 LOADING (psf) SPACING- 2-0-0 CSI. i DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 2-10 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.20 2-10 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0 (min. 0-1-8), 6=1023/0-8-0 (min. 0-1-8) Max Horz 2=98(LC 11) Max Uplift2=-228(LC 12), 6=-228(LC 13) PLATES GRIP MT20 244/190 Weight: 98 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1578/565, 3-11=-1503/579, 3-12=-1379/565, 4-12=-1290/576, 4-13=-1290/576, 5-13=-1379/565, 5-14=-1503/579, 6-14=-1578/565 BOT CHORD 2-10=-402/1323, 9-10=-182/892, 8-9=-182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5-8= 331/263, 4-10=-186/506, 3-10=-331/263 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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." LOAD CASE(S) Standard '01—j --top, r S 'R r SLATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 M Io Job I russ Truss Type City Ply TB0318 T05 Hip 1 1 1217749140 Job Reference (optional) ounaers rirsrsource, i ampa, man[ ury, rionoa asbbb; nicK aryam nun: r.bau s NOV i u zui b rnnr: i.bau s Nov i u zui o mi i eK inausmes, inc. mon uec ua 1 s:aa:au zu11 ra e i ID:0837CakNCJU5ySDiQmCDdnydllm-Q1GkeKollvmALLcRMaK5yXsf_kppUZVDpOcLmMyC B3 1-0-0 4-9-4 9-0-0 12-4-0 16-6-12 21-4-0 22-4-0 1-0-0 4-9-4 4-2-12 3-4-0 4-2-12 4-9-4 1-010 Scale = 1:37.7 5x8 = 4 5 3x6 = 3x6 = 3x8 = 4x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.15 7-9 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(TL) 0.43 7-9 583 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.06 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) . LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0 (min. 0-1-8), 7=1023/0-8-0 (min. 0-1-8) Max Horz2=84(LC 11) Max Uplift2=-217(LC 12), 7=-217(LC 13) PLATES GRIP MT20 244/190 Weight: 105 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1559/696, 3-12=-1518/711, 3-4= 1242/561, 4-5=-1049/564, 5-6=-1241/561, 6-13=-1517/711, 7-13=-1559/696 BOT CHORD 2-11=-538/1332, 10-11=-290/1049, 9-10=-290/1049, 7-9=-544/1332 WEBS 3-11=-334/289, 4-11=-80/319, 5-9=-76/319, 6-9=-335/289 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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." sanaansy a. LOAD CASE(S) Standard ra4`$t?lT W. h,'t y QO.` GENSF,9f 4 e * M S FATE OF 0' O,ct •:0R101'- •0ONAL EN' All Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss Truss Type ty y T60318 - T06 Hip -Girder - 1 i 1287749041 - ._ Jbb Reference o tional Builders-FirstSource, "Tampa-, Plant City; Florida33566; Rick -Bryant ------- - --"--- "----------- -Run: 7.640-s-Nov-10-2015"Print:-7.640 s Nov 10-2015 Welk lndustries;-lnc Mon Dec"04-13A9r31 2017- Page --- " ID:0837CakNCJU5ySDiQmCDdnydl 1 m-uDg6rgpwoDuOyUBdwIrKVIPgj7AuD?uN11 LuloyCLB2 1-0-0 3-9-4 7-0-0 10-8-0 14-4-0 17-6-12 21-4-0 22-4-0 1-0-0 3-9-4 3-2-12 3-8-0 3-8-0 3-2-12 3-9-4 1-0-0 Scale = 1:37.7 4x6 = 3x8 = 4x6 = 14 0 15 3x6 = 3x8 = 3x4 = 2x4 II 3x8 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.41 BC 0.69 WB 0.22 Matrix) DEFL. in Vert(LL) 0.12 Vert(TL) -0.21 Horz(TL) 0.09 loc) I/deft L/d 11 >999 240 8-10 >999 180 8 n/a n/a PLATES GRIP MT20 244/190 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1442/0-8-0 (min.0-1-11),8=1467/0-8-0 (min.0-1-12) Max Horz 2=-67(LC 6) Max Uplift2=-842(LC 8), 8=-865(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD. 2-3=-2444/1590, 3-4=-2262/1576, 4-14=-2000/1461, 5-14=-1999/1460, 5-15=-2045/1500, 6-15=-2045/1501, 6-7=-2315/1623, 7-8=-2496/1636 BOT CHORD 2-13=-1380/2085, 13-16=-1640/2251, 12-16=-1640/2251, 11-12=-1640/2251, 11-17=-1640/2251, 10-17=-1640/2251, 8-10=-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=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Ito 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 pttii0lNand258lbupat14-4-0 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 qs 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 A;r w. yy design/selection of such connection device(s) is the responsibility of others. SOO •,DENS• 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q; • V $ ••• 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 a S I ATE OF Q' Uniform VertLoadsl 4pIf 0, 4-6= 70, 6-9= 70, 2-8=-20 y# VAI. •' F ORIdP•'\R; Continued on page 2 ,•,'+ feju l N' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oI russ Truss Type Qty Ply T60318 T06 Hip Girder 1 1 1181749141 Job Reference (optional) numers rvscbource, i ampa, rianr airy, rionua a0000, NICK oryam nun: r.ovu s vuv- u cv w runt. I— s wuv v cu eR v • v ID:0837CakNCJU5ySDiQmCDdnydl1m-uQrgpwoDu0yllBdwlrKV.1 q; AuD?uN1lLuloyC 62 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) Q.GEIVSF.9l i 4"J STATE OF S S/ONAL EN p•``. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oI rues I russ I vpe oty Ply TB0318 - -- T07 Half Hip Girder - 1 1 1287749042 - -- Job Reference (optional) Builders-FirstSource,-Tampa, Plant -City; Florida-33566i- Rick Bryant------Run:7.640 s- Nov-10-2015 Print:-7-.640 s Nov-10 2015MiTek Industries; -Inc:- Mon Dee 04 13:49:32 2017 Page-1- - ID:0837CakNCJU5ySDiQmCDdnydl l m-MQOU2OgYZWOtaemgU?MZ2yx_dXaLyTVWGh5RgFyCLB1 10 3-9-4 7-0-0 10-10-7 1- 0-- 0-0 3-9-4 3-2-12 3-10-7 46 = 8 3x4 = Scale=1:23.8 3x4 = 7 6 2x4 11 3x8 = o r iG]F[r31 7-0-0 4-1 3-5-2 0-6-6 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 FBC2014/TPI2007 Matrix) Weight: 58 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=77/0-4-15 (min. 0-1-8), 2=362/0-8-0 (min. 0-1-8), 7=1067/0-11-5 (min. 0-1-8) Max Harz 2=165(LC 8) Max Uplift6=-129(LC 4), 2=-70(LC 8), 7=-481(LC 8) Max Grav6=100(LC 34), 2=362(LC 1), 7=1067(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-279/176, 4-7=-476/275 NOTES- (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; 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 ,a 6$ • GE jys 9 •i Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 2-6=-20 Concentrated Loads (lb) 2 Vert: 4=-124(B) 7=-325(B) 8=-124(B) 9=96(B) t SIATEOF NAL RobertV. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I russ uss ype ty y TB0318 T08 ]Trip Girder 1 1 1287749043 Job Referenceo tional numers rnrs[aource, 1ampa, "amr ny, nonoa 00000, Wien oryam aak.NCJU,.. ,.... ,.. .. __.. . ID:0837C5ySDiQmCDdnydllm-gcysGMrAKgBkCoL02itaAoUCBxrBhwMgVLq?MhyC BO 1-0-0 3- 9-4 7-0-0 8-8-0 11-10-12 15-8-0 16-8-0 1-0-0 3- 9-4 3-2-12 1-8-0 3-2-12 3-9-4 1-0-0 3 46 = 46 = 4 5 3x4 - 3x4 = 3x4 Scale= 1:28.5 0 Io 7-0- 0 8- 8-0 15-8-0 _ 7-0-0 1- 8-0 7-0-0 Plate Offsets (X Y)-- [ 2:0-2-10 0-1-81 [7:0-2-10 0-1-81 LOADING (psf) SPACING- 2- 0-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.07 2-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.20 2-10 >927 180 BCLL 0.0 Rep Stress Incr NO WB 0.16 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 74 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-1-5 oc bracing. WEBS 2x4 SP No. 3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/ size) 2= 1197/0-3-8 (min. 0-1-8), 7=1197/0-3-8 (min. 0-1-8) Max Horz 2=67( LC 7) Max Uplift2=-552(LC 8), 7=-552(LC 9) FORCES. (lb) - Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 2048/1054, 3-4=-1810/999, 4-5=-1583/920, 5-6=-1810/999, 6-7=-2048/1055 BOT CHORD 2-10=- 929/1774, 9-10=-817/1583, 7-9= 868/1774 WEBS 3-10=-293/ 211, 4-10=-206/425, 5-9=-207/425, 6-9=-294/211 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL= 1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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). f* 10) 'This manufactured productisdesignedasanindividualbuildingcomponent. The suitability and use of this component for any 0a„' • particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." • O' Ooki w' (y9 LOADCASE(S) Standard Q` • w GE NSF--{''Z, 1) Dead + Roof Live ( balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7=-20 Concentrated Loads (lb) : StAiE OF Vert: 4=- 196(F) 5=-196(F) 10=-229(F) 9=-229(F) a Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job russ - I russ I ype Qty Ply TB0318 T09 Common 1 1 1287749044 - Job Reference (optional) Builders FirstSourcejampa; Plant City, Florida-33566 Hick Bryant-- - — - - - - --Hunri.b4U s- NOV iu zu15 vrim: 1AAU s NOV °i U ZUI bl MI i eK mausrnes, mc.mon Uec ua- i s:aysv zU 14 ra a i ID:0837CakNCJU5ySDiQmCDdnydllm-IoWEThso58GbpywCbQP17NOCvLAFQNrpk?aYv7yC B? 1-0-0 7-10-0 15-8-0 16-8-0 1-0-0 7-10-0 7-10-0 Scale=1:28.1 4x6 = 3 Io 3x6 = 2x4 II 3x6 = 7-10-0 15-8-0 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.11 2-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.29 2-6 >642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Cade FBC2014/TPI2007 Matrix) Weight: 59 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=772/0-3-8 (min. 0-1-8), 4=772/0-3-8 (min. 0-1-8) Max Horz2=-74(LC 10) Max Uplift2=-174(LC 12), 4=-174(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-994/360, 7-8=-872/368, 3-8=-844/382, 3-9=-844/382, 9-10=-872/368, 4-10=-994/360 BOT CHORD 2-6=-180/775, 4-6=-180/775 WEBS 3-6=0/384 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. ll; 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." LOAD CASE(S) Standard ikt W. ,Gyq 4 QO y GENSF •. S I ATE OF y+ 10, 4.1 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russTruss Type ty Ply TB0318 T10 Common 3 1 1217749041 Job Reference (optional) tuners rlrsv>ource, lampa, rlanr clry, viorloa 33obb, NICK uryan[ 1-0-0 7-10-0 1-0-0 7-10-0 nun: t."u s iNov iv ev i o rrlm: /."v s iwv IV —1 b Nil 1— IOOUslf165, IOG. NKlII U 1W 13:4tl:3Y GV I / A C I ID:0837CakNCJU5ySDiOmCDdnydllm-IoWEThso58GbpywCbQP17NOC1LA4QNrpk?aYv7yC B? 15-8-0 7-10-0 Scale = 1:27.0 46 = 3 c 3x6 = 2x4 II 3x6 = 7-10-0 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 FBC2014rrP12007 Matrix) Weight: 57 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* T2: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=693/Mechanical, 2=779/0-3-8 (min. 0-1-8) Max Horz2=77(LC 12) Max Uplift4=-145(LC 13), 2=175(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-1012/367, 6-7=-890/375, 3-7=-862/389, 3-8= 857/407, 8-9=-888/391, 4-9=-1008/389 BOT CHORD 2-5=-227/791, 4-5=-227/791 WEBS 3-5=0/386 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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) 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." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 b ,5fATEOF Q; 12/04/2017 Job Truss Iruss lype ply TB0318 T11 Monopitch Girder 1 1 1287749046 Job Reference (optional) amiueis rnaauuiue, pampa, naimury; rwnua aa000;-Wien ai yam - - I nun:- i.o•vsrvuv-iu cuiu nun.i.ovuarvuv-iu cuiu rvnienniuumnca; n,c: ,v,un vccv r io.Yc:oo cu,r ra ID: 0837CakNCJU5ySDiQmCDdnydllm-m_3dhlsRrROSR6VP97wGfbZYtlVb9k5yyfJ5RayC B_ 3- 7-8 7-0-0 3- 7-8 3-4-8 2x4 11 3x4 = 3xb II 4x6 = Scale = 1:22.1 3- 7-8 7-0-0 3- 7-8 3-4-8 Plate Offsets (X Y)-- 5:0-4-8 0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d 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 FBC2014/TPI2007 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 1=1319/0-3-8 (min. 0-1-9), 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; 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 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 Ito down and 165 lb up at 1-4-12 and 673 lb down and 165 Ito 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." ,SO tRt LOAD CASE(S) Standard Q: • C+E NS c •• 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) • ^., Vert: 1-3=-70, 1-4=-20 5, Concentrated Loads (lb) a = 51ATE OF Vert:5=-673(B) 6=-673(B) 7=-673(B) q`, sS/Z*L _No Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss cuss ype City Ply TB0318 T12 ]Hip Girder 1 1 12117749047 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566, Rick Bryant - - Hun: i.tinu s NOV i u zur o rnm: i.owu s NOV w zv i o Mi i ex inausmes; inc. Mon Dec vv i a 49.3- < - r a e ID:0837CakNCJU5ySDiOmCDdnydllm-FBd?uNt3clWJ3G4bjrRVCo6f98rXuA?6BJ3fyOyC z rt-O-Q 3-9-4 7-0-0 12-4-9 17-7-7 23-0-0 26-2-12 1 30-0-0 $1-0-Q r1-0-0 33 3-2-12 5-4-9 5-2-13 5 4-9 3-2-12 3-9-4 1-0-0 46 = 5x8 = 3x4 = 5x6 6 00 F12 4 5 16 6 17 18 7 co 2 Scale = 1:53.0 9 1 10 0 13 19 20 21 22 3x8 i 15 14 12 11 3xl2 MT20HS 6x12 MT20HS= 5x8 = 5x6 = 5x8 = 2x4 11 2x4 -- 2x4 3 8 Plate Offsets (X Y)-- 2 0-2-10 0-1-8] [7:0-3-12 0-2-121 [9:0-2-9 0-1-8] [12:0-3-0 0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 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. T2: 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2157/0-3-8 (min. 0-1-13), 9=2469/0-3-8 (min. 0-2-1) Max Horz 2=-67(LC 32) Max Uplift2=-741(LC 5), 9= 1108(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4171/1559, 3-4=-3928/1526, 4-5=-3539/1412, 5-16=-5962/2850, 6-16=-5962/2850, 6-17=-4141/2146, 17-18=-4141/2146, 7-18=-4142/2146, 7-8=-4594/2336, 8-9=-4821/2350 BOT CHORD 2-15=-1393/3663, 14-15=-2272/5514, 13-14=-2272/5514, 13-19=-2272/5514, 19-20=-2272/5514, 12-20=-2272/5514, 12-21 =-2782/5962, 21-22=-2782/5962, 11-22=-2782/5962, 9-11=-2043/4241 WEBS 4-15= 550/1429, 5-15=-2426/1167, 5-14=-101/644, 5-12= 831/695, 6-12=-104/555, 6-11=-2223/901, 7-11=-669/1428, 8-11=-283/227 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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 tapay' joint 9. '011 8) 'Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.0+GF4T w. . 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 •O 1;ENg' 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-O oi , cF •• ! , 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 18-11-44;rand: 24 lb down and 141 lb up at 20-11-4, and 250 lb down and 228 lb up at 22-11-4 on bottom chord. The design/selection of such S 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 p : SLATE OF particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." • 9a••.• rc UP ,••Ce, ycF ., oR .• a . LOAD CASE(S) Standard +s oNa ENr•`' Continued on page 2 181„f0aaaaaa Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 oTruss I russ I ype oty r y T60318 T12 Hip Girder 1 1 Job Reference o tionalJob1287749047efere uumersrvstaource,-iamparriamr.iry,rionoa-c0000;—,-yam._._ .. . _ .. -..-11.r.—.-.—..—o-1--1.--..— — —1---, 111— —. — II ID:0837CakNCJU5ySDiQmCDdnydiim-FBd?uNt3clWJ3G4bjrRVCo6f98rXuA?6BJ3fyOyC z 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=]0, 2-9=-20 _.. Concentrated Loads (lb) Vert: 7=-1 96(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) STATE OF OA"''.,t ORIID;' 1W NAL , Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russTruss Type ty y TB0318 T13 Hip 2 1 1287749048 Job Reference (optional) bunters rirs[aource, i ampa, ream airy, rionaa as000, NICK nryanc - - - nun. r.— s 11— 1. cu i a rnnc I-o s I—V - cu i a rvn en niuusuies, n ic. . mn — yr i o.Yoai <u i r ra e ID:0837CakNCJU5ySDiQmCDdnydl1m-jNBN6juhN3eAhPfnHYyklOegMY95de8FQzoCVSyC y 1-0-q 4-9-4 9-0-0 15-0-0 21-0-0 25-2-12 30-0-0 31-0-q 1-0-0 4-9-4 4-2-12 6-0-0 6-0-0 4-2-12 4-9-4 1-0-0 4x6 = 3x8 = 46 = Scale=1:51.6 3x6 = 13 .- = 11 10 3x6 3= 3x8 = 3x8 = 2x4 11 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/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.17 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -0.51 2-13 >700 180 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1417/0-3-8 (min. 0-1-11), 8=1417/0-3-8 (min. 0-1-11) Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2470/1060, 3-14=-2424/1076, 3-4=-2148/920, 4-15=-1874/891, 5-15=-1874/891, 5-16=-1874/891, 6-16=-1874/891, 6-7=-2148/920, 7-17=-2424/1076, 8-17=-2470/1060 BOT CHORD 2-13=-865/2148, 12-13=-765/2228, 11-12— 765/2228, 10-11=-765/2228, 8-10=-872/2148 WEBS 3-13=-334/295, 4-13= 172/602, 5-13=-540/244, 5-10=-540/244, 6-1 0=-1 72/602, 7-10=-334/295 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11, Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & 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." LOAD CASE(S) Standard GENSF;,9f s 9 SIATE OF S'90c •10 R I'D •• 4r; NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 o russ cuss I ype oty Ply TB0318 T14 Hip 2 i 1287749049 Job Reference (optional) ounuers rrtslJource, rarrtrpa, narn. ury, nunua 33000; n, m-yam r :, - . - —1. ovu s. - uv 1. cu w rnw:- u s — - ura m r erc niuumnes, e - o v i ID:0837CakNCJU5ySDiQmCDdnydl1m-BZIIJ3vJ8Mm11ZEzgGTzHDB?vyYgM7NPedYmluyC x r1-0-Q 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 1-0-0 5x8 = 4x6 = Scale = 1:51.6 3x6 = lu ti IV a 3x6 = 2x4 II 3x4 = 3x6 = 3x8 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.12 10-12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) 0.40 10-12 889 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.37 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 *Except` T2: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-3-8 (min.0-1-11),7=1417/0-3-8 (min.0-1-11) Max Horz 2=-101(LC 10) Max Uplift2=-280(LC 12), 7=-280(LC 13) PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. WEBS 1 Row at midpt 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2496/984, 3-14=-2411/998, 3-15=-1972/850, 4-15=-1824/868, 4-16=-1701/854, 16-17=-1701/854, 5-17=-1701/854, 5-18=-1825/868, 6-18=1972/850, 6-19=-2411/998, 7-19=-2496/984 BOT CHORD 2-13=-785/2139, 12-13=-785/2139, 12-20=-524/1700, 11-20=-524/1700, 10-11=-524/1700, 9-10=-794/2139, 7-9=-794/2139 WEBS 3-12=-515/300, 4-12=-74/465, 5-10=-73/465, 6-10= 514/300 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & 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, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 Ib 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. yV° p. #, 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particu 0>C RT wa ti4 building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." • O E p ••, 9 LOAD CASE(S) Standard 51ATE OF a9O"-' OR10 " 10 1•"'Q*. S10NAL ENG ,•'. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Truss Truss Type oty Ply TB0318 T15 Hip 2 1 12117749050 Job Reference (optional) bunaers rirsmource, iampa, riarn uiry, rionua aa000, nicK oryarn —1. r.—... . w,., r,,,,,. . — ,I,.,, ,.... ,.., ID:0837CakNCJU5ySDiQmCDdnydl1m-BZIIJ3vJ8Mm1IZEzgGTzHDB._oyXuM 6D ; Ym1uy.0 r1- 0-Q 6-9-4 13-0-0 17-0-0 23-2-12 30-0-0 31-0-0 1- 0-0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 i-0-0 yI1 0 Scale= 1:51.6 5x8 =. 4x6 = 4 s 3x6 = 13 1z 1u to 3x6 = 2x4 11 3x4 = 3x8 = 2x4 11 3x4 = 6- 9-4 13-0-0 17-0-0 23-2-12 6- 9-4 6-2-12 4-0-0 6-2-12 Plate Offsets (X Y)-- 4:0-6-0 0-2-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.10 12 >999 240 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) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1417/0-3-8 (min. 0-1 -11), 7=1417/0-3-8 (min.0-1-11) Max Horz 2=118(LC 11) Max Uplift2=-296(LC 12), 7=-296(LC 13) PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2466/937, 3-14=-2372/955, 3-15=-1782/773, 4-15=-1670/794, 4-5=-1503/793, 5- 16=-1671/794, 6-16=-1783/773, 6-17=-2371/955, 7-17=-2466/936 BOT CHORD 2-13=-737/2107, 12-13=-737/2107, 11-12=-416/1502, 10-11=-416/1502, 9-10=-746/2106, 7- 9=-746/2106 WEBS 3-13=0/295, 3-12=-702/368, 4-12=-125/444, 5-1 0=-1 49/445, 6-10=-700/368, 6-9=0/293 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. 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 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31- 0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.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." t w QO C,E Ng 9eeLa SIATEOF Q 9dc'•:;; ORVD •' k'r LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job I russ cuss I ype Qty Ply TB0318 T16 Common 8 1 12117749051 Job Reference (optional) ounueis rnsiauu ianIyu,-riuui-Ly, riunua u,We- e. - ID- - 0837CakNCJU5ySDiQmCDdnyd11m-fmJ7WPvxvguuuwjpAOz_CgRk56Msx5Z.n-YHHJZLyear1-0- Q 7-9-4 15-0-0 22-2-12 30-0-0 31-0-Q 1-0- 0 7-9-4 7-2-12 7-2-12 7-9-4 Scale = 1: 50.8 4x6 6. 00 F12 5 T I1T 03x6 = 3x4 = 4x6 = 3x4 = 3x6 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Ud TCLL 20. 0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.35 10-12 999 240 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) 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 (min. 0-1-11), 8=1417/0-3-8 (min. 0-1-11) Max Horz 2=135(LC 11) Max Uplift2=- 309(LC 12), 8=-309(LC 13) PLATES GRIP MT20 244/ 190 Weight: 137 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. 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; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(i) 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." LOAD CASE( S) Standard OOtgT W 1A, Q ••.GEN$ F. l< L SIATE OF c .OR I'D S'+aN ear Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss russ ype y T80318 T17 HIP 1 1 1287749052 Job Reference (optional) rsunaers rirsraource, i ampa, riarn airy, nonua aa000, nice oryam i - .o ,. - I ,. ,. ID:0837CakNCJU5ySDiQmCDdnydlIm-b8Rux5xBRH9c9lyYWO1gvspQ59VWZM5rLbmQ&bW u r1-0-1 3-9-4 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 26-2-12 30-0-0 31-0-Q 1-0-0 3-9 4 3-2-12 4-0-14 3-11-2 3-11-2 4-0-14 3-2-12 3-9-4 Scale = 1:51.6 2 4x6 = 3x8 = 2x4 II 3x8 = 4x6 = 4 18 5 19 6 20 7 21 8 2x4 3 W 5x8 = 17 22 16 23 15 14 24 13 25 12 3x8 = 2x4 11 4x10 MT20HS= 2x4 11 3x8 3x8 = cq1 Io 5x8 = 7-0-0 11-0-14 15-0-0 18-11-2 23-0-0 30-0-0 7-0-0 4-0-14 3-11-2 3-11-2 4-0-14 7-0-0 Plate Offsets (X Y)-- [2:0-1-11 Edge] [10:0-1-11 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.36 14 >985 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(TL) -0.81 14-16 >441 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(TL) 0.26 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 160 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-12 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2406/0-4-0 (min. 0-2-13), 10=2648/0-4-0 (min. 0-3-2) Max Horz 2=67(LC 7) Max Uplift2=-1060(LC 8), 10=-926(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4571/2118, 3-4=-4391/2131, 4-18=-3952/1957, 5-18=-3951/1957, 5-19=-5799/2416, 6-19=-5799/2416, 6-20=-5799/2416, 7-20=-5799/2416, 7-21=-4439/1684, 8-21=-4439/1684, 8-9=-4925/1833, 9-10=-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; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1060 lb uplift at joint 2 and 926 lb uplift at joint 10. dt tft* 8) Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Y, 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- O,$ ••' EN • 9 i 124 Ib down and 139 Ib up at 9-0-12, 124 Ib down and 139 Ib up at 11-0-12, 147 Ib down and 149 [b up at 13-0-12, 147 Ib down a; • v G SF •• S 149 [b up at 15-0-0, 147 lb down and 149 lb up at 16-11-4, 147 Ib down and 149 Ib up at 18-11-4, and 147 Ib down and 149 Ib upset 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 of 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. ,o :. S IATE OF Q 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ,c 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any F N particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." S/a AL a40 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o cuss Truss Type tY y T80318 T17 HIP 1 1 1287749052 - Job Reference (optional) Builders FirstSource; Tampa; Plant City, Florida 33566,-Rick Bryant Run: 7.640 s Nov 10 2015 Print: 7.640 s Nov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:49:41 2017 Pa 2 ID:0837CakNCJU5ySDiQmCDdnydi 1 m-b8Rux5xBRH9c91yYW01gvspQ59VWZM5rLbmQeDyNAu LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-8=.770,.8-11-.-70, 2.10=-20 _ Concentrated Loads (lb) Vert: 4=-1 96(B) 8=-218(B) 17=-229(B) 5=-1 24(B) 16=96(B) 14=-72(B) 6=-147(B)13=-72(B) 7=-147(B)12=-424(B) 18=-124(B)19=-147(B)20=-147(B)21=-147(B) 22=96(B) 23=-72(B) 24=-72(B) 25=-72(B) Q •CENSF' 4!< S SfATEOF 2 g 4.,SS ONAL E N Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss Truss Type Qty TB0318 T18 Hip Girder 1 Tly 1 1287749053 Job Reference (optional.) ounaers rrtsioum x, iamya, nam. Y, rau, ,.,.. .., _.. .... ...... .... ... .. ..... .___._..... _.. ...___...__. ..._. _.______. ___ _- ___ _ _ ID:0837CakNCJUSySDiQmCDdnydllm-3L_G9RygCbHTnBX135YvS3MbuZsolpT_ZFWzAgy LAt 1-0-0 1-10-8 6-1-7 10-2-9 14-5-8 16-4-0 1-0-0 1-10-8 4-2-15 4-1-3 4-2-15 1-10-6 6x8 = 2x4 II 5x8 = 46 = 6.00 F12 3 13 4 14 15 5 16 6 3x6 = 2x4 11 V 5x8 = 6xl2 MT20HS WB - LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 9-11 603 240 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) 0.87 9-11 221 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING- Scale = 1:28.6 6x8 = 3x6 = PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 74 lb FT = 20% TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins. T2: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-4-10 oc bracing. BOT CHORD 2x4 SP M 31 WEBS 1 Row at midpt 5-8 WEBS 2x4 SP No.3 `Except' MiTek recommends that Stabilizers and required cross bracing W2: 2x4 SP No.2 be installed during truss erection, in accordance with StabilizerIOTHERS2x4SPNo.3 Installation guide. REACTIONS. (lb/size) 7=1785/0-3-8 (min. 0-1-8), 2=1519/0-3-8 (min. 0-1-8) Max Horz 2=31(LC 27) Max Uplift7=-374(LC 4), 2=-341(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2907/657, 3-13=-6309/1430, 4-13=-6309/1430, 4-14=-6309/1430, 14-15=-6309/1430, 5-15=-6309/1430, 5-16=-3280/709, 6-16=-3280/709, 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed 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. O aaa>tN„aq 7) 2. Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint 7 and 341 lb uplift at joitli a F1T w, y 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Q` • V CENSF 4,` 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 29 lb up at 1-la- 69 lb down and 29 lb up at 3-11-4, 69 lb down and 29 lb up at 5-11-4, 69 lb down and 29 lb up at 7-11-4, 69 lb down and 29 lb il 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 onchord, and 24 Ib down and 14 Ib up at 1-1-1, 18 Ib down at 1-10-8, 109 Ib down and 37 Ib up at 3-1-1, 8 Ib down at 3-11-4,199c v;n r 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 qpSIATE OF 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 LO'S 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 connedl7&, •. LORIOP•'\ia devices) is the responsibili 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). Sk 8/ON L a '',' Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 1 2/04/2017 Job- I russ russ I ype Qty Ply TB0318 T18 Hip Girder - 1 1 1287749053 Jab Reference (optional) Builders FirstSource;-Tampa, Plant City, Florida 33566, Rick Bryant - _ - Run: 7.640 s Nov 10 2015 Print: 7.640 sNov 10 2015 MiTek Industries, Inc. Mon Dec 04 13:49:42 2017 Page 2 ID:0837CakNCJU5ySDiOmCDdnydl 1 m-3L— G9RygCbHTnBX135YvS3MbuZsolp-lZFWzAgyCLAt 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, Plateancrease=1.25. Uniform Loads (plf) Vert: 1-3=-70, 3-6=-70, 6-7=-70, 2-7=-20 Concentrated Loads (lb) Vert: 17=-24(B)18=-109(B)20=-199(B)21=-289(B)24=-289(B)25=-289(B)27=-289(B) 28=-289(B) 4 ; SPATEOF ; Q ENS•`: Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job Truss I rus5 I ype ty y TB0318 Vol Valley 2 1 749054 Job Reference (optional) csunaers rirsrsource, i ampa, ream airy, rionua aa000, nice oryanr ID:0837CakNCJU5ySDiOmCDdnydllm-XXYeMmzSzvPJPK6xdp38_HuxKzNK1TL8ovFXi6yC s 4-0-0 4-0-0 2x4 - 2x4 II 2 3 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 14 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=145/3-11-8 (min. 0-1-8), 3=145/3-11-8 (min. 0-1-8) Max Horz 1=68(LC 12) Max Upliftl =-21 (LC 12), 3=-55(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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." LOAD CASE(S) Standard Q` .• VICE NSF •.,? a 51ATE OF 90c•:LORI'D ••(t,4. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job I mss Truss Type Qty Ply TB0318 V02 Valley 2 1 1287749055 Job Reference (optional) ounaers nrsroource, rampa,. riam ury, Nona as000, NICK. oryam .. nun: i.ovus- rvov i uzw o rnnu r.oau s rvov I v zv 13 MI I UK mausmes; Inc. Mon ucc vq- i,r.4a:4a zv i i ra e I ID:0837CakNCJU5ySDiQmCDdnydllm-XXYeMmzSzvPJPK6xdp38_Hu_ezQ61TL8ovFXi6yC s 2-0-0 2-0-0 Scale = 1:7.6 2 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.03 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8 (min. 0-1-8), 3=55/1-11-8 (min. 0-1-8) Max Horz 1=26(LC 12) Max Upliftl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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." LOAD CASE(S) Standard d_9t S I ATE OF Q ct OR1Op;•'•kr0 bsS ONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 oI russ russ I ype Qty Ply T60318 V03 Valley 1 1 128774/056 Job Reference (optional) ID:0837CakNCJU5ySDiOmCDdnydll m-Oj60a6z4kCXA0Uh76WaNXUR4eNkkmvLH1Z?4EYyCLAr 1- 10-8 6-2-0 10-5-8 12-4-0 1- 10-8 4-3-8 4-3-8 1-10-8 Scale = 1:19.8 6. 00 F12 4x6 = 4x6 = 2x4112 3 4 8 7 6 3x4 i 2x4 11 2x4 II 2x4 II 3x4 4- 3-8 4-3-8 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 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 37 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-3-0. lb) - Max Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 8, 6 except 7=-123(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=252(LC 1), 6=252(LC 1), 7=436(LC 23) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-347/269 NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 8, 6 except Ot=lb) 7= 123. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 4jjkT W. '4y i' Q` •• v CE NS 9< q 51ATE OF Q b NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 o russ Truss Type ty y TB0318 VO4 Valley 1 1 1287749057 Job Reference (optional) tsulaers rlrstbource, I ampa, mant uny, vionoa JSbbb, HOCK tsryant - - - nun: r.o4u s IVov i u zu I o rnn[ r.o*u s imovi u zu i o rvn i en ntuu5mub,'inu. mu" uec uv i o.Y cu i r ra e i . ID: 0837CakNCJU5ySDiQmCDdnydl1m-Oj60a6z4kCXAOUh7BWaNXUR3pNcLmwbH1Z?4EYy LAr 1- 10-8 6-5-8 8-4-0 1- 10-8 4-7-0 1-10-8 Scale= 1:15.3 a a 06. 00 F12 3x6 i 3x4 = 2 5 6 3 3x4 = 3x6 d p 8- 3-8 0-0-8 Plate Offsets (X Y)-- 2.0-2-0 0-2-81 (3:0-2-0 0-2-8) LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.32 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.67 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. ( lb/size) 1=318/8-3-0 (min. 0-1-8), 4=318/8-3-0 (min. 0-1-8) Max Harz 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 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25ft; Cat. ll; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) 0-7-9 to 6-1-7, Interior(1) 6-1-7 to 6-5-8, Exterior(2) 6-5-8 to 7-8-7 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 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." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 51 ATE OF Q 0 N' 4SS/ONAL EN;•`ag. C 12/ 04/2017 O NSS NSS Type y TB0318 V05 Valley 1 1 1287149051 Job Reference (optional) ou.—I r 1—u,ua, ,a,uN...,au. guy, r,u„ua ou, ,,,. o,ya,,, a a0 1-10-8 ID:0837CakNCJU5ySDiQmCDdnydl l m-UwgPnS iVWf1 eeGKIE5c3i_Jun3yVNrRGDkd6CLAq i-8 4-4-0 7-0 1-10-8 3x4 = 3x4 = a nnFi—q- 2 3 2x4 Scale = 1:8.1 a 6 02 r8 4-4-0 0-0-8 4-3-8 Plate Offsets (X,Y)-- 2:0-2-0,0-2-81 13:0-2-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 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 FBC2014/TPI2007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=138/4-3-0 (min. 0-1-8), 4=138/4-3-0 (min. 0-1-8) Max Horz 1=-11(LC 8) Max Upliftl=-27(LC 12), 4=-27(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown: NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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." LOAD CASE(S) Standard T'Q, O • ,GE "sF 4 S I ATE OF Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 IF e CI1_I1_r? 6 6 e 71-QJA coo COPY DING PA?- GEARING HEIGHT 56HEDULE 11111111111111 iii iii:ii Hanger List iii•••ii•••••iiiO•OS e NOTE5: 1.) REFER TO HIP 91 (RECOMMENDATION5 FOR HANDLING INSTALLATION AND TEMPORARY BRACING.) REFER TO ENGNEERED DRAWINGS FOR PERMANENT BRACING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE DRACING REQUIREMENT,. 3.) ALL VALLEY5 ARE TO PE CONVENTIONALLY FRAMED DY BUILDER. 4.) ALL TRU55E5 ARE DESIGNED FOR 2' o.c. MAXIMUM SPACING, UNLE55 OTHERWISE NOTED. 5.) ALL WALL5 SHOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD BEARING, UNLE55 OTHERWISE NOTED. 6.) 5Y42 TRU55E5 MU5T DE IN5TALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 5IMP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO BE 51MP50N THA422 UNLE55 OTHERWISE NOTED. 8.) BEAM/HEADER/LINTEL (FUR) TO DE FURNI5HEO BY BUILDER, SHOP DRAWING APPROVAL TH15 LAYOUT 15 THE SOLE 5OURCE FOR FADR16ATION OF TRU55E5 AND VOID5 ALL PREVIOUS ARCHITECTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF THI5 LAYOUT MU5T BE RECEIVED BEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL CONVITION5 TO INSURE AGAINST CHAN6E5 THAT WILL RE5ULT IN EXTRA CHAR6E5 TO YOU. Pegaeaud hh'i ry Date Builders FirstSource Orlando PHONE: 407-551-2100 FAX: 407-651-7111 Plant Gity PHONE: 613-7511-51151 FAX: 613-752-1532 Taylor Morrison I Anastasia A TB Lot 318 oznxx er: 12-4-17 Rick Product Approval Specification Form 6\Dlh'G Permit # # 1 7- 3 7 3 3 SANFOP`D Project Location Address: 545 Red Rose Ln.. Lo As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door Dbl, single FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Sh utters 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 h TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS WINDOW CALL -OUTS L^ 1264 4 37 EH 77 54 37 SHM21V LU 39' 1354 IR 33 SH 73 5H 33 SH C) 51' S 14 SH R 34 5H 24 54 34 SH g 15644 IR 35 SH 75 54 35 SHZ63' IT 3 16 SH 1 VJ 36 54 76 59 3654 GL. VERTY MASONRY OPDl4.W FOR ALL WMDOIS, w rtN`IOJI SIZc5 AND N5TAL LATION MAY VARY PER Oz hAVFACNER AND SPECFICATIO<S. REFER 10 FLOOR PLANS FOR 5TTLE OF WMDN U5ED (5.%LE 06-544, CA5,1MT- M. OR FIXED G1-455- Ff.) IF i+# IF i 3 AL E` IF40 T ESCAPE 40IZPSOE 0°. ENN'b STALL VTPLT UN rOG FER FF)CR - SIN pRICNT7OA1. i++ i i i i AL P. ARCHWAY SrAE Ve : r-B• FaeP- r-E FLaU IC 1' a O O"w PFEL IOW SCP MC E1/ L'AL IDaft KM" ICCLOR C FEW CAST RAT LATEX e OCEL1.OaN(GR 5W ROFTNDPI'll FAT Llll-NcRORDIMEFLATLATEXCELIGPAM NT_RIOL TRC1 PAM TO BE StPIFKYIKWTTE LATEX TRAY CEILING SECTION Tl l AFF v AFF. 6 .PLKTEL I Ai q 4Fi. 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APPEAR ROOCP P[AN HO<5• UEL pwim. si&i amr OTN ne OETAALs FE01@ CFAEMFNMFFjRFDaR-5TI FOWN -_ 7a IRAOJ SN£ET UPPER FLOOR PLAN NOTES 2 B 1SUIEVC , i GARAGE RIGHT Florida Building Code Online Page 1 of 3 Professional o Am&DwMtiA BM Home I Lag 1n I User Registration Hot Topics submit surcharge I Stats & Fads.- 2 ads i U Jhesqr t&IMProduct ApprovalPfess# USER: Public User Regulation FI-15225-R3 Revision Publications I FBC Starr i SM sat crap I unke I search I 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 Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Emaii Calory Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. King, P.E. 4- Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard 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 06/28/2015 https://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yWKJZIQ... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agenry Certificate FtR3't'CAG lS225:5 AM_ [f certs:ndt Approved for use in HVHZ: No uali Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes 12 J3 1/2 021ImpactResistant: No Design Pressure: N/A Installation Instructions other: See INST 15225.5-68 (68 Door Products), INST P 1S 7 R3 1 INST 152?S 5=68 tidf 15225.5-80 (90 Door Products) and INST 15225-68M (6'8 Qa: 1 Nc7 3 5=88M.odf, Door Products Direct to Masonry) for installation Ft 1 7. instructions. Note Glaiing Shall comply witttASTM E1300- rt/erified BY Lyndonn- f Schmidt P:E 434fl 04, (This product approval requires the use of "I" part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes opaque FL15225 R3 AE EVAL 15225.5-68.12df. Benchmark Door Panels.) P1-15225, 9311111A€ f1+AL 15Z25 5.80.ndF created b, Independent Third Party: Yes 15225.6 If. "Premium Series", "Construction 6/8 and 8/0 opaque and Glazed Steel Door with ransoms. Series" and "Benchmark by with and without Sidelites. inswing and outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate c»c v'a`r Approved for use outside HVHZ: Yes Quality 21 cnf" dcs:t j AM1 cieiis edF: Approved for use in HVHZ: No Mal' Assurance Contract Expiration Date Impact Resistant: No Design Pressure: N/A Installation Instructions ..., Other. See INST 15225.6-68 (68 Door Products) and Daiwa R3 L IN5T i5225:6,e.adf 15225.6-80 (8'0 Door Products) for installation instructions. t S R3 jj iNSir 15:6-90:ndf. Note - Glazing Shall comply with ASTM E1300-04) Ver'ifled By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Third Party: Yes Contact Us:•' •iu,,..fa..r'.Tyl>g,5y'R. i2791 i1!'8$-i824 Prhracv S atemoTheStateOfFloridaisangA/i5=0 employer. avriotrC -%j 'j a1>r oRFt°nala= nt :: Ac ssbRRv tement :: 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 map.. if you have any questions, please contact 85U.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 9theyhavedne. 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 addressFS which ease crack made here available to the public To deterMne If you are a licensee under Chapter Product Approval Accept= . Credih +r Q https://www.floridabuilding.orglprlpr app_dtl.aspx?param=w-GEVXQwtDgv3yVVKJZlQ... 7/20/2015 NOTICE OF. PRODUCT CER. IF CATION Company: Therma-Tru Corporation Certification No.: NI005329-I14 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date., 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door 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 certificationlahalrpnrpcpntsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within14m4migistandardsinstitute (ANSIl. NAMI'sCertified ProduCU A :at:«+ N ' i .t id' ttNAMIs Glazed or O a ue Opaque Maximum Size 3'0" x 6V Design Pressure PosMe 67/-67 Missile Impact Rated No Test ReportNumber Comments ETC-01-741-10703.0/L-2097/TTF-253 F Configuration Inswing or Outswin .... X I/S Sin le 310" x 6'8" E+ 67/-67 No ETC-0I-741-10703.0/L-2097/TTF-254F X O/S Opaque Sin le XX I/S Opaque 6 0 x 6 8 0 No ETC-01-741-10703.0/L-2097/TTF-253F Standard Aluminum Astragal .... . Double XX O/S Opaque 6'0" x 6'8" 401-40 No ETC-01-741-10703.0/L-2097/TTF-254F Standard A.I.uminum Antra al . Double Opaque 6'0" x 6'8" 47/-47 No ETC-01-741-10703.0/L-2097/ rF-253F Coastal Aluminum Antra at .. . XX I/S Double XX O/S Opaque 6'0" x 6'8" 47/-47 No 02097/TTF-254FETC1-741-10703.07E_ Coastal Aluminum Astragal.... _. Double 5' 4" x 6'8" 5' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" 8' 4" x 6'8" 40/- 40 40/- 40 40/- 40 40/- 40 47/- 47 d74d GpnrueWhington No No No No No N o as ETC- 01-741-10593.O/L-2097/TTF-253F ETC- 01-741-10593.0/L-2097/TTF-254F ETC. 01-741=10593.0/L-2097/TTF-253F Standard Aluminum Astra at. ETC- 01-741-10593.0/L-2097/TTF-254F Standard Aluminum Astra al . ETC- O]-741-10593.0/L-2097/TTF=253F Coastal. Aluminum Astra al OI- 741-10593.0/L-2097/TTF -254F al Coastya/lH.Aatyuems,inVuAm Astragal Metnttab$g 23072 OXO/OX/ XO Sin le wLSidelites .. OXO%OX/ XO Sin le w/Sidelites ... OXXO Double w/ Sidelites.... I/S O/S 1/S Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites OXXO Double w/ Sidelites OXXO Doubie. w/ Sidelites OXXO Doub. O/ S I/S O/ Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites Opaque Door Glazed Sidelites National ACCreditaClon ac Te1:(804) 684-5124/Fax: (1304) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCTCERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 Certification Date: 14/15/2003 108 Mutzfeld Road Sutler, IN 467Z1 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 Sidelites0Specification: 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 certificationandthatallcertificationcriteriahasbeensatisfied. This product bas been approved for listing withinlabelrepresentsproductconformitytotheapplicablespecificationcat" 'n. ont. NAMI's Ce: ilieaatioq. Pro rarn`is accredited i<'heAmerlean National Standards Institute i N51: NAM1'8 Certified.Prod uct lf.istiix at` Designg Missile Test umberReportNp Configuration Inswing or Glazed or Maximum Pressure Impact Rated Comments OutswIn ........... O a ue Size 3'0"x 6'8" Pos/Ne 67/-6`i No FETC-01-741-10702.OJL;=2096/ I T 252F X I/S Opaque Sin le Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-io762.0/L-2096ttrF251F X O/S Sin le XX I/S Opaque 6'0" x 6'8" 40l-40 No ETC-01-741-10702.0/L-20961TTF252F Standard Aluminum Astragal. Double....... XX O/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10702.0/L-2096%iTF251F Standard Aluminum Astragal. Double Opaque 6'0" x 6'8'' 55/-55 No ETC-01.741-11008.0/L-2151/T I F252F Coastal Aluminum Astragal . XX I/S Double XX O!S Opaque 6'0"x 6'8" 55/-55 No ETC-01-741-11008.OJL-215i/TTF251F Coastal Aluminum Astragal Double Opaque Door 5'4" x 6'8" 401-40 No ETC-01-741-11008.0/L-215IMF252F USOXOJOX/XO Sin e_w/Sidelites .... Glazed Sidelites 5'4" 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/ iI F251 F OX0/OX/XO_ O/S Opaque Door x S.in, le w/Sidelites ....... Glazed Sidelites 8'4" x 6'8'' 40/-40 No ETC-01-74]-11008.0%L-2151/iTF252F OXXO I/S Opaque Door Standard Aluminum Astragal Double w/Sidelites .: Glazed -Side 874" 6'8" 40/-40 NO ETC-01-741-11008.0/L-2151MF25IF OXXO O/S Opaque Door x Standard Aluminum Astragal Double w/Sidelites Glazed Sidelites 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TI'F252F OXXO US Opaque Door num Astragal Double wlSidel:ites ....: Glazed Sidelites. 8'4" 6'8" 55J-55 No ETC-01 741111008!0/L-215ln T1A 251 F OX7t0 O/S Opaque Door x as 1 A num Astra a .... t AluminumCoastal Double w/S.idel.ites.. ... Glazed. Sidelites . es VA 23072institute, Inc./4794 George `Washington Memorl.. y.: ay . r National Accreditation Management Tel: (804) 684-5124/Fax: (904) 684-5122 NAMI AUTHORIZED SIGNATURE: MASONRY 2X BUCK q• 4" 4" v) K it `-MULI..ION 4 '; 1.1 SHOWN FOR MAMASONRY :. II REFERENCE 01 TYP. HEAD OPENING' HEADIIJAMBS JAMBS 2X BUCK ` X 2X to v tIut 1 i1 4 II11 d MASONRY OPENING O 2X BUCK1. '2X dsck min. S.G.20.55. I, It at>Ch 1GCIl1tAllt 6t the comers may be adjusted to maintain the min. edov dlltfanGa!alimW10ints. 2, ij:chehorllir aHrsns nosed os "MAX, ON CENTER" fnust be adjusted to6;;; mdlnfolh:fW rnln. ed0•'dktoncb4o:root[aJ& . ' oddlMoAaf aQrwaefe onCliers OtbstOt ogdwded. moytirr.*equYedtoensun'ahe SIAAILOi.CBJ E 3, Concrete anchor toWe• alrcrrotR AiN00.1 R. E! !• Ask` .........:'. AI lai;.ciwr yyrpE: jr AN HbR. Irw • t/M 1.1/4" T TAPCON Inca ULTRA C ON I `MULLION it rt d ..I SHOWN FOR i l TYP: I.1 REFERENCE 11 i HEAD111JAMBS I I I. I F I' I SHOWNNFOR I j pl REFERENCE II. II II. O sINGLE w/S.I 1+. BUCK ANCHORING q• 4• 4 i" q• -31_171W j.JZ u. u TYP. HEAD JAMBS ASTRAGAL SHOWN FOR REFERENCE If Ij Q Jl. I I14IIq SHOWNFORp MULLION ( I Ti' P. I f OR-' REFERENCE MSHOWNFOR),* REFERENCE I1 HEAD JAMBSi 2X ' . l X ^ BUCK 4. 0 11 I 1 AS I REFE Ea EjI o d ai11nl 1. 1, I.I n I I ppUl31 r W/SIDEI ITEM Uuusw...'uulsmMASONRYBUCKANCHORINGOPENING1-ANC1iQ.R1.NS V n ' 7 z.aZ m of9 0. m naler: JK BY: Lf S moNaa 15225.5- r C. y? 7 4- . 11CT 3. -fl SEE NOTE 311 SHEET 3 '1SEE DETAIL "J" ASTRAGAL-' U MULLION-/ SHOWN FOR b SHOWN FOR REFERENCE REFERENCE ONLY XK.5 DOUBLE- DOOR WISID To IN B A' 7: PAIRS zoo- TYP. 3" 6" IR3- 4 A :W/2X SUCK SEE RE INSTALLATION WIX SUCK Ld L) m INSTALLATION...: ix: BUCK. IN/STALLATION TYP. HEAD IN LA C4oi K 0) JAMBS FOR. REFERENCE. ONLY 1.TO SEE --L;" DETAIL *4" SEE_/,. R, aO - DETAIL 112 LAOIQfir. T- A' rz VIEW VIEW SHOWN W1 OMORM rORRUrATE0 FASVW.FL% frW 130 (TIP. /91 Slowm To Dow 4WD cw=ww) W/2X BUCK TINSTALLATION BUCK,CW1 TIONINSTALLA W/2X BUCK Item DESCRIPTION Material 0 k PFH-WO Q SCREW0x STEEL. Pf" wu0v SCREW 3TE x f 'PFH WOOV i(;fftw XISTEEL 4r LG. PFSCREW 10 x31WWOOD10x - PFH WOOD SCREW STEE L S 2-112- LG.'-VP uu CREW 4 7/4" x 2-3/4 PFHELCOOff l7w CONCRETE SCREW STEEL 4- w I- ITW A -A 4 ITW` P WCONCRETE SM, 3 16 x J rw PF 'CONCRETE SCREW STEEL 4 x 3- 1 4. 11 PFH CONGRETE..-_5C;RV-w IN E LMASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO ASTMI C90 16 1 4 X 1/4" PFH ITW CONCRESCREW F5n 49!A)ER JAMB (SUGAR PINE. SG .34) 0 WOOD zo 127 JRTHK. PRESSUREw2IGA., COR TE INSTALLATION. . 0 WIIX BUCK. INSTALLATION ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. t mmm oil IV", vy. JK I: vj lbw. gn U's p mwm "Oj FL-152255- 681:= EXTERIOR VP `. t CROSS SECTI .N uman'c 0AW9.L fJM INTERIOR xv- . * f r INTERIOR EXTERIOR JiRf I' u' z J rau,.,p, way a R-15225.5-6.8 1 4 ..... f.4... 4 `tip - II , ti 1 w• r`} •: . amMULLION a MASONRY OPENING HEAD JAMBS MASONRY OPENING FOR RYREH HAOt! MASON OPENINGER 4. lYP HEAD i l dO Q . dc tlE1Ey1Bs- JAMBS I I r; 3r 9 :: Uo 11 i A.. 14 Z to 11 v 2X BUCK cFi o f1). 1' ..MUILION . f 1a I'1, :) 2X BUCK: rn 1.1 SHOWN FOR REFERENCE I I a ^ 2X BUCK ,' 1I I I Its ti 11., I I 6do o ZJoIts z CC 11 I x M I(JGI_E W SIDELITE SINGLEF W/SIDELITES SINGE DOOR RUCK ANCHORING BUCK ANCHQHIIl BUCK ANCHQRIr1G o CL 4 4- e' II t IIII x'i 9 pA I:I I 1, MULLION SHOWN FOR MULLION Ho MASONRY" OPENING TYP,, HEAD REFERENCE HEAD N SHOWN F REFERENCE IIl JAMBS ASTRAGAL SHOWN FOR JAMBS x N REFERENCE 11 OT6S 2X BUCK t Eaw, 1 I: ZI, 2x amuck ran. s.G. 2X- ASTRAGAL HOWN FOR I. dCONCREFEANCHORNOTES: I. Concrete onchorlocations at the comers may be adjusted to maintain the min. to mortorjotnts. BUCK I.I II REFERENCE I I 11' i r oedgedistance 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to I 11: z maintain the min. edge distance to mortar joints, additional aorxrete anchors 0 yr i, I. 11 o z oo may be repo ned to ensure the 7NAX. ON CENEER" dlmenJon are not exceeded. ma I:I : ti ctitr•21'11'' i I concrete anchor table: j [ 11n 9 sN.t}}HgR ANE i0!! yK y G flS.Il; y f yby? 1btV INEN 4lfiARA ... tU AN,i..`nrr IF EAGCF TA ONO U ON 1/" 1•ip" 1" a g• 3 DOUBLE OUOK MASONRY DOUBLE W SIDELITFS FL-15225.5-80 n ANCHORING OPENING BUCK ANCHORING SHEET 2 of 6 pp Ln A tn wu w 7- k u to 64 4 1 1. 4 ETAIL ",3 . TitIn A W/2X SUCKINSTALLATION W/2X BUCK SEE DETAIL IINSTAUATION DETAIL SEE NOTE 3 ftIllSHEET3 Kw IX BUCK INSTALLATION HEAD 3" IX W HEADMULLIONTyp. JAMBS JAMBS C; 0. SHOWN FOR REFERENCE ASTRAGAL. ASHOWNSHOWNFOR FOR REFERENCE REFERENCE ONLY 7ONLYm e.V. h— SEE 1 II eS DETAIL. 16 s4- 1V oil u. IftC3 DOUBLE QQQff DOLIKE DOR-W12EIM VIEW *F7-:E SWWN w/ OMM CORRUGATED V7EW FAVEHMS. M J30 CM. ALL SIDEUTE TO ODOR JAMB dDNINEOPONS) fi SE Iterri. TEE DESCRIPTIONMaterial A 0 x 2-1 2 f2FH WO SCREW Si fEEt: I X I- SCREW 1 7 P H W'--111 I 17MIng tFrqm;'-.1 51 70'* x34G. I S eo ..... !!, STEEL J— 4M 2- 34PFH, * ELCO 11W COETE SCREW j 4 ITW I SCREW SrCEU TW PFH CONCESCREWX. V SCREW STEEL 13 t j 7y -4. 1..."P.FH CONCRETESCREW.- 12 TIN P CONFORMING MASONRY 3000 .'CONCRETE TOACICONCRETE13 16 20 Z — I 130 it DETAIL "4 DETAIL STRIKE PLATE TO FRAME ATTACH &TRAGAI. THROW BOLT AS SHOWN. A DETAIL " I re t t3 N. T.S. JK - er LFS NO NO,. 15225.5- 80 EXTERIOR INTERIOR b' VEBTTCAC:C OAS ECG QN: . ou 3wft g Egnr pun? .ion a c; INTERIOR EXTERIOR r 7. { 'ell 9' ref/ '•'!: ..••' • . k`, > n a EXTERIOR. csIL ILU ! Ng 7ILc: a o J INTERIOR 6 AtVEITTt ,CRM Ems; o s 26 < .e)utsvllconifpu!b#ioh GIN. BY-. z INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR wi AD HEAD IY MULUON SHOWN FOR REFERENCE tn " f- 9inC4 Ci L 0 16 DETAIL 0 1 SEE DETAV4' SEE VIEW _-C-.-C- SINGLE DOOR WLSIDELITES _VIEWVE--,-r V_1EW"D"-"D" I . .. . 151. 1gagbowmaw g6'&, at the comers maybe adjusted to maInfOln the rrJn must be adjusted tojIonsnoted0" CENTER" Z. commlatjnchar' distancec. to odgliffonal concrete anchors maintain the min. edge ( tn I.Ints', dimension ore not exceeded. may berequ df09nSvfe(h0"MAX0NC:6'MR` 3. Concrete anchor table: A I fX41100 A 4" ow: TA * LC 1104 IL .. 0 LM . . .... W 3 IV AVSHOWN AS11 OWN T 0 nw SIDELlIg !—qTA- 1. The qfdelfte Is dfrect set into the jamb Vvith (12) pfh. wood screws. There are 14) at each down at 13.5, 31", 48.5'& 66". There are (21 at the header at rb; Ih:.IOP re (2) at the sill, 4"ftom the outside comers. fIc . tl= of the trome. here amth. al j 1 I I - -T1- I 9") HEADD H D WHEAD y. MULLION SHOWN FOR REFERENCE 16-911 V JAMB Typ, @ JAMBS k4*116"JAMB 7-- 0 U 0 SEE - L"Y&lr Tp. 0 JAMBS j*911e JAMB SEE oETAIL pill I f'N n B"I" SINGLE DOOR VIEW "A" -"A" SINGLE DOORW H. JSIDELITE VIEW DETAIL "r DETAIL "rranQfff 27. 'w FAIL 4 8__dn 'r DETAIL "3" 3, qDETAILIt FL— R W R W Building Consultants, Inc. Consulting and Engineering Services for the Building Industry B, C P.O. Box 230 Valdoo, FL 33595 Phone 813.659.9197 Florida Board of Professional Engineers Cenificale of Authorization No. 9913 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Thera Tru Corporation, based on Rule Chapter No. 611320-3, Method 1A of the State of Florida Product Approval, Dept of Business !s Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturingordistributingtheproductorinanyotherentityinvolvedintheapprovalprocessoftheproductnamedherein. Limitations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excludingthe "High Velocity Hurricane Zone". Sae the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AFBPA NDS 2012. All other fastener types to be installed following fastener manufacturers installation instructions. ne ter -center distances shall be sped by the fastener manufacture, but in no instance shall they 4. Fastener embedment depths, edge distance and ce 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 forspecific jobs in accordance with the governing code. etails of drawing FL-15225.5-68 require further engineering analysis by a licensed engineer o 7. Site conditions that deviate from the dr registered architect. supporting Documents: 1; i. Renart t ta: ETC-0' f=741-10702.0 ETC-01- 741-11008.0 TEL 01460147 2, Drawing No. No. FL- 15225.5-68 3. Caicuiatiuns Anchoring Teat Standard ASTM E33( 02 / TAS 202-94 ASTM E330- 02 / TAS 202-94 ASTM E330- 02 / E1886-02 / E1996-02 Preuared by RW Building Consultants, Inc. (CA #9813) Pn3oared bb C RW Building Consultants, Ine...(CA #9813) Sheet 1 of 1 f`R tlilttl tab0['atOrV ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sinned by Wendell W. Haney, P.E Joseph L Dolden, P.E. Lyndon F. Schmidt, P.E. Z;lg d:8:Sealed by Lyndon F. Schmidt, P.E. Lyndon F'. Schmidt, P.E. V1 f! Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/ 2015 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPON-SI81LITY 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 ANCHGR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLA7ED 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" M!NIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW; A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI, C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER).. D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063—T5 1/8" THICK MINIMUM TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 ELEVATION 3 — 9 'INSTALLATION"DETAILS — F.A. SCALE- NTS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. L MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED NOTES On N0. 08-00503 09 1 SHE.1 OF 9 SIGNED: ]0/27/2015 r . 6" MAX - i 6" MAX i L 17" MAX O.C. 96" MAX FRAM E HEIGHT i i I 1- 6" MAX REV I DESCRIPnON 143" MAX FRAME WIDTH A ADDED CFARTS B REVISED PER NEW TESTING C AOOED FLANGE INSTALLATIONS 6" MAX CHARTMI 0 REVISED INSTALLATION DETAILS WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE.NOTE9SHEET I` SERIES 4301440 XIX SGD EXTERIOR VIEW " DESIGN PRESSURE RATING IMPACT RAT/NO f40. OPSF NONE SEE CHARTS #1 AND x2 FOR OTHER UNITS RATINGS REVISIONS Design pressure chart (p4 Frame Sirgle Panel and Total Frame Width (in) Height 30. 0 36.0 42.0 1 47.7 in) 90. 00 108.00 126.00 143.00 Pas I Reg Pas I Neg Pos Neg Pas Neg 84. 0 40.0 60.0 40.0 57.9 40.0 52.0 40.0 1 48.0 88. 0 40.0 60,0 40.0 54.6 40.0 48.9 40.0 45.0 92. 0 40.0 59.6 40.0 51.7 40.0 46.1 40.0 42.3 96. 0 40.0 56.6 4U.0 1 49.0 40.0 43.7 1 40.0 1 40,0 CHART # 2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED SEE NOTE 9 SHEET I Design pressure chart (psi) Frarne Single Panel and Total Frame Width (In) Height 30. 0 36,0 42.0 47.7 in) 90. 00 108.00 126.00 143.00 Pas Neg Poe j Neg Pas Neg pas Neg 84. 0 50.0 60.0 57.9 57.9 52.0 520 48.0 4B4O 8. 0 60.0 60.0 54.6 54.6 48.9 48.9 45.0 45.0 r 92.0 59.6 59.6 51.7 51.7 46.1 46.1 42.3 42.3 96. 0 56.6 55.6 9,0 449.0 43.7 43.7 40.0 1 40.0 CHART A3 Number or anchor locations required Frame Height in) Single Panel and Total Frame Width (in) 30. 0 1 36.0 42.0 1 47.7 90, 0 1 108.0 126.0 143.0 H& S Jamb H&S Jamb H&S IJamb I H&S I Jamb 64. 0 6 6 7 6 8 6 9 6 88. 0 6 6 7 6 B 6 9 6 92. 0 6 6 7 96, 0 6 6 7 DATE I APPROVED 03/ 06/12 1 R.L. 10/ 15/13 R.L 12/ 06/13 R.L. 08/ 05/15 R.L. 6 1 S3 . 8696 ._ SIGNED: 10/27/2015 MI WINDOWS DOORS LLC 1900LAKESIDE PARKWAY FLOWER. MOUND, TX 75028 GENS 0 51 yc- SERIES 430/440 XIX SGD*• 143" x 96" REINFORCED ELEVATIONSST"ATE OF •` C' •vf 1 Q• \ DRAWN: OWCN0. REV OS-005230E 0 ssj NAGIll1EaG` SCALE DATENTS02/23/09 9 1/2" MIN, EDGE DISTANCE I 1 3/8" MIN. WOOD FRAMING OR 2X BUCK EMBEDMENT BY OTHERS 4 1 / 4" 1 3/8" M!N EMB_DIAENT J r s SHIM 110 WOOD SPACE 1/2" MIN. SCREW illltl EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 10 WOOD SCREW 3E SET IN F APPROVED MIN, v1ENT WOOD ^'RAINING OR 2X BUCK BY OTHERS REVISIONS REV DESCRIPTION DATE APPROVED A ADDED CHARTS 03/06/12 R.L. B i REVISED PER NEW TESTING i 10/15/13 R.L. C ADDED P,ANGE INSTALLATIONS 12/06/13 R,! 0 REVISED INSTALLATION DETAILS 0B/OS/15 R.L. 1/4" MAX. SHIM SPACE INTERIOR LAo 1 1 I A EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAWN: 0w0 N0.— W_--- F.A. 108-00503 GALE NTS DATE 02/23/09 ISHEET3 OF 9 SIGNED: 1012712015 IL0 1//// XO R NSF o(,,C6 251 TAT: OF LOR10P• sSZOINALIE\G\ M ETAL STRUCTURE BY OTHERS 10 SUS OR SELFDRILLING SCREW METAL STRUCTURE BY OTHERS 3/ 4" MIN. EDGE DISTANCE I 1/ 4" MAX. SHIM SPACE 3/ 4" MIN. EDGE DISTANCE VERTICAL. CROSS SECTION METAL STRUCTURE INSTALLATION': NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED W ACCORDANCE WITH ASTM E2112 4S OR RILLING R L TO BE SET IN BED OF APPROVED ALANT I I3/ 4" MIN, EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL'. STRUCTURE BY OTHERS F. A. scALE ' NITS' REVISIONS DESCRIPTION ADDED CHARTS REVISED PER NEW TESTING ADDED FLANGE INSTALLATIONS REVISED INSTALLATION DETAILS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 95" REINFORCED FRAME INSTALLATION DETAILS OvtC v0. 08- 00503 DATE 02/23/09 JSHEE14 OF 9 DATE appR0 E0 03/ 06/12 R.L. 10/ 15/13 R.L. 12/ 06/13 R.L. 08/ 05/15 1 R.L. SIGNED: ! 0/27/2015 J\ R111iIO4f XGENSF 9iP 51k DTA TE OF ORfill ID: CONCRETE/ MASONRY BY OTHERS OPTIONAL 1x BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1. 3/16'• TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN. iEDGE DISTANCE MIN. c EMBEDMENT 1/4'• MIN. ,. -IM MAX. EMBEDM ENTa' II SHHIM SPACE1 2 1/ 2" MIN. EDGE DISTANCE I ! INTERIOR 1 /4" MAX. SHIM SPACE 3/16" TAPCON 3/16' TAPCON CONCRETE/MASONRY ° BY OTHERS EXTERIOR INTERIOR SILL TO BE SET IN '' °' a EXTERIOR A BED OF APPROVED SEAv+NT ° a .. 1 1/ 4" MIN. EMBEDMENT e 4 ,' •' a. VERTICAL CROSS SECTION CONCRETEIMASONRYINSTALLATION , _ 2 1/2" MIN. EDGE DISTANCE REVISIONS DSCRI7T- 0IJ ADDED CHARTS REVISED PER NEW TESTING ADDED FLANGE INSTALLATIONS REVISED INSTALLATION. DETAILS J t JAMB INSTALLATION DETAIL GATE APPROVED 03/06/ 12' R.L. 10/15/ 13 ' R.L. 12/05/ 13 R.L. 08/05/ 15 R.L. OPTIONAL IX BUCK CONCRETEIMASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. - 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E22112 IsL SIGNED: 70/27/2015 MI WINDOWSLLC 1LAKESIDE PARKWAY FLOWER MOUND, TX 75028 S iR}II I0 OENS SERIES 430/440 XIX SGD o,L2S1 x= 1 43x 96" REINFORCED FRAMEE INSTALLATION DETAILS z STAT OF ` OAF GORI P • sSj NA11E? G\ 0RA°Jn: AE DWG NO. O8 REv 0 SOOE5530F 9 5 NTS DnTE" 02/23/09 RMSIONs 1/2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE A AD -DEC CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L. 1 3/8" MIN. C ADDED FLANGE INSTALLATIONS i 12/06/13 R.L. OOD FRAMING EMBEDMENT OR 2X BUCK t D REVISED INSTALLATION DETAILS 08/05/15 R.L. BY OTHERS ----- 3/8" MIN. 1/4" MAX. 1/4„ i EMBEDMENT SHIM SPACE j AMAX. J 7. .SI Ji SHIM SPACE INTERIOR 1/2" NIA 10 WOOD EDGE DISTANCE SCREW l I r EXTERIOR I I INTERIOR 11I' 10 WOOD i I SCREW 10 WOOD SCREW I SIL_ TO BE SET IN A BED OF APPROVED SEALANT I 1 WOOD FRAMING EXTERIOR IuJJJOR2XBUCK I 1 BY OTHERS I WOOD FRAMING JAMB INSTALLATION DETAIL L OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS i 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION , WOOD FRAMING OR2X BUCK INSTALLATION SIGNED: JO/27/2015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY \\\\5 F:'• Dhj FLOWER MOUND, TX 7502EEN&' 9p,;- NOTES: SERIES 430/440 XIY, SGD =*• 0 51 *= 7. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 143" x 96" REINFORCED NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS OF 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ORAwN: DwcNo. REV i'O•'<OR10Q:'•\ DESIGNED /NACCORDANCEWITH ASTME2f12 F. A. 08-00503 p 23 .,/ 09 sN6 OF 9 / /II1111111 A scecE NTS °ADATE02",.Er / C\ METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE Lxl tHIyH 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION uri cnlvn 1/4" MAX. SHIM SPACE 1/4" MAX. SHIM SPACE OR 3/4"+ MIN. LUNG3/4' DISTANCE INTERIOR 10 SMS OR SELF GRILLING 1 SCREWS 1 L TO BE SET IN BED OF PROVED SEALANT REV DESCRIPTION DATE I APPROyED A ADDED CHARTS 03/05/12 R.L. 8 REVISED PER NEVI TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/OS/13 R.L. D REVISED INSTALLATION DETAILS 08/05/15 R.L. METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION L_ j c> L _, L I SIGNED: 1012712015 MI WINDOWS AND DOORS LLC t1111I/U/j 1900 LAKESIDE PARKWAY FLOWER MOUND, TX S R, L p/ij 75028• 6ENS' NOTES: SERIES 430/440 XIX SOD 5 0 *= 1. INTERIOR AND EXTERIOR FINISHES,BYOTHERS, 143" x 96" REINFORCED(,r.6E2 NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS TAT E OF • _ 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE jO[ iT DESIGNEDINACCORDANCEWITHASTME2112DRAWN: owD ND. REV • O isS aNA41E G\ 08500503OF D scAL' NTS ., DATE '02/23/09 9 REVISIONS 2 1/2" MIN REV DESCRIPTION GATE MPROVEJ CONCRETE/ -r E0GE DISTANCEMASONRYI A ADDED CHARTS 03/06/12 IIR.L. 6Y OTHERS .,_ , 3 REVISED PER NEVI TESTING 10/15/t3 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. a° e. ems. -. 1 1 MIN. E I BED I4 . ' 4.ENT 1 1/4" MIN. 1/4" MAX. I 0 REVISED INSTALLATION DETAILS 08/05/15 R.L. EMBEDMENT SHIM SPACE OPTIONAL - 2 1/2" MIN. 1X BUCK EDGE DISTANCE ° TO BEE INTERIOR a SECERLYURED j 1/4" MAX. SEE NOTE 3 `I SHIM SPACE SHEET 1 "- 3/76" TAPCON 3/16" TAPCONFile CONCRETE/MASONRY EXTERIOR I INTERIOR BY OTHERS I •' f 3/16" TAPCON a A SILL TO 9E SET IN EXTERIOR A 8ED OF APPROVED SEALANT . 1 I OPTIONAL IX BUCK JAMB INSTALLATION DETAILTOBEPROPERLY" SECURED CONCRETE/MASONRY INSTALLATION MASONRY/ I I SEE (VOTE 3 SHEET 1 CONCRETE BY OTHERS NOTES: 54-T 1 ' • . ° `. 1 1 /4" MIN. HINTERIOR AND EXTERIOR FINISHES, BY OTHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANTBYOTHERS TOBE ien DESIGNED W ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION 2 1 /z" MIN.CONCRETE/ MASONRYINSTALL4TION EDGE DISTANCE - j C 4--- J Lo C SIGNED: 1012712015 MI 1900oWS LAKESIDDDOORPARKWAY LLC FLOWER MOUND, TX 75028 =\ •GENq* 9J SERIES 430/440 XIX SOD = *• 0 61 1 FLANGE x STA REINFORCED J ° FLANGE INSTALLATION DETAILS - . TAT OF DRAWN: DVY.. ND. REV s Al ORiOP°G\\\\ F.A. 08-00503 D4 OhIAL scnca' NTS oaE 02/23/09 SHEET OF 9 ///lf111IN1 1\ 1 5/8" MIN. EDGE DIST. TRIM —` INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STR!P EXTERIOR 1 1/4'" MIN. EMBEDMENT 1X BUCK BY OTHERS, iX BUCK TO BE nI PROPERLY SECURED 3/i6" HOOK STRIP INSTALLA MASONRY/CONCRETE INTERIOR TRIM PANEL INTERLOCK METAL STRUCTURE — BY OTHERS TRIM INTERIOR HOOK STRIP REVISIONS REV DESCRIPTION DATc APPROVED A ADDED CHARTS 03/06/12 R.L. B REV!SED PER NEW TESTING i 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D REVISED INSTAUATION DETNLS 08/05/15 1 R.L. 3/4" MIN. EDGE OISTANCE SELF DRILLING SCRjSCREW 1/2" MIN. !' ?ANEL EDGE DISTANCE EXTERIOR !NTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE 1 3/8" MIN. EMBEDMENT I HOOK STRIP CWOOD SR 1, SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT 8Y OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS DRAWN: DM ND. F. A. 08-00503 SCALE NTS DATE 02/23/09 1 sNEET9 OF 9 SIGNED: 1012712015 1R. ! I LIO y\ OENS'9cP k o, 5251' TTAttT kOF 5 Fd' F4 O V) 0/0NAL1E\ f BQS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications l 11 Product ApprovalbprIUSER: Public User Staff BCIS Site Map Links Search lT+ yo rnwwrl Mn,L > pprec.c'" orr A,ufn at— S^arcn > AUE)6 Mwjn L;sr. > Application Detall 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 RBELKNAP@WINDSORDOOR.COM' Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR.COM Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies' i Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received i i Florida Engineer or Architect Name who developed the JOHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 08/28/2018 i Validated By Kurt Dietrich PE i Validation Checklist - Hardcopy Received I Certificate of Independence i 1-150£0 R Cot Car of .Ind. Saes 2015 s-od' 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 15080A RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 1755 Limits of Use j Installation Instructions Approved for use in HVHZ: No 1 FLi50$01 II 9"90fi revFambAttach s.odf Approved for use outside HVHZ: Yes Laclilnstall s odF Impact Resistant: NoL 50f30.1 a B79 s. df Design Pressure: +22.9/-26.4 Verified By. )OHN E. SCAE PE FL 51737 Other: +22.9/-26.4 LISTED IS FOR THE 9' 0" X T 0" OTHER Created by Independent Third Party: Yes SIZES AND PRESSURES ARE LISTED ON THE DRAWINGS Evaluation Reports FL15680 R1 AE Ev ai Pep,), t itesPan r1a s pdf Created by Independent Third Party: Yes 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GA-, BOLTED TO, #4 TRACK BRACKETS WITH 11 4"-20 X 5/8` TRACK BOLTS, OPENINGHEIGHT #4 9OTOVER ORHEIGHTT3/ 4" X 1-1/2" X 13 GAGE MIN. 1/4• X 1/2" LONG GALV. STEEL HORIZONTAL ANGLE. 115E EXTRA CARRIAGE BOLT k HUT 1/ 4" X 3/4' HEX HEAD SELF rr • DRILLING// SCREW S14EEi2LE1TALSCREM1YS, ALV, STEEL HORIZONTAL K 18 GAGE OR 13 GAGE D ON THE WEIGHT NNE DOOR. DETAIL D 16 GAGE GALV, STEEL 5 STRUTS TOP BRACKET WITH 14 3' 20G4 WIDE 6 % GAGE ROLLERHOLDER3. 2 WUE 118 X SEEDETAIL D. (SEE DETAIL A) . 2' ROLLER WITH I 7/t 6" T1Otk STEW. 1 TIRE; X5E7) 7 BALL SHORT STEM JJJB 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK J STRUT_ON_ UPPER., PART OF 63" (16 x 7) LEAF (SETDETA B). 74" (16 X 8)— 7 GALV, STEEL ( 14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL 42" ( 16 X 7) 50" (15 X 8) TR T1 ATTACHED STRUT WITLONG HEXHEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 21" (16 X 7) I/2' POLYSTYRENE BRACKETS EACH SUE 24 (16 X 8) INSULATION STANDARD OF FORMODEL 735. SECTION DVER HINGE LEAF. (SEE DETAIL B). 3 S» 1- 3/ 8• POLYSTYRENE GAGE O END STILES — FASTENED WITH 21" OR 24" HIGH INSULATION OPTIONAL FOR MOO. 724,. 730. TO PANEL. USE END 'GT' PANEL GALV. AND 750, 755, 426. TOG—L—LOCSOJERENDSTILES. ( SEE DETAIL C) STEEL STOP MOULDING NAILED EVERY 9" 25 CAGE A 25 GAGE ALLMODELSEXCEPTSTRUT ON BOTTOM BRACKET 6-0 TYPE NAIL MIN,--..24 GAGE MODEL 750, 755 13 GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 2 2 LAG SCREW5/ 16' X 1-1/2" FASTENERS. BOTTOM SCREW CAN BE ABOVE SECTION B-B 20 GAGE GALV: STEEL CENTER STILE SECTION A —A OR BELOW ROLLER. TOG—L—LOC OR POP RIVETED TO PANEL. NOTE: GLAZING 18 GAGE GALV_ STEEL CENTER HINGE RESIDENTIALDEBRIS 1pGA. COMMERCIAL GALV, STEEL TRACK BRACKETS. SEE ABOVE FASTENED WITH (4) 1/4" X 3/4' FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16" X1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P.S.F. TABLE DOOR :SIZC... OESON. PRESSUPE . ..TEST. PRESSURE. WIDTH HEIGHT P0517A NEGATIVE POSITIVE NEGATIVE 16'-U" 7- 0" 18.7 20.8 28.1 31.2 16,-0" 8'- 0" 18.7 20.8 28.1 31.2 NOTE: ALL NON — DESCRIPTIVE FASTENERS SHOWN TO BE / t/4"-20 X 5/8' HEX BOLTS & NUTS OR// 1 /4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. \"` .. //j DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. fL—PE. 172 DETERMINATION OFSUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Profczsionol pronad on FlndhodwOPTIONAL SSB GLASS LIGHTS I6'( DOUBILE CAR) 4")) X 16' AIR(( VENTS IN4CHRMD. N. TOTAL OPEN // AREA). OPTIONAL. AGE! CEP USE ONEEXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, ENO STILE A, RAIL. 1 7' OR 8' el DPTIONAL LONG PANEL STILES COLUMNS) EMBOSSES HINGES 3 COLUMNS) TYPiCAi FOR EACH 1 25" —I ',—, 20 CAGE END STILES DETAIL B 20 GAGE END CAP 3• e I Oe 1-- 2. 75" — 1 L,. DETAIL A DETAIL C 3' 20GA WIDE STRUT 16 X 7)) 3" 18GA WIDE STRUT (16 X 8) NOTE: DOOEER MUST BE INSTALLEO WITHOR A LDCKR AN (MUSTUE ENGAG EBOTHBO HT ' X7 ' TRACKS ON ISGORSWITHEXTENSIONSPRINGS). LI6'-E8] LITTLE- ROCK AR, 72219-8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR 12/15/11 RLB TOLERANCE Wl B 2866 3 10 08 RLB FRAC,f DEC. t .015- NEXT LEVEL DATE DWG. NO. 2848 11/i/07 RLB ANG. f 1 11 t D7 99-8-079 E.G.N. DATE: APPROV. SCALE NONE PLOT SCALE DRN, BY 8H SHT 2 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16" X 1-1/2" LAG SCREWS — 2" GALV. STEEL VERTICAL TRACK 16GABOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOIL OPENING HEIGHT NOT OVER D OR HEIGHT) kN" t DETAIL E -, I III' 4 BRACKETS EACH SIDE 20 GAGE END STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES. ( SEE DETAIL C) 6i 0P TYPE LNAIL MINCED EVERT 9" 3/4" X 1-1/2" ( 3) 1/4' CARRIAGE BOLTS X 13 GAGE MIN, GALV. STEEL. HORIZONTAL ANGLE. 1/4' X 3/4" SHEET METAL EXTRA SCREWS 1/4" X 3/4" V110 2" GALV. STEEL HORIZONTAL HEX HEAD SELF DRILLING SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D 13ASED ON THE WEIGHT OF THE DOOR. 1.25" -I I-- 63" 18 18 X 7) 74" X 8) 3 SEE DETAIL "E" i f-- DETAIL ALA 42" (18 X 7) 3" 18GA WIDE STRUT SECTION B-B GAGE GALV, STEEL WINDLOAD TRACK BRACKETS. SEE At SPACING. FASTEN TO WOOD JAMBS WITH 5/I6" % 1- SCREWS h WASHERS. PREPARATION OF JAMEIS BY OD DETAIL "E". P.S.F. TABLE DOOR SIZE I DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 13'-0" 7'-0" 18.7 20.8 28.1 31.2 18'-0" 8'-0" 18.7 20.8 1/2" POLYSTYRENE INSULATION STANDARD FOR MODEL 735. 6 STRUTS 13 GAGE GALV. STEEL TOP BRACKET 3' 18GA WWITH10GAGEROLLERHOLDER. SEE DETAILNOTETHATROLLERHOLDER CURL IS TURNED DOWN. SEE DETAIL D. STRUT JUST BELOW TOP BRACKET. 2" HURRICANE ROLLER WITH B TIRE "STTEEL 10 BALL M. OPTIONAL LOCK STRUT ON UPPER PART OF I ISECTIONOVERHINGE LEAF. (SEE DETAIL 8). GALV. STEEL (14 GAGE) COMMERCIAL END HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4" X 16" AIR VENTS STRUT OVER HYINGAIL ART OF INC H)MI . TOIYA2L PEN OPTIONAL SSB GLASS LIGHTS 1B'(DOUBLE CAR) STRUT ON LOWER PART OF USE TWO EXTRA SELF DRILLING SECTION ABOVE HINGE SCREWS THROUGH HINGE LEAF, LEAF. END STILE I RAIL AS SHOWN. GALVANIZED STEEL TYPICAL EACH END HINGE. STRUT ATTACHED 2" WITH 1/4". X 3/4" LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 0 1-3/8" POLYSTYRENE 21" OR 24" INSULATION OPTIONAL HIGH PANEL FOR MOD. 724, 730, GALV. AND 750, 755, 426. p PREPAINTED STEEL O / 25 GAGE ALL ---STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL „ 750. 755. GAGE GALV. STEEL BOTTOM BRACKET ATTACHED WITH 3 ID FASTENERS. BOTTOM 2 SCREW CAN BE ABOVE OR BELOW ROLLER. F SECTION 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 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 21 FAIRGATE DR. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX -PE 56308-F-22U3 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-PE-51 -997251737 00 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES 15 THE RESPONSIBILITY OF OTHERS. Professianol Engineer's seal provided only for verificationwprovidedconstructiondetails. DETAIL B CONSTRUCTION STRUTS 7' OR 8' B OPTIONAL LONG PANEL EMBOSSES CENTER STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE END CAP e" 0e n rrnn NOTE: DOOR MUST BE INSTALLED RAILS WITH EITHER AN ELECTRIC OPERATOR OR A LOCK MUST ENGAGE BOTH TRACKS ON OORS WITH EXTENSION SPRINGS). 18' X 7' L.H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN FBC 1'9' X 81FL15080 P.O. BOX 8915 N: LITTLE ROCK, AR 72219 8915 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 g 12/15/11 RLB TOLERANCE DEC.. "5° t 1- 2866 3/10/ 03INAPPROV. NEXT LEVEL PLOT SCALE DATE: 11 1 07 DRN. BY BH DWG. NO. 99—B-079284811/1/07ANG. E.C.N. DATE: SCALE NONE SHT 3 OF 3 2" GALV. STEEL HORIZONTAL TRACK. 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. USE EXTRA 1/4- X 3/4" HEX HEAD SELF DRILLING SCREW 1/4" X 1/2` LONG CARRIAGE BOLT & NUT 3/4" X 1-1/2" X 13 GAGE MIN. A GALV. STEEL HORIZONTAL ANGLE. USE13GAGEGALV. STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD SHEEt2M E1iAL"SCREWS' JAMBS WITH 5/16" X 1-1/2" LAG SCREWS. DETAIL D 2" GALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4"-20 X 5/8" TRACK BOLTS. 18GA. (9 X 7). 16GA. (9 X 8). OPENING HEIGHT III 63" (19 X 8) NOT OVER DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (9 X 7) T37" X 7) 1/2" POLYSTYRENE X 8) (3 BRACKETS EACHSIDE} INSULATION STANDARDCOMMERCIAL (9 X 8) FOR MODEL 735 r20 GAGE END STILES - FASTENED WITH I TOG-L-LOCS TO PANEL. USE END CAP OVER END STILES ON 9 X 8. 21" OR 24" SEE DETAIL C. HIGH PANEL STOP MOULDING NAILED EVERY 12" GALV. ANO PREPA 6-D TYPE NAIL MIN. A25GAGGEE STEEL ALL MODELS EXCEPT 24 GAGE MODEL 750, 755 2 T LAG SCREW - 5/16" X 1-1/2` SECTION B — B 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL. 1OGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE 18 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 S1ZE 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/B" HEX BOLTS & NUTS OR 1/4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES FL-PE-51737 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. 972 492-95g0 Professional Engineer's seal DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS, provided only for verification windlcad co st—tion details. OPTIONAL SSS ALTERNATE CONSTRUCTION16GAGEGALV. STEEL TOP BRACKET GLASS LIGHTS A USING (2 STRUTS WITH 14 GAGE ROLLER HOLDER SEE DETAIL D) ' a 7 OPTIONALLONGPANEL EMBOSSES 2" ROLLER WITH 7/16" DIA. STEM. TIRE: NYLON OR 7 BALL STEEL. (9 X 7). 2" ROLLER WITH 7/16" DIA. STEM. B B TIRE: 7 BALL STEEL. (9 X B). 7' OR 8" OPTIONAL LOCK NOTE: DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTH 3 STRUTS 9 TRACKS ON BOORS WITH EXTENSION (SINGLE CAR) CENTER STILES SPRINGS). 3" 20GA AND HINGE SEE DETAIL A) (4(" X 16" AIR( VENTS (1 COLUMN WHRMIN. 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 SE 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. 2J5" DETAIL A 20 GAGE END STILES 3" 200A WIDE STRUT 1-3/8" POLYSTYRENE INSULATION p OPTIONAL FOR MOD. 724, 730 a ° 750, 755, 425. Oa O p• L 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 SATISFY IMPACT DETAIL C 9 X 7 DEBRIS REQUIREMENTS IN FSC AI I I FL 15080 9 X 8 P.O. BOX K. A n ® 7 219 LITTLER 91K AR 501) 562-1872 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR W1 B 12/15/11 RLB TOLERANCE 2866 3/10/08 RLB FRAC.f 1/64` DEC. t .01s ANG t 1' NEXT LEVEL DATE: i t 1 07 DWG. NO. 99-B-079284811/1/07 RLB E.C.N. DATE: APPROV, SCALE NONE PLOT SCALE DRN. BY BH SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2" LAG SCREWS 2" GALV. STEEL VERTICAL TRACK 16GA , BOLTED TO A4 TRACK BRACKETS WITH 1 /4"-20 X 5/8" TRACK BOLTS, OPENINGHEIGHT N4NOOVERDORTHEIGHT) 3 3/ 4' X 1-1/2" X 13 GAGE MIN. CARRIAGE BOLTON NUT GALV. STEEL HORIZONTAL ANGLE. USE EXTRA 1/ 4" X 3/4' HEX HEAD SELF DRILLING/ SCREW USESHEE 2 EiAL^SCREWS.. a 2" GALV. STEEL HORIZONTAL TRACK 16 GAGE OR 13 GAGE BASED ON THE WEIGHT OF THE DOOR. DETAIL D 63" ( 15 X 7) 74"( 16X 8) 42" ( 16 X 7) 50"( 16 X8) 16 GAGE GALV. STEEL 5 STRUTS TOP BRACKET WITH 14 3" 2DGA WIDE (16 X GAGEROLLERHOLDER3^ 1BOA WIDE (16 X SEE DETAIL D. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2' ROLLER WITH 7/ 16" DIA. STEM, TIRE: ST EL 16 X 7 7 BALL SHORT STEM 16 X 8) 10 BALL LONG STEM OPTIONAL LOCK —/ STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAIL B). 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) X 7) 1/ 2" POLYSTYRENE 4 BRACKETS EACH SIDE 16 X 8) INSULATIONSTRUT STANDARD FOR ON UPPER PART OF SECTION OVER HINGMODEL L21(16 735. LEAF. (SEE DETAIL B. 3 1- 3/8- POLYSTYRENE 21" OR 24" HIGH INSULATION OPTIONAL TO GAGE END STILES — FASTENED WITH TOG— L—LOGS TO PANEL. USE END CAP AT PANELGALV. AND FOR MOD. 724. 730. 750, 755, 426. OVER ENO STILES. ( SEE DETAIL C) 25EGAAINT1713 GEALLSTRUT ON BOTTOM BRACKET STOP NO NAILED EVERY 9" MODELS EXCEPT 6— D TYPE NAIL MIN. 24 GAGE MODEL 750, 755 I 13 GAGE GALV. STEEL Jj BOTTOM BRACKET ATTACHED WITH 2 2 FASTENERS. BOTTOM LAG SCREW 5/16" X 1-1/2" SCREW CAN BE ABOVE SECTION B - D SECTION A -A OR BELOW ROLLER. 20 GAGE GALV. STEEL CENTER STILE TOG— C—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 JAMBS WITH 5/16" X 1-1/2' HEX HEAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. S.F. TABLE DOOR SIZE DESIGN PRESSURE TEST PRESSURE WIDTH HEIGHT POSITIVE NEGATIVE POSITIVE NEGATIVE 16'- 0" 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 8'-0" 18.7 20.8 28.1 31 .2 NOTE: ALL NON —DESCRIPTIVE FASTENERS SHOWN TO BE 1/ 4"-20 X 5/8" HEX BOLTS & NUTS OR 1/ 4" X 3/4" LONG HEX HEAD SHEET METAL SCREWS. 3121 FAIRGATE DR. Carrollton, TX 75007 DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES TX —PE 56308—F-2203 LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/DASMA 108-05. FL-2PE492— 7 975'737 00 DETERMINATION OF SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. Professional Engineer's seal W'ovided only for verification of ndload constructiondetails. USE ONE EXTRA SELF DRILLING SCREW THROUGH TOP LEAF OF HINGE, END STILE & RAIL. TYP`ICA; FOR EACH CONSTRUCTION STRUTS OPTIONAL SSB GLASS LIGHTS 7' OR 8' B 16'( DOUBLE CAR) OPTIONAL LONG PANEL CENTER STILES ( 5 COLUMNS EMBOSSES CENTER HINGES ( 3 COLUMN) 1.25" - 1 f — ui 1- 2. 75" —1 DETAIL A 3" 20GA WIDE STRUT (16 X 7) 3" 18GA WIDE STRUT (16 X 8) 20 GAGE END STILES 20 GAGE END CAP o e Oc 0` DETAIL C L.N. NOTE: WITH DETAIL B T O RACKSSPRINGS). DOORMUST BE INSTALLED 1 EITHER qN ELECTRIC OPERATOR E BOTH 1 6 X 7 ON (ST GEXTENSION DOORS WITH16' X 8' FL 15080 NOTE: GLAZINGSATISFFBCPACT GDEBRIS RDOESNOTSOi D"R P.O. BOX 8915 72219 8915 AR 501) 562- 1072 MODELS: 724, 426, 730, 735, 750, 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR TOLERANCE W1 B B 12/15/11 RLB A 2856 08 3 10RLBFRAC.f 1/64' DEC. t . 015 AND.f 1' SCALE NONE NEXT LEVEL PLOT SCALE DATE: 1 11 1 07 I DRN. BY BH DWG. NO. 99-B- 079 2848 11/1/07 RLB REV. E. C.N. I DATE: APPROV. SHT 2 OF 3 Florida Building Code Online Page 1 of 4 FL17676.9 rg C+ BCIS Home j Log In y User Registration Hot Topics { Submit Surcharge i Stats & Facts Publications a FBC Staff BQS Site Map i Links Search I Professio I Product Approval 4..7J USER: Public User Regulation Product Approval Menu > Product or Application Search > Application List > Application Detail - I FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Building Code Online Page 2 of 4 FL'#, Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 36x74,Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.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.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.1)df ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.E 3540 SH 44x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676. R2 C CAC APC 3540 Fin 44x84.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 wlth FL17676 R2 II Install - 3540 SH Fln 44x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: s://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.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.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B TO Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.1?df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration, Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849E 1247.pdf 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 511988B 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH 152x62 Finless Fame 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 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 I6R2 AE S6 Created Independent Third Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate, Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.odf Approved for use outside HVHZ: Yes Quality Assurance.Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/- 30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/- 25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 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 useoutsideHVHZ: Yes Rey.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 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/- 50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Badr Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F. S., please click here . Product Approval Accepts: SCCI1-• 'Alt; Rtp' . https://floridabuilding.org/ pr/pr_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 A ON;'3. gs N il:W4X/Operations Ai rttiin Eratur) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 1.7030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product:tiesmftd below is hereby approved for fisting In, the next issue of the AAMA Cedilied Pfao*ds Directory. The approval Is based pn suctessful pompi n 0 !eels, and Fie rB rGng in the Administraitor ar he results urtps#s, a=pVatiled by mated draw%igs; by an AAMA AccreditedLaboratory, 1 The listing below will be added to the next published AAMA Certified Products Directory. SPEDII" lCxnm RECORD t11 PRODUCT TESTED AAMAANDMAICSA10VLS.2JA41a-08 LC- PG40*414x2134 (36XS4)-H Negative Design Pressure = 50 psf COMPANY AND CODE CPD NO. SERIES MODEL $ PRODUCT . DESCi tiPTtON I+ mAaM.UM -SIZE TESTED 3540 SI {FINLESS} FRAME SASH Mi Windows 81?oors, l.LC 7157 PVCX0rA)(1G)(1NS.GL) 9t4 mm x 2134 mm . 861 mtn.x 892 mat Code. MTL CREWxinq)(ASTM) 3'{i" x ro") 2- This Certification will expire July 27, 2020 (extended from:duly27,2415 per AAMA 103.44a) and rei4uires validation untilthen by continued listing. in the current AAMA Certified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc_ Report No. B1910.01-10947. Date of Report: August 15, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP- 04 ( Rev.1J11) Validated for Certification 1 4- 4-. 1!010 tedLab6ratories, Inc. Authorized for Certification AmeriV Architectural Manufacturers Association 36' MAX. FRAME VWID'I'I-! III I 4" MAX.. (... ANCFIOR5 TO BE // I EOUA.LLY SPACED, SEE i aNCA-IOi2 CHART SHEET 1 1'0F? UNIT SIZE AND ANCHOR i I QUANTITY O .1_. °4" MAX. I / FRAME 10HEIGHTa_ i 1 MfilC. — -- T........................................................................._............._........._...._................................ ............... i.... SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40. 01-50.OPSF NONE Number of anchors ulred of each amb Haight In) Panet width (in) 24. 0 30.0 36.0 24. 0 2 2 2 30, 0 2 2 2 36. 0 3 3 3 42. 0... 3 3 .... 3 48. 0 3 3. - 3 54. 0 3 3. 4 66. 0 4 4 4 66. 0 4 4 4 72. 0- 4 4 5 18, 0 4 4 5 84, 0 4 5 5 TARI_ F.'. OF, CON'TE:N'1'S SHEET NO. DESCRIPTION 1— ELEVATION.,, ANCHORING LAYOUTS AND NOTES 7 3 INSTALIAIION DETAILS XNI SIGN S DESCRIPnON DATE ePPRO,,ED NO - I ES: 1) 1'HEi: PRODU(,T SHOWN FIE,REIN IS DIi1S!•GNE.:E) AND MANUFACTURED 11) COMPLY WQH REOUIREMEN' TS Of: '1'1:E F'LORIDA BUILDING CODE. 2) WOOD FRAMING AND MASONF!Y OPENING TO HE: DESIGNER AND ANCHORED TO PF• iOPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMIINC AND MASONRY OPENING IS IHE. RESPON`_IBIL11'Y OF THE; ARC'HIIE:CT OR ENGIN:E'.F:R OF RECORD. BUCK OVER MASONRY/CONCRETE IS OPIIONAL. WHERE 1X f=:.!CK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR f.1EMBQANE IS Ti!E RESPONSIt31LITY 0 I' HI?: Ai;C;liffE:Ct' OR ENGINEER OF RECOtJD, 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS; NOT USED IN 'iHE Dt`;IGN CF THE; PRODUCT SHOWN HEREIN. WIND LOAD DURATION F'ACTC7k Cd-1.6 WAS USI' D FOR WOOD ANCHOR CALCULATIONS, 5) FRAtvIE MATERIAL: EXTRUDED RIGID PVC, 6) SASH UNITS ML1GT PF REINFORCED WITH GVI.-451-120, STEEI.. REINFORCEMENT, MEETING RAILS MUST BE REINFORCED WITH RF-,I(j4S-020 STFF.I.. RFNFORCFM UT. 7) UNITS; MUST HE GLAZED PER AS'I'M E 13CED--04. 6) APPROVED IMPACT PROTF.CrIVE SYSTEI I=S L LIZ.F[ FOR THIS PPODUCT IN WIN[) BORNE DEBRIS REGIONS. 4) SHIMI AS REQUIRED AT EACH INST1i._I.ATION ANCHOR WITH L.OAID REARING SHINS. SHIM WHERE; SPACE OF 1/16" OR G3EA1ER OCCURS. M:AXRv1UM ALLOWA3LE Si-om STACK. TO BE 1; 4". 10) FOR ANCHORING INTO MASONRY/CONCRETE: USE.: :5/16" TAPCON i•F'TTH SUF'F'iCIENT LE' NG'FI 1'0 ACHIEVE A 1 1/ 4" MINIMUM EMBEDMENT INTO SUBSIRAI'E` WITH 2 5/ 8" MINIMUM EDGE DISTANCE, LOCATE. ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION' DETAIL'S. 1 i) FOR ;\NCHORING INTO WOOD FRAMING OR 2Y. BUCK USE #8 th+OODSCREW VffHl SUFFICIENT LENGTH TO Af F{!EVE: A 1 .'3/16" MINIMUM E:•113E'DI.IEN'T INTO/ SUBSTRATE. LOCATE ANCHORS AS SHOWN IN E.LEVAIION S AND INSrALL97ION LET' AiLS. 12) AL_L. FASTENERS TO BE. CLORRO'SIC,1 RF::SISTA,NT. 13) INSTALLATION ANCHORS SHALT BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER' S INSTALLATION INSTRUCTIONS, AND ANCHORS SHAIA.. NOT GE:: USED IN SUBSTRATES WITH $IRENGTHtS LESS THAN THE MINIMLII SITREN.rTH SPECIFIED HELOW: A. WOOD — MINIMUM SPFCIFIC GRAVITY OF 0-0.42 B. CON(,;RETE -- WillIMUM COMPRESSIVE STRENJG:I'H OF 3,192 PSI, C., MASONRY. '-- STRENGTH CONFORMANCE TO ASTM C--90, GRADE. N, iIPi_ 1 GREATER). SIGNED: 1012112011 MI WINDOWS AND DOORS 650 WEST` MARKET STREET GRANTZ, PA 17030=0370 SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED NON —IMPACT .36" X, 84 ELEVATION, ANCHORING LAYOUT AND NOTES DRAWN: . JAG 'NIL REV V, L 08-01372 - b4 NTS oArc 10/17/11 1 'HE`'T1 OF 3 2, X D JC K i: RAI, 1 1110 By 0 HFPS, 2X BIUCK T0, t OF VAX. APPROVED SEAL/IHT 4 BE s;:.l. IN A, BED Or Ac_lI;l_ll)vrr) WC EXTERIOR INTERIOR14 lm -.".-- .................... - 3] r(' Bf: _!N 1 it j .. OF A'P"PRC)VED CONSIRUCTKAJ A[)HEI.,;IVE 7, 1 /4 MAX. LANG3 ..................... APPROVFI) S'EALANT, .. ........ ... . ..J. x VERTICAL CROSS SECTION01, H E R',' 6 .. . ....... lit -;, 2X BUCK 1 ---- . ..................... .... . ........ 1. - 1. 2X13UCKIWOODFRAMINGINSTALLATION 2X kU,.!K/'V00D FRAIMING 1;i)' OTI*4E:FS. X RUCK TO BE PROPERLY SECIUR'ED RVOWN -1 DESCRIPTION 1 /4" VAX. 8 WOOD 'St"IF14:11V 71 I.N.T.E.RPOR .... I .. .... .... . ..... .... EXTER.'10P. 1:11"NOE, '01) 13E _/ Sr. IN PED OF A.PPROVED SEALANT HORIZONTAL CROSS SECTION 2X BUCKIWOOD FRAMING INSTALLATION NOTE: INTERIOR AND FXTF.NI0R FIW5HE'- Efy NOT ISH01A.'N FOR CLARITY. r F. I AP r- R0 1, Y. r MI WINDOWS AND DOORS L Lo 650 WEST MARKET STREET GRANTZ, PA 17030-0370 oSERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 b ft rOrFINSTALLATIONDETAILSTAT IRMM owl; 'c". V.L. 08-0 3 ONAL DKIEID'C'ENTS _10/ 17/1 1 2 OF 3 P IONAI_ IX 0L)CI< X t3LL(.,k 70 81 i r"'PERLY SECURED. I"m F 3 SHEVII I L LABIC E BI: OF APPR('.)VFr; :--,,F.Zl,.A\17 P A il-Al) TO BE' SE"', jl\J A BED APPROVFDI. 00N.;FRUCT40N SEALANT J IN TERIORNTERIOR SILL 70 SET IN APFR0vFP RANCE '11) BE 1/1" MAX, SF.J1 si.111"I APPPOVED SEALAN7 F_I(:*W l, I X Bi ICK B r Ix BUCK TO B E MASONRY/CONCRETE BY 101HERS r R OPERLY FEE NOTE 3 SHEPT 1 J VERTICAL CROSS SECTION MASONRY/CONCRETE fNSTALLATION prvinvoly.. mef"pik)k 1 4" WIN. 1/'I." MAX, S_ I i ; 44 By OTHE. R" 1; I 2 5/8" 'Mill, jt It U;K DIST'. 31 ............. J_ II()NAL IX 8UC'K BY EXTERIOR T jIriE.f;s' ix 'uc 10 EIL PFC)PEFLY 301,[-.D. SE;: ' j:LAINGE 70 BE NluTf. :., SHEET I IN 01F AP-DROvFAD SFALANT HORIZONTAL CROSS SECTION MASONRY/CONCRETE INSTALLATION Nk Tf. I AppRmg4o NOTE: INTERIOR AND EXIERIOR FINISHES, BY NOT SHOWN FOR CLARITY. AND DOORSWINDOWSARKETM650WISTRMTP, LEST4iY / GRANTZ, PA 17030-037EEG 0 51"fSERIES3540FINLESSPVCSINGLEHUNGWINDOW STEEL REINFORCED - NON -IMPACT 36" X 84 M-TATINSTALLATIONDETAILS OF C) , 7. DRAWN: po' V. L, 03-01372 fzvp 1O1N11A11L1101\ ru: 0' N//OF 3 L. Roberto Lomas P.& 1432 Woodford Rd. Lewisville, NC 27023 336-945-9695 rlionw a l()MVC.com Manufacturer: N111 Winnows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Lloe: Series 3540 Finless PVG Single Hung Window— Non -Impact Report No.: 511.9.89 Compa''ano The .above menboned.product has been evaluated for compliance with Ilia requirements 6f the Flonda Departmentof Commurnty Affairs for Statewide Acceptance per• Rule 9N-3- The product fisted herein complies with requirements of the Florida B.uildmg Code. SuppottTng Technwibocumea!366011 1. Approval docUment drawing' number 08-t11372, tided Series 3540 Finless PVC Single Hung Window -Non- ImpacL signed and sealed by Luis Robertp t_oinas PE 2, Test report No.: B1910.01A0947, signed and seated by Michael D. Strerrirnel,•P.E. Aori iitecturat 1 esflrig, Inc.York,: PA AAM UINI3MIA/GS 1101/1.5.21A440-f 5 Resign :- pressure: +40.101-50. i 3psf Water penetration resistance 6.06psf Anehor e6lculabons; report number 511989-i, prepared, signed and sealed by Luis Roberto Lonias P.E. Limftations and Conditions of use. Maximum design pressure: +40.0.1-50.0 psf a Maximum unit sim M. x 84" Units must be glazed per ASTM E 1308704. Frame and sash material: Extruded Rigid PVC: Sash. stile and rails and GxW iT eat rig rail re'irdorcement R611. formed steel. Thjs product.is nonrated to be used in the HVHZ. Ttiis: product.is not ir, 00 resistant and requires impact protection to wind bonne debtis regions. installatfan: Units. must be installed in: accordance with approval domment, :08-0137,2_ Co tirrcatiob of lndepsndence: 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:issue& A150.1 don't have nor Wit acquire a financial interest in any otherentity inVotved" in the approval process of the iisted'.product(s). 1of1 i ti l 1 i 1l fi 5 • s , TATE OF00 Z% .+. lfis ONAAL \\ \ Luis. R. Lomas, P.E. FL No:: 62514 11/ 07/2011 Florida Building Code Online Page 1 of 4 FL17676.16 rail, tcIF BQS Home Log In i User Registration. Hot Topics Submi[ Surcharge Stats &Facts Publications FBC Staff € BQS Site Map ( Links Search i Busines ,? Product Approval PUSER: Public User Regulation I ljr 1 L1IrlMi 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 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 httt)s:Hfloridabuilding.org/pr/pi _app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary -et Products FL # Model, Number or Name Description 17676.1 3540 SH 36x74 FinFrame , 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.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 alazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-0.1. Verified By: American Architectural Manufacturers IAssociationCreated 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 O'5/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created- by-Independent Third.. Party:_.._. 17676. 5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 -R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676. 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30. Units must be glazed in accordance with FL17676 R2 II Install - 3540 si I rin 44x04 odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https: Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.odf Verified By: American Architectural Manufacturers ASTM E1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252 odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.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 Ft i7676 R2 II 08-01372 511989.1)df Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: LC-PG35 17676.11 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30 17676.12 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 44x72 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 44x72 odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01247B-10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 48x96 Finless Frame Certification Agency Certificate F1.17676 R2 C CAC APC 3540 FLS 48x96 odf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FI17676 R2 AE 511988B 1371 odf Created by.Independent Third Party: Yes 52x62 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.1)df Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FI 17676 R2 II 08-02269A 12.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG1... 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 APC3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality_Assurance Contract Expiration_Oate. 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.odf . Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.Ddf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72:R35.(072016) Approved for use -outside HVHZ: Yes Rev. DdfImpact.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 Ei300-04. installation instructions ------- FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II install - 3540 SH CHS Fin 108x74.Ddf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bade Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional 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 here , Product Approval Accepts 4111 1Credit!WE https://floridabuilding.org/pr/pi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 AAMA Newt* Mons P iint5fiator Cl TIFICATION PROGRAM AUTHORIZATION FOR .PRODUCTCERMFICATION MI Windows & Doors, Inc. P.O. Box 370 Gratz, PA 17030.0370 Attn: Rick Saw.dey The 'in V* de d issue of the AAMA Gedti . Afb*du s fltreeiicaary Tie Opium is taasett iin 5uomplellon tests,; araCf the napisri rig t4 Elie Jdri3inistror ofthe tes+jl#s of fesls, accxatnpanled by related drawtiig5. by arw. AA, A x ited Laboratory. 1 _ the listing below vAH be added id the next publi0ed: AAAMA CerhTied Products DkecWry. s EC' I. rIcN. TION AAMAIIN C" 110'Ul.S 2IA441-N RECORD OF PRODUCT TES (ED Negative Design Pressuire = -50 .pst SERIES MODEL $ fgftOliUC7` : . CO CtS JE , cmNo. IMAXIMUM SIZE TESTED nl SCRf?N 3W TPJPLE SH (RN) FRAME SASH M1 VIIxldomm & doors, Inc. 1 $'17 Pvt;}{otx.t ,ot } 2731 Ir7M x i1 7 mm ego mr x gig mm Code: [Ili ilhts Gt. RE FIfTit-'fllASTM 9't1" x 0"n {rt:ia" UsCerfigtcatwri:wlA expire:April:112, 2017 and requires ualfdaWin unfl. then by continued listing in thB current AAMACertified Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No._ C7327.01, 409-d7 Date of Report: May 7, 200 Validated for Certification tedLalb&atbdes, Inc. Date: 1QIay 8, 20113 Authorized for Certification Cc: ;AAMA JGS ACP-04 (Rev.1111) American Architectural Manufacturers AssOciatiOn ELEVATION 2' typ. 2" typ. FLASP By OTH 12* o.c. Max. / // L— / Anchar See sootiol Min'. Edge jV ii-WCLEARANCE ALL FOUR SIDES) S HINO Min Edge Distance 7 JAMB DETAIL WHICH. SILL DETAIL HEAD DETAIL Notes: 1. Installation depicted; based' off of structural test report 1 SIZE HEADER AS NEEDED, 2. Wood Screws shall satify the National Design Specification for Wood Construction for material type and Caulk under.ENTIRE dimensional requirements. perimeter., of Nailing fih,b6for* 3. Wood buck installations are assumed 2x fattening. S—P4 (G-0.42) or denser. Suck width shall be greater than the window frame. Width. Tapered or partial width bucks are.. not allowed. Wood buck shall be secured to the structure to resist all design loads. 44 Wool screw lengths shall be sufficient to guarantee 1-1/4" penetration into wood buck.. 5. Maximum shim thickness of 1/14 permitted at. each f4ostonbe location. Shims shalt be load booeft, non — compressible type. 6. These drawings depict the. -details, necessary to mast structural toad requirements. They do riot address the I SHIM AS air infiltration, water penetration, intrusion REQUIRED' or. thermal performance requirements of the Installation. DRYWALL 7. Installation shown Is thot,of the test Window for the sift!: and the design pressure dloimed." For window 6 X SCREW (SHOWN_ WITH 1,/2" sizes striollde than, shown,. locate SHEATHING ) MUST -ACHIEVE 1-1/4' fasteners approx-27 from.comers and PENETRATION: INTOF:STUD. no more than 12" on center, Desigh LTures of smaller window sizes areIM .- 4k-1 -f 46. 4-4 wf.Ai SIZE W _DESIGN: PRESSURE CHART FASTENER TYPE, AND $P9M SHOWN` MIL ALLOW DESIGN! PRESSURES UP TO +35/-50 UNITS UP TO 108* x 74" SEE TEST REPPR7 FOR INDIVIDUAL. UNIT SIZE NO APPLICABLE DESIGN PRESSURE LIMITATIONS) Wtrid . ows & Db 6rig Gratz, PA'. IL lT1 8 rs-V&'4sz899D"u' LNE" FIN- -PAV 3540',-;$Ingle Hung NONE 1; 1 Continuous Head and Sill 3540 SH'OH , FIN NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2, WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. iX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16'. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS I RN I DESCRIPTION I DATE I APPROVED I 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 3500PW, 3500T, 350OSDUTES, 3500SP, 3540PX, 3540T, 3540SDUTES, 3540SP, 3250PZ, 3250T, 325OSDUTES, 3250SP. 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 35BOWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-354OPW, S-3540T, S-3540SDLITES. S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES. W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. SIGNED: 0211712016 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 N\, • •' • • 119 i 0y 61 kSERIES3500FIXEDWINDOW 96" X 60" NON —IMPACT Q+tUti/(` NOTES 0 , TAT OF , W DRAWN: DWG N0. REV N.G. 08-02859 II1111111\\ SCALE NTS DATE 02/04/16 1SHEET 1 OF 3 2" h FF HE 96 MAX. FRAME WIDTH MAX — 10" MAX O.C. 2" MAX 2" MAX 10" MAX O.C. AX. GH T I SEE FOI OFOF SERIES 3500 FIXED WINDOW 2" MAX , EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART N1 Number of anchor Ibcatl onsth re u red Frame Frame Wid(in Height 36.00 42.00 1 48.00 1 54.00 1 60.00 1 66.00 1 72.00 1 78,00; 1 84.00 CHART #1 NUMBER ANCHORS REVISIONS DESCRIPTION DATE I APPROVED MI WINDOWS !AND DOORS 650 WEST MARKET STREET GRATZ, PA 11030-0370 SERIES 3500 FIXED WINDOW 96" X 60" NON —IMPACT ELEVATION DRAWN: Dw0 NO. N.G. 08-02859 SCALE NTS I DATE 02/04/16 s EE72 OF 3 SIGNED: 0211712016 ol STATE OF REv '• ';CORIOP. S ONA j1V\\\ APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE INTERIOR EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION r WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE WOOD FRAMING - BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR REVISIONS DESCRIPTION DATE APPROVED JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. WOOD 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112l ky • y t. 1 1.: VI „r FRAMING BY OTHERS SIGNED: 0211712016 MI WINDOWS AND DOORS R iiLro,/ 650 WEST PA 175T GRATZ,0300370 J•\r,ENS SERIES 3500 FIXED WINDOW it•/ 0, 6¢61 k 96" X 60" NON-IMPACT FIN INSTALLATION DETAILS STATE OF ` DRAWN: DWG N0. REV t`sF 0R10P\\\\ N. G. 08 02859 SCALE NTS JDATE 02/04/16 3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 iM` iM Bus essJW 5 r '...: E 't Py z Af il,'P••} I • cofessraai eguor r. , ^a, -. ` rM?$..,r oevatt 3 '... ,• oeaao r aioas eavr ctoarn BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications Fac Staff BCIS Site Map Links Search Product ApprovalrUSER: Public User Product Approval Menu > Product or Application Search > Application List > Applieation Detail s CPFICE OF,iHEL SScaETaty. Code Version 2014 Application.. 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.odf 1710.5.3 Method 2 Option B https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2f%o2ftCOhpJQgi... 9/6/2016 COMBINL1O WIDTH W I I-- W2 - FRAME HEiCHT WINDOW WINDOW 107 3l8" COMBINED MOTH 107 _/ s" COMBINED WIDi'I-I 8ii FT-EA9, /WINDOW WINDOWHEIGHT MULLION i SPAN) I I if WINDOW FRAME HEIGHTULLION WINDO l WINDOIt SPAN) F W1 V2 - i 1;7 3/8" COMBINED 'N;DTH Design pr tre ratfag (P O Undts.anchored Into wood framing Tributary 11&13 25.50 Width Vn) 3a. 200 48.00 5213 130.0 130:0 130,0 130.0 130.0 130.0krn13p:0-. 130,0 127.2.:127.01270 1270120.7 94:377.9 73.8 7Z 1 72.0 92A 706 5G.0' S1.5 48:G 47.4. 86.5 65.8, 51.T 47.3 44.4 43:0 77.8 587 45.6'. 4L4 38:5 84100 621 1 46.0 1 33.1 1 29.1 1 2&3 24;9 icx D WICOMBINEDWIDTH NI _-I Imo-- W2 -- I 88 FRAMEE WrND6W IINIOW31, HEIGHT----.....___ ..-----._.._.._.- MtJi_L.ION SPAN) I I 07 3/8" OMHINED WIDTH W1 fl 142 _............... I WINDOW 1% FRAME riElGlli WINDOW PyAN) W, l 107 3/8" COVOINED 4V10TH REVISIONS ReY f......-. DESCRIPTION L..............DATE......._../........_APPROVED_...._.. A I REVISEQ INSTALLATIOU DETAILS T08/07/15 1 R.L. - 107 3/8" COMBINED WIDTH W1 .....I ...................... W2 ....................... WINDOWFRAMEf/ HEIGHT WINDOW MULLION SPAN) f -- W 1 I+ W2. 107 3/8" COMBINED 'WIDTH APPROVED CONFIGURATIONS MULTIPLE UMTS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 31B':AS SHOWN HEREIN. Destgn pre=ws rating (PsO Units anchored Into masonry/concrete Mullion apan (in) Tributary widt ' 3&00 42001833; R30. in}. 48:00 32.13 25.00 130,0 130.0 13p.0 130. 0 130A 37.38 130.0 130.0 d30.Q 130-0 130.0'. an.63 130.Q 130.Q 1o.Q 13Q.Q13Q o 00 130,0 87.8 79.3 73.96&63 i3p,0 729 65.52: 72.D0 99.3 54.0. 48.1 44,0 42,0 00 62.1 45.0 33,1 29.1 26,3 24,9: LARGE AND SMALL MISSILE tMPACT, LEVEL D, WINDZONE3 DIMENSIONS 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 V.L. 1 _ 08-01445 S7E NTS DATE 01/11/12 ISHEET2 OF 3 SIGNED: 08107,12015 E 11r+ y0 g6 yo ST(A T REV A ii 7S1pNA `1'\\ 3 L. Robei-to Lomas RE 233 W Main St Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.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 -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. 41 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 J S R ' t 4f r 0 51 r TAT 4F ONAIL 11111100 Luis R. Lomas, P.E. FL No.: 62514 0810712015 Florida Building Code Online Page 1 of 2 ew r Ileris+ y BaS Home I Log in I User Registration I Hot Topics Submit Surcharge Slats & Facts I Publications FBC Staff BCIS site Map Links Search D4*M Busln...* Product Approval P afessi ! USER: Public User RQg latbri Pf4A"fj ylZr4Y4LI Menu > u Y orAcoi9ratlnn Search > p Jicattgn li9! > Applitttloii Dew , FL # FL12019-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W CLifton Street Tampa, FL 33634 813) 884-0444 tyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsultants. cam Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Wails Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer V, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 7. King, P.E. Validation Checklist - Hardcopy Received Certificate of Independence .5A20j9R5 CQ a g*Af1nd 1ft%X_Ddf Referenced Standard and Year (of Standard) Standard. year ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https:// www.floridIabuilding.org/pr/pr app_dtl.aspx?param=wC'EVXQwtDquJEQf8P6a6FJ... 7/20/2015 1M AC AMERICAN CONSTRUCTION METALS 5140 West Cfffton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive loads from the soffit and/or 2" x 7' batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS .. SHEET# DESCRIPTION i T Icai elevdrlons E enervl ilofes p Pdne1 details 3 Sofft details R des n pressures 4 Soffit detotls & desi n ressures 5 Soffit details, desig'ri pressures & hill of materials TRIPLE 4 (1`41 T•4-0r2 G01I F THICK) TJ-014(.01a9'THICIQ QUAD a Q4 04-0121.01 IS' THICK) Q 4-014 tPIWTHICK) s N m m w 1000 dttJ t o In, m11\\ i. v z N 0 ozo n a LL D: d z te ` n Uwe, ar: JK CHK. DN. LFS DILSWl6C'HDd ' h1-12019.1 SPAN^A ROOF OVERHANG { ROOF OVERHANG ROOF OVERHANGA. ROOF ROOF I ROOF %:. ,% ' zw- . FRAMING FRAMINU FRAMING n V NNY ALUMINUM o' a = q Jlll ry tt1. ALUMINUM FASCIA. 3 $ d L ggfA'TRIM' d N ~ aTRIM Emu OR `._ — soPF1T . CPIU f1R V 4 c SOFFIT----'- SOFFIT' WD00 CMU OR RAMS v° z WOOD 3LliDETAIL"C' FRAMEDSEEUETAIL"A" FRAMED `teaSIX- D L"B " A' / FRAMED SEEDETAIL"8" // EE,UETAIL"Dt SEE DETAIL."C SIDE VIEW -SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL W w/ truss/krt inq. acenBlever) Shown vr! trues/Treming centiieveA (Shown w/ hruss/framIng cantilever) (Shown ti SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSI) POSITIVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12^ 50.0 u' 38.5 4$.5 16" 30.0 30.0 NVlt: vvVuV rKAMINV AI'"V l.Vl`11`IR-I N,..• ,v v 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, JT— TRIM BOTTOM OF FASCIA FLAT AGAINST PANEL STAPLES INSTALLED END OF PANFL AND MAX. O.C. SEE DETAIL "J ", SHEET 5) 1/ 88'MAX. - DETAIL" A ". Fascia STAPLES INSTALLED @ 24" O.C. (INTO WOOD) ON F-CHANNEL LEG OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES INSTALLED @ 1T O.C. (INTO WOODI IN F-CHANNEL SLOT OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24" O.G. INTO FRAMING 6: 1" MAX.. " STAPLES INSTALLED @ IT O.C. (INTO WOOD) IN J-CHANNEL SLOT OR T-NAIL @ IT O.C. DETAIL" D" J- Channel Fascia STAPLES INSTALLED @ 12" O.C. (INTO WOODI IN J-CHANNEL SLOT OR T-NAIL @ IT O.C. INTO WOOD OR MASONRY) STAPLES LOCATED . 24" O.C. INTO FRAMING --"% 3 1" MAX. z DETAIL" C" r, J- Channel r " p ty w O ou1S I/O 04. i sFA. N,T.S. 5 hwa w: & SUBSTRATE NOTES: 6HR. W.. LFS' ; 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 0PArtN0 '»,: P 2. MASONRY SUBSTRATE: 3,001) PSI CONCRETE (ACI 301) FL•-12019. i 9 OR HOLLOW BLOCK (ASTM C90). ; " 13 ITEM DESCRIPTION MATERIAL 1 FASCIA .0215" iHK. AL 3105- H14 ALUMINUM 2 J" CHANNEL .0155' THK. AL. 3105 - H24... . ALUMINUM 3 F" CHANNEL.01 55" THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135' THICK AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (0115 OR .0135' THICK) AL. 3105" ALUMINUM 7 15xW/4"TRUANAIL S.S. 8 18" GA, X 1/4" SS STAPLE / 7/8" MIN. EMBEDMENT) STEEL 9 2"X2' BATTEN STRIP jG=.42OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT. 15/32" PLYWOOD OR BETTER WOOD 11 097' bIA. T-NAIL Jwf 5/8"MIN. EMBEDMENT . STEEL 12d X 3-1 /4" H.D. GALV. STETS COMMON NAIL @ 24" O.C. w/ 11/4" MIN. EMS. DETAIL " H it I X2 VEIMAL FRAMING (G>=0.421 ATTACH w/ 2-Sd COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 1 END OF PANEL AND B" MAX. O.C. SEE DETAIL -J") C. MAX. VHAIL"J" AIL" 1 " ROOF CVERHANG ROOF fRAMING SPAN "A" SEE DETAIL" B' SHEET 3) 12dX3-1/4' =1—",: --' CMU OR H.D. GALV. STEEL r~~_". i W000 COMMON NAIL@ZVO.C. SEE DETAIL "A" . , / p FRAMED w/ 11/4" MIN. EMB. (SHE_T 3) IJ. CONTINUOUS SEE QETAII"H BATTEN 0 CL SPAN STAPLES INSTALLED@ SIDE. VIEW DOUBLE SPAN w./BATT'EN.. END OF PANEL AND ( Shown w/ twss/framing cantilever) B" MAX. O.C. SEE DETAIL "J'1 TWIN SPAN LENGTH w/CONTINUOUS BATTEN A. DESIGN PRESSURE (PSI) POSITIVE NEGATIVE le, 70.0 70.0 te" 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 24" 50.0 50 0 SPAN " A " ROOF OVERHANG SEE DETAIL"G" SHEET 41 ROOF FRi4fIU{G. SEE NOTE 2 CMU OR WOOD Sff DETAiI'1' & T:T FRAMED 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 3/149" IIW TAPCON CONCRETE SCREW 2 MASONRY SU13STRATE:3,000 PSI CONCRETE (ACI301) IMIN.1.1 /h EMBEDMENT) @ 2S' ON CENTER OR HOLLOW BLOCK (ASTM C90). U e o Or. LFS AerO NO: rt P FL-- ) 2019:1 0aN er _5._OF.S._ n Florida Building Code Online tiC D'of BC -IS Home Log In User Registration HOCTOPirs submit Surcharge Slats & Facts r!] U'' pr r" Product Approval PS. SJ. USER: Public User RegOki - Z P Aooffcatign 5lbrcM >. 1> Apl*ficatiosl Deta?I. 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@atlasroofing.com Authorized Signature Meldrin Collins mcollins@aUasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Page 1 of 2 z a • i t,;,. ` Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden FJ Validation Checklist - Hardcopy Received Certificate of Independence f1_1 n ".COT ATi.1300Z 4 2014 FBC PCpduct Evalubtkfn- Shinoies.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS107 1995 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Stiminaryof Products Method 1 Option D 06/28/2015 06/29/2015 07/05/2015 FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use in HVH2: Yes kit65 4 It ATU3002.4 2014 FBC'PM4d :04620oii ghingles. pdf ApprovedforuseoutsideHVH2: 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 F1' j, 5 R4 %AE ATLIkQ2.4 2014 FEC Produa £vaivati Shina( es.Ddf Created by Independent Third Party: Yes RR Contact Us ::1940T7eitl:Ficnroe Sim. Tltaiiastee Et.34M.WWn[: 850=407=ff94.: The State of Florid;, Is an AA/F.FO ::Privacy Statemrt : Xib 'W tW&= :: ?,C& ( ^r 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 mato this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.407.1395. *Pursuant to Section 455. 275(1), Florida Statutes, effective October 1, 2012, licensees Rcemed under Chapter 455, F.S. must provide the Department with an email address If they have ene.7he emails provided may be used for official mmmunication with the licensee. However email addresses are public record. If you do not wish to supply a personai address, please provide the Department with an email address which can be made available to the public To determine if you are a licensee under Chapter 455, F.S.; please click here_. Product Ap®® proval Accepts: fCLitf{t. MY.Tliti x https:/hvww. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJBMjgU 1 j 3N... 7/20/2015 REEK Certificate of Authorization No. 29824 17520 Edinburgh DrOCTampa, FL 33647 TECHNICAL SERVICES, LLC 813)480-3421 EVALUATION REPORT.. FLORIDA BuILDING CODE ST" 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 ..I ....... ..... .. Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5. 1507.Z7.1, 1523.6..5J Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No: ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATLA 16-02-01 ATLA 18-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATLA27-02-01 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-170-02-0.1 ASTM D 3462 2009 ATL13002A FL 16305-R4 Page.1 of 9 This evaluation report is provided for State of Florida product approval under Rule 61 G20 3: The manufacturet 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. ATLAS ROOFING CORPORATION0 Cf L 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 19m PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster@a 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed; thermally -activated, self-sealing sealant stripe that -complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced starter asphalt shingle with a dashed, " Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462> ProLAMT" 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.thatcomplies 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-3181, Class F & ASTM D 7158, Class H fiberglassreinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462: StormMoster@ 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. _ _ . __.. Pege_ 2 of 9. This evaluation report is provided for State ofPiiirida product approval under"Rule 6.11320-3.. ?fie'matuft hirer 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, LL-C INSTALLATION, . GlassMaster® 30 & Basic Wind Speed (Vwt): Tough-MasterG 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. 19/32 in,. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min.. 7/16 in. OSB existing construction.. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater.than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36" Nails w 12- — +--12" Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) itilaiis f 518" 12" —- ----- 12" Figure 2. GlassMaster@ 30 & Tough -Master® 20 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 3 of 9 This evaluation report is priritided for State of Florida product approval Wndef Rule 61G20 3. The manufacturer shall ncs* GF3EEK 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 Prol-AMT" Architectural Basic Wind Speed (Vot): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Qndedayment 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 greate'rthan 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattem" 'or "6 Nail Pattern" detailed below. s a Figure 3. ProLAMTm Architectural Shingle 4 Nail Pattern (non-HVHZ only) w".tzy. p.M 0.Nnp hvY roallnpnr annw:.mene"" T.M Figure 4. Pro-LAMTm Architectural Shingle 6 Nail Pattern FL This eva iMidn report -is -provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Wit): StormMaster® Shake Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ)t Installation (Non-HVHZ): 6' ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min: 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min: 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below: Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 3A- TY1YP - P ... f O CJ C7 (z) 67w 1j— Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) Mm. 170 04N-9 ed-9 ananh and we, min 3V h! w 000DOOOO CZ) CD: +C-r0000 6 718' fi 0 0 0 Q 0 0 0 0 Figure 6. Pinnacle® Pristine and StormMaster0 Shake 6 Nail Pattern ATL13602;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 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. HCREEXTECHNICALSERVICES, LLC StormMaster® Slate Basic Wind Speed (Vuu): Basic Wind Speed (V.w): Deck (HVHZ): Deck (Non=HVHZ): Undedayrrient 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 FBCrequirements; Solidly sheathed min. 15132 in., plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2: 12 and in accordance with FBC requirements. Contact the' Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and, manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 85 in. exposure in accordance with FBC requirements and manufacturer's .published installation instructions. Shingles shall be attached using either "4 Nail Pattern' or "6 Nail Pattern" detailed below. 9" Figure 7. StormMaster0 Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATI- WW:4 FL 163t -L.144 _ Page 6 of 9 Thit evaluaton feport-is-provided for State of Florida product approval under Rule 61G20-3::: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor:imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V„ It): Basic Wind Speed (Vesd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)c 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:. r 1 7- f Y Figure S.. Pro -Cut® Starter Strip ATL13.0.02A. FL 163.05-R4 Page 7 of 9 This evaluation report it 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: ECRIFEKTECHNICALSERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vui,): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ and non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 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. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 and'in accordance with FBC requirements. Installed' with 5-5/8 inch exposure in accordance with RAS 115 (HVHZ only) and°manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind.._ 12 ga. 1-112" ring r shank nail i r• i 12" n I: 1 Figure 10. Pro -Cut@ Hip & Ridge ATL13002.4 _ L.16305-R4._.._ 1 Page 8 of 9 TH evaluation report is provided for State of Florida product approval under Rule 61G20-3i.: 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. CREAK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. i r<stlti rrrtr N-o 74Q21 .• :: 3 STATE 0 F r'' 2015.0682 912:55:48 04`00' Zachary R. Priest, P:E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE --'- --- CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation:: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation_ Zachary R. 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. ATL13002.4 END OF REPORT FL TRIs`evaluation report"i§ provided for State'of Florida product approva under u e' 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 Certificate of Authorization No. 29824. 17520 Edinburghbi, Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODES.." EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION Issued June 29, 2015 2.000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770) 612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 15072.5, 1507Z7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Enti Report No. Standard Year PRI Construction Materials Technologies (TST5878) ATL-079-02-01 ASTM D 3i6l 2009 TAS.107 1995 PRI Constriction Materials Technologies (TST5878) ATL-m-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-086-02-01 Rev 1 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-104-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-106-02-01 Rev 1 ASTM D 3161 2009 TAS 1 o7 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01 TAS 100. 1995 PRI Construction Materials Technologies (TST5878) ATL-107-02-01.1 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-109-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-116-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-118-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATLA 19-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-123-02701 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-125-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-127-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-132-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-133-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-135 02-01 ASTM 0 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 ASTM D 3462 2069 PRI Construction MatenalsTechnologies (TST5878) ATL-137-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-143-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 ASTM D 3161 2009 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-M ASTM D 3462 2009 ATL13002.4 FLA.6.305-144 _ Paw .1 of 9 This evaluation report is pmWded for State of Florida product approval uride-r Rule 61G20il: 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) ATLA84-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMasterG 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore& Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed; thermally -activated, self-sealing sealant stripe that.complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w]Scotchgard stripes that compiles with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterd 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. ATLI3.002.4 _FL 16305-R4 Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule i31G20-3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CIS EK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterV 30 & Basic Wind Speed (V„ „): Tough-Masterfl 20 Basic Wind Speed (Vasd)i Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ)_ ATLAS ROOFING CORPORATION Asphalt Shingles Max: 194 mph Max. 1.50 mph In accordance with FBC requirements; Solidly sheathed min. 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. 2:1 Z 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 11& and manufacturers published installation instructions. Shingles shall be attached using. "6 Nail Pattern"-- detailed below Installed with 5-inch exposure 'in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using .either "4 Nail Patem" or "6 Nail Pattern" detailed below. NailsT_ t2' —+-- IT — —---12"-- Figure 1. GlassMaster® 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) Nails ffN 8" 1 t 2" 12" Figure 2. GlassMaster® 30 & Tough -Master@ 20 6 Nail Pattern ATL13002.4 FL 1:f305-R,t Fagg@3 of p This'evatuation report is provided fof State of Florida product too —oval. under Rule 61GMT3; 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. ECREEKTECHNICALSERVICES, LLC ProLAMTM Architectural Basic Wind Speed (Vun): Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 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. Mn,129a.gdw edm0fin9n3B w h g. 318 NO 12VT. r— i rn O Q O Q O o0 O Q O CD O O O O O 6, 6 7N' Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) we .12 pa. rin9 sMrt o"lnp nat ff j— Mh AhL -Mrt' i rn ED C—E Figure 4. Pro -LAM' Architectural Shingle 6 Nail Pattern W ATL13002.4 FL 16305-R4 page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall no**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. SEE K TECiiNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (Vug): StormMasterla Shake Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min_ 19/32 in. plywood or wood plank for new construction; Min. 15/32 in, plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 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 Pattern' detailed below. Figure 5. Pinnacle® Pristine and StormMasterO Shake 4 Nail Pattern. (Non-HVHZ only) 000 0.000 CD 0 fl CD, CD O O . O C" CS 7 17Y C3 CD C3 C,a000C: . Figure 6. Pinnacle® Pristine and StormMasterO Shake 6 Nail Pattern ATL13002.4 FL 1.6305-R4 Page,5 of 9 This evaluation report is pm-'4 for State of Florida product approval under Rule 61620.3 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 StormMasterna Slate Basic Wind Speed (V„ u): Basic Wind Speed (Vasa} Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVH4; Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt Shingles Max; 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min:. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Figure 7. StormMaster0 Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattern ATL13002 4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product.approval under Rule 61G20 3. The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATIONCRE'ErvAsphalt Shingles TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (Vuit): Max. 194 mph Basic Wind Speed (Vasd): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly, sheathed min. 19/32 in. plywood or wood plank for new construction; Min.. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min.. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaierthan 21:12.. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturer's published installation instructions.. Shingles shall be attached as shown below, Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions.. Shingles shall-be-attached as shown below_------------------------- ac Mr Figure 9. Pro -Cut® Starter Strip ATL13002.4 7of9. This evaluation report is;pr9v dedl0r. State of Florida product approval under Rule 61. 0= :: The manufacturer shall nofffyC REE.K_ 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_ scFE,E TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (Vun): Max. 194 mph Basic Wind Speed (Ved); Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min: 19/32 in,. plywood or wood plank for new construction; Min. .15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in, OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements.. Installation (HVHZ and Installed with 5-5/8.inch exposure in accordance with- RAS non-HVHZ): 115 (HVHZ only) and.manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 12 ga. 1-1/2" ring I r shank nail 12 I V j I i j i Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 ¢ Florida product approval under Rule'61G20-3 ;The manufacturer shall noThisevaluationreportisprovidedforStateofTechnicalServices, 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. P.TLAS ROOFING COR It Shin QN Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this-evaluatioh.; 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-undedayment application. 6) Shingles shall lie installed starting at ihe'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 G20-1 C.OMPLIANCE_STATEMENT The products evaluated herein by Zachary R. Priest, P.E. "have demonstrated compliance with the Florida Building Code a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. NO 74021 j. r 1:70 STATE 0F. CERTIFICATION OF INDEPENDENCE 2015.06.2 9 1 2:55:48 Mr4+41arevrw. 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will ft 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 evaluafion. 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. ATL herein. END OF REPORT FL 16305-R4 Of valid. re not Florida Building Code Online Page 1 of 2 Trofessional BCIS Home I Log In ( User Registration I Hot7cDics Sub. Surcharge Slats &Facts Pubgmtlore Fac Staff 1 ecs site MdP Unks Search BW3: Product Approval USER: Pubec User FL # FL15216-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed 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 Robert Nieminen PE-59166 IntertekTesting Services NA Inc. - ETL/Wamock Hersey 11/17/2015 John W. Knezevich, PE Wj Validation Checklist - Hardcopy Received 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuil(ling.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yWKJZl Q... 7/20/2015 Florida Building Code Online i Page I of 1 L4, pusiqes5 & fes t Reg latior:.- ogna- U yf BOS Home Log In I User Reiltstration i Hot Topics Submit Surcharge Stats & Facts i Publicaft ons FOC Staff BCIS Site map Links Search B S. uIneProduct Approval ProfeziPublic User 9N.1 Regulation Search Criteria $gfine Search; Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in RVH_Z ALL Approved -for -use - outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL 5earcn Its - jWi;I0FW... FL*. IT3= jManufacturer Validated By SWUS FL13216-- R.2.1 Revision IntiirWrap, Inc: John W. Knezevich, PE Approved History Category. Roofing 954) 772-6224 Subcategory-_ ynderlayments. Contact Us jj0.Awjf6j SMgLljw ' FL 12RN*. JWM= M The State of Florida is an ANEED employec t^ b% 240_2814'%jje ! ri" Privacy Statement :: Accessibility Statement :: Refund Slatemen Under Florida law, email addresses are public records. If you do not want your e-mail address refused in response to a public -records request, do not send electronic malltothisentity. Instead, contact the office by phone or by traditional maL if you have any questions, please contact 650.487.1395. -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 haveone. The emalls; provided may be used for officlal communication with the licensee. However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an emall address which can be made avallable to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . IProduct.ApprovadApcepts: MOORE https:// www. floridabuilding.org/pr/pri-apPist.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 SuvitiMitir. of Products FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of use Installation Instructions FL15216 R2 II 3015 04 FINAL F.R INTERWRAP R.H.D 1 Q0F FL15216- Approved for use in HVHZ: No Verified B Robert Nieminen PE-59156y Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure:: N/A Created by Independent Third Party: Yes Other: See ER Section 5 for Limits of Use. Eyaluation.Reports, FR tNTERYVRAP fttiiNOROUf fL1S2tiG- f` t +?Sfi ii2 AE 2015 0{ jNAi R2_odf . . Created by Independent Third Party: Yes i^I Me .... Contact s as"n 3Yt11 Merin^' sbm Tilinaha ee P_ 2232q' ,Ebae: 85b-487 ROI The State of Florida is an AA/EEO employer.: w3tii `tir'^--^'i2913`="'*• d.flnrrda,.::' .. .. .: 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 -retards request, do not.sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'PmSumt'to teSection455.275(1), Florida Status, effective October 1, 201Z licensees ricertsbd under Chapter 455, F.S. must provide the Department with an eM14 6dOf6s if they have one The emails provided may'be d.or Vit:oe dal"etii ditin'wth the license& W*euer emall are public record. If you iio not wish to supply a personal address, please Drovide.Me'DeDanrilerd. with lit D4?'a5s:which can betr de',e+r30able to3hRptlbUc. To determine If you are a licensee under CtippteiASS: f5, please dick... Product Approval Accepts. w rcclit r:,ri SAc E h4s:// www.floridabuilding.org/pr/pr app_dtl.aspx?param7-wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 TkINITY]ERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, Cr 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.11-R2 32923 Mission Way FL15216-112 Mission, BC V2V-6E4 Date of Issuance:02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 611320-3 and the applicable rules and- regulations governing the use of construction materials in the State of Florida. The documentation submitted has been'reviewed by"Robert Nieminen, P.E. for use of --the product under the Florida Building Code and Florida Building Code,_Residential_Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections -noted herein._ DEscwpTiow RhinoRoof Underlayments LABEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named products) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product -change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product Changes or the referenced Quality Assurance documentation changes. Trinity IERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCA ANE1983 The facsimile seal appearing was authorized by Robert Pflaminen, P.E, on 04/27/2025: This does not serve as an electronically signed document. Signed, sealed hardceples have been transmitted to the Product Approval Administrator and to the named client CE;rnFicAnoN OF INDEPENDENCE: 1. ThnitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained, specifically for that purpose. TTRINITYIERD 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 1507.2.3,1507.53, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3,1507.9.5 on Heating 1507.2.311507.5..3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Enti Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DiiscmPTiON: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underiayment intended as an alternate to ASTM D226, Type I or Type it felt or D4869 Type 11 felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in.various other sizes. S. _ LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report, refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE i• ROOF COVER OPr1oNs Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate Shingles RhinoRoof U20 Yes No No Yes Yes No .... 5.6 Exposure Limitations: 5.6.1 RhinoRoof Undedayment shall not be left exposed for longerthan 30-days after installation, 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type i or It or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certificate of Authorization #9503 Evaluation Report 140510.02.12-R2 FL1521&R2 Revision 2: 04/Z7/2015 Page 2of3 o TRiNr Y 1 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 )tliiiaotibofb 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 9-1hit1e Laver..Roof'Sloi3'e:a 4 i25 End (vertical) laps shall be minimum 64nches and side (horizontal) laps shall -be minimum 4-inches.--Refer-to-Interwrap, Inc. recommendations for alternate lap -configurations and/or the use of sealant -under certain -conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening -location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 tkiAIe Lade, i°22 AA99f bge'<4A 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. H. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140510.02.12-112 Certocote ofAuthorization #9503 FL75216•R2 Revision 2: 04/27/2015 Page 3 of 3 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LASEUNG: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorized by Robert Nleminen, P.E; on 04/2712035. This does not serve as an electronically signed document. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. Trinity(ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. N . 0. TRIN1TV 1 ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of •following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 507 83,1507.93,1507.93 on Heating 1507.23,1507.5.3,1507.83, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating,_ Liquid WatecTransmission, Breaking Strength, Dimensional Stability 3. REFERENCES. Entity Examination Reference, Date. ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 12/17/2014 - 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is--a-multilayered.polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-4nch wide rolls, and can be produced in various other sizes. 5. LIMITATIONS: 5. 1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TA61:E 1 RooF COVER OPnoms Underlayment Asphalt Foam - On Tile Metal typed Shakes . WoodTile Slate orShinglesShinglesSimulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left.exposed for longer than 30-days after installation. 6. ;INSTALLATION: 6. 1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type it underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificote of Authorization # 9503 FLiS21f:R2 Revision 2: 04/ 27/201S Page 2 of 3 rTMNITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof.U20:. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sf e76.y#r. End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Dbuble-La.. Il a 'Rod 5loo1- 1.4A 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.-EI'L/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Certificate of Authorization #9503 Evaluation Report 140510.02.12-R2 FuS216-R2 Revision 2: 04/27/2015 Page 3 of 3 Spelclalttj Structural EnglnpPring CBUCK, Inc. Certificate of Authorization N8064 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- EkC"n c Ssai Jm ftc"nk 5u6ndebl L. Btu L\CENS j %per No 31242 T STATE OF FLORIOP.•' C7\ sS ONA?\• J rlillll Digitally Signed by: James L Sudmer, 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 U.an CC & ins ring Page Report No.: 2Sof MM2-StORV-ER_14 Specialty Structural Engineaering CBUCK, Inc. Certificate of Authorization #8064 Manufacturer: Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 0 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design pressure for allowable stress design (ASD) with a margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 3 of 7 Specialty 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 CEi grin Report NO.: 15 104-MM2 StORV-ER_14SSUCKPage4of7 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 w ro-Ittliz; FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.: 15-104-MM2-StORV-ER_14 Page 5 of 7 ISpecialty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, ReportDate: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 IJ i< in rin Report No.: 15 104-MM2 StORV ER_14 Page 6 of 7 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings a-Wsn. u 1 /8' I 18-1 /4" I 3" r+ Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ESUOICK rn Report No.: 15-104-MM2-StORV-ER_14 Page 7 of 7 Speclalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1 /2" 4" o.c. 4" o.c. Typical, Maximum Nominal Lengths Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. V\bod Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Typical Ridge Vent Assembly Isometric View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Florida Building Code Online s Q Page 1 of 3 e' BCIS Home I Login I User Registration Hot Topics I SUbmR Durcnarye ; • aw Fkx& apart/ t lTa.._ Mi IG Product Approval Pro essl V. al USER: Public User Regulation proouct Approval Menu > '^•' ^ ""'n > AobBcatlon List > Application DetaB FL # F R5 T Revision ions I FBC Staff I BCIS site Map I Links Search 1 Application ype Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7480 Ext 7480 dwert@mii•com Authorized Signature David Wert david.c.wert@mii.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/Phone/Email 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert@mli.com Category Structural Components Subcategory Truss Plates Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By ICC Evaluation Service, LLC. Certificate of Independence Fi i gT RS Cbi :ettiflraite of independence for Ev2_Iu9AMA& Referenced Standard and Year (of Standard) RandwA Year ANSI/TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code 7J20/2015 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... Florida Building Code Online Page 3 of 3 F'! i!S PE https://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf... 7/20/2015 Excerpt from 1CC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates are pressed into the wood for the full depth of their teeth by - hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial. embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. IMES Evaluation Report CJm_'J" Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orp 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemahonal Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com.. EVALUATION SUBJECT: MiTeke TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, AND MT20HST1° 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 2006 Intemationa/ Building Code`s (IBC) is 2012, 2009, 20061ntemational Residential Code® (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC, 2009 IBC code sections referenced in this report are the same sections in the ADIBC_ Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek® M-16 and MI116: Model M-16 and Model MI 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm): Slots 0,54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates:.The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area.:Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1114-inch (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 10.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0,15 inch 3..8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0:25 inch (6,4 mm). Each slot has a 0.33-inch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HST"': Models M-20 HS, Mil 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0,0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 02. 54rich-wide (6.4 mm) strip of unpunched steel. The transverse oenterlines 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, representing aesthetics or an other attributes not Spec if'cally addressed, or are they to be construedjCC-ES Lraluation Reports are not to be cons tn+ed as reP S y as an endorsement of the subject of the report or a recommendation for its use. 7 here is no ,rarranty by /CC Evaluation Sernire!, LC, express or implied, as to any finding or other matter in this report, or as to any product cohered by the report. Page 9 of 5 Copyright 0 2015 ESR-1311 I Most Wlde/y Accepted and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Iblin2/PLATE) LUMBER SPECIES SG .: .,, AA EA AE EE M-16 AND MII 16 Douglas fir -larch 0.5 .. 176 121 137 . 126 Hem -fir 0.43 119 64 102 98 Spruce -Pine -fir 0.42 127 82 75 107 Southern pine 0.55 . 174 126 147 122 M-20 and Mll 20 Douglas fir -larch 0.5 220 195 180 190 Hem -fir 0.43 185 . ._ . 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200 M-20 HS, MII 20 HS and MT20HS Douglas fir -larch 0.5 165 146 _ 135 143 Hem flr 0.43 139 . . 1.11 97 109 .. Spruce -pine -fir Southern pineP 0.42 0.55 148 187 108 143 107 103 138 150 For SI: tlblul` = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate p@rpencfioul8r fi0 tgad, wood grain perpendicular to loadAlltrussplatesatepressd,irit0 the wood for the full depth of tfseirteeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfullembedmentrollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND MII 16 M=20 AND M1120 M-20 HS, M1120H.S AND MT20HS Efficiency Poundstinch/Pair of Connector Plates Efficiency I Pounds/inch/Pair of Connector Plates Efficiency Pounds/Inch/PaR of Connector Plates Tension Values in Accordance with Section 5A.4.2 of TPIA (Minimum Net Section over the Joint)' . Tension @ 00 0.70 2012::T 0.50 880 0.59 1505. Tension @ 90° 0.36 1013 0.47 820 0.48 1219 Tension Values in Aocordancev4M TPIA with a Deviation [see Section 5.4.9 (e)] Maximum Net Section Occurs over the Jouit Tension @ 00 0.68 1945 HE!-;62 1091 0.67 1716 Tension @ 900 0:30 849 841 0.52 1321 Shear Values Shear @ 0° Shear @ 30° 0.54 0.61 1041 1173 0.49.. 0.63 .. 574 738. 0.43 0,61 761 1085 Shear @ 60° Shear @ 90° Shear @ 1200 Shear @ 1500 6.73 0.55 0.48 . 0.35. 1402 1055 914 672 0.79 0.55 0.42 0.46 936 645 490 544 0.67 6.45 0.34 0.3 1184 792 608 537 For SI: 1 Winch = 0.175 N/mm, 1 inch = 25.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a fine of.hole.s. ZMaxinium. Net Section -Aline through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely. Accepted and Trusted Page 5 of 5 0.12V 0-2.W 05W 0 36W 32mm 64mm. 127-M 93mm BUG on Or 1goo gag 000 000 Goo Ono Goo 000 Dan VI -Goo Ono IM WH M-20 HS, Mll 20 HS, MT20HS FIGURE I —APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report tbK-1s71l-I rot.. OUPPIc111c11L Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.orc 1 (800) 423-6587 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 17 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mill 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 MiTele Truss Connector Plates M-16, MII 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: 2014 and 2010 Florida Building Code —Building E 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTeOTruss Connector Plates M-16, Mll 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014atulk1D.FF16 da Budding Code—ReSidenflal,. provided the design and installation are in accordance with the IntemafronalBurJd ttg Code (fBC) provisions noted in the: master report. Use of the MiTeleTruss Connector Plates M-16, M11 16, M-20, Mil 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products failing 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-L•-S Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construedasanendorsementofthesubjectafthereportorarecommendationfor'its use There is no warranty by lCC Evaluation Service, LLC, express or implied, as — to any finding or other matter in this report, or as to any product covered by the report Page 9 of 1 Copyright ® 2015 ICC-ES Evaluation Report ` J`N-IJ I I Reissued June 2015 This report is subject to renewal June 2017. www.jec-es-gm(800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council" DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.miLcom.. 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: p. 2012, 2009, 2006 international Building Code® (IBC) In. 2012, 2009, 2006 International Residential Code® (IRC) a: 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC_ 2o09 IBC code sections referenced in this report are the same sections in the ADIBC: Property evaluated: Structural 2.0 USES MiTeke metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MIl 16: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10,0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11144nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MiTek® M-20 and Mil 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 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 MT20HSI ": Models M-20 HS, MII 20 HS, and MT20HS" "t metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60; high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, C,A5 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, ICC-FS Evaluation Reports are not to be canstried as representing aesthetics or any other attributes not specifically addressed, nor are They io be construedreasanendorsementojthesubjectojthereportorarecommendationforitsuse. There La no v arranry tiv ICC Evaluation Sen•tce, L.LC, express or implied, as to any f nding or other matter in this report, or as to any product covered by the report. page 1 of 5 Copyright 0 2015 ESR-1311 I Most Mdely Aim pterfand Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (lb1in21PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mll 16 Douglas fir -larch 0.5 176.. 121' 137 126 Hem-Hem-fir0.43 119 64 102 98 Spruce -pine -fir 0.42 127 82 75 Southern pine ,. 0.55__ 174 126 147 122 M-20 and MII 20 Douglas fir -larch 0.5 220 ... 1.95 180 190 Hem -fir 0.43 185 148 129. 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0.55 249 190 184 200.. M-20 HS, MII 20 HS and MT20HS. Douglas fir -larch 0.5 165 146 135 143 Hem -fir 6.43 139 111 97 109 pruce-pine-fir 0.42 148 108 107 .. 103 . Southern pine 0.55 187 143 138 150 For SI: I Ibliin` = 6.9 kPa. NOTES: platesToothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, p 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 perpendicular:ta load, woed-grain perpendicular to load3A11trussplatesarepressedintothevrooilforthefulldepthoftheir teeth by hydraulic -platen embedment presses, multiple roller presses thatusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial emlledibent roller presses and hyiiratiiic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M-16 AND M)I 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND M1 Zuris Efficiency PoundslinchlPair of Connector Plates Efficiency PoundslinchlPair of Connector Plates Efficiency PoundstinchlPair of Connector Plates Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joint)' Tension @ 0° Tension iR 90° 0.70 2012 0.50 880 0.59 0.36 1013 0.47 826 0:48 Tension Values in Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maidinpm Net Section Occurs over the Joine 1505 1219 Tension @ 0° Tension @ 900 0.68 .. 0.30 1945 849 0.62 1091 0.48 F 841 Shear Values 0.67 0.52 1716 __.... 1321 Shear @ 00 Shear @ 300 Shear @ 600 Shear @ 900 Shear @ 120.0 Shear @ 150° 0.54 0.61 0.73... _ 0.55 0.481. . ... 0.35 1041 1173 1402 1055 914 672 0.49... 574 0.63 738 0.79 936 .._ . 0.55 645 0.42 490 0:46 544 0.43 0.61 _ 0.67 0.45 0.34 0.3 761 1085 1184 792 6 ._ 537 For SI: 1 lb/inch = 0.175 Ntmm, i incn = za.4 mm. NOTES: Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation, For these plates, this line passes throL h a line of holes. 2Maximum Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I most Widely Accepted and Trusted Page 5 of 6 0.12V 02ST O.W(r 0.3w 3:2.mm 84mm 12.7mm 93mm H H - -- i j , 1B.Do -000, 0*00 goo goo A 000 000 000 Igo Ono 000 goo Ono OGG NTIROD ago DOD M-20 HSI Ml 1 120 HSI MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report LbK-la-I'll ray, auPV1W11M1't- Reissued June 2015 This report is subject to renewal June 2017. rYwwWJcc-es.orla 1 (800) 423-6587 1 (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, MII 20 HS, and MT20HSTm, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: s 2014 and 2010 Florida Building Code —Building 19 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeeTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HST'", described in Sections20through7.0 of the niasl r evaluation report ES'.R 1311!; comply with the 2014 and 2010 Florida Building Code —Building and -,the'.2014 and 201.0 Flo fda Bu n d e Provided report. a design and installation are in accordance with the International Building £ode .(!BC) p Use of the MiTeleTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014.and 2010 Florida Building Code —Residential. Fot.produeis fagtrtg under Florida Rule 9tJ 3, verificat' . that. the report holders quality assurance program is audited by:s. qualify. assurance entity approved. by fhe Florida Building Commission far the type of inspections being COductedis. the ns1„iitofaoapproyi?d validation entity (or the code official when the to d, holder does not possess an approval. try resP. 'OY, :.. the Commission). This supplement expires concurrently with the master report, reissued in June 2015. ICC ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as anendorsementofthesubjectofihereportorarecommendationforitsuse. There is no warranty by ]CC Fvoluation Service, LLG express or implied as 4 to any finding or other matter in this report, or as to any product covered by the report. page 7 Of 1 Copyright ® 2015 IMES Evaluation Report F_Qrl%- r J I Reissued June 2015 This report is subject to renewal June 2017. www.jec-es.org (800) 423-6587 I (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.miLcom EVALUATION SUBJECT: MITek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, MII 20, M-20 HS, Mll 20 HS, AND MT20HST" 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006international Building Code® (IBC) W 2012, 2009, 2006 International Residential Code (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t t'The ADIBC is based on the 2009 IBC..2009 IBC code sections referenced in this report are the same sections in the ADIBC.. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTek®M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0,0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are 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 1'144nch (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 10.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3<8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details.. 3.3 MiTek® M-20 HS, Mil 20 HS, and MT20HSTl": Models M-20 HS, MII 20 HS, and MT20HSTm metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal,, Each module has three slots, 0,45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Eachmodule is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6A 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, implied, as ICC-LS Evaluation Reports ore not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement ofthe subject of the report or a recommendalionfor its use, There is no marramy by ]CC Gvalvation Service. LLC, express or :Ulu= to arty findingor other matter in this report, or as to airy product covered by the report Page 7 of 5 Copyright m 2015 ESR-1311. 1Page 3 of 5 MOst Widely Accepted and Trusted TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/in2/PLATE) AA EA AE EE SPECIES Douglas fir -larch 0:5 Hem fir 0.43 Spruce - pine -fir 0,42'. . Southern pine 0.55 Southern pine fir - larch 0: 5 0. 43 0. 42 0. 55 0_ 5 0. 43 0, 42 0, 55 M- 16 AND Mill 16 176 119 127 174.., _ ..... M- 20 and Mll 20 220 185 126 12113764 102 98 82 75 107 126 147 122 195 144 249, 190 M- 20 HS, Mll 20 HS and MT20HS " f1165q146 139108143 .. . .. 180 129 143 184 135 97 107 138 145 137 200 143 - 109 103 150 For SI: 1lbrin2 = 6.9 kPa. NOTES: Toothholding units =psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. 2AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load EE = Plate pdrperidttiular to load:, wood grain perpendicular to 4w. d 3Alitrusspratesarepressedintothewoodforthefulldepthoftheirteethby hydraulic -platen embedment presses, multiple roller presses that usepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY FORCE DIRECTION M- 16 AND MI116 Efficiency Pounds/inch/Pail of Connector Plates Tension @ 0° Tension Values in Accordance with, SE 0. 70 201 2Tension @_ 90° 0.36 Tension @ 00 Tension Values in Accordant, Maximum . f 945 0.68 E2849 Tension@90° 0.30 Shear @ 0°_.., 0.54 1041 Shear @ 300 0.61 _ 1173 . Shear @ 60° 0.73 1402 Shear @ 90° 0.55 1055 Shear @ 120. 0.48 914 Shear @ 150° 0.35 672 M- 20 AND Mil 20 Efficiency Poundsrinch/Pair of Connector Plates M- 20 HS, Mil 20. S AND MT20HS Efficiency - 1 Poundsfinch/ Pa of Connector Plates otion 5.4.4.2 of TPi-1_(Minimum Net Section over the Joint)' . 0. 50 880 0.59 1505 0_ 4g 1219 0. 47 820_ with TPI-1 with a _ ... o. see Section 5.4.9 (e)J 1 t CoMinn r)ccurs Over the Joinix, OM171 1091. 0.67 0 48 841 0.52 1321 Shear Values 0. 49 574 0.43 761 0. 63 738 0.6`1 1085 0. 79 936 0.67 1184 0. 55...... 645 0.45 792. 0. 42 490 1 0. 34 1 608 0. 46 544 0.3 537 For Si: 1 Ib/inch = u.) ra rvrmm, it, iu I- • ••••• •• NOTES: MinimumNet Section - A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a line of holes. 2Maximurn Net Section - A line through the plate's tooth pattern with the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. Page 5. of 5 E$R.-1311..) Most Widely. -Accepted and- Trusted. 0.12V 0,25T 0.906'° 0 g 3.2 m}m 8.4 rrw` n 12 7 awr+ 3 mn 000 A 600 goy Ong o Ong 050 on 000 00 EE _o Bog ODD no E Onoion 1f is'3Tti M-20 HS, M1120 HS, M T20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) ICC-ES Evaluation Report ESR-1311 FBC Supplement Reissued June 2015 This report is subject to renewal June 2017. 800 423-6587 562 699 0543 A Subsidiary of the International Code 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: MiTele TRUSS CONNECTOR PLATES: MA6, MI116, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 REPORT PURPOSE AND SCOPE Purpose: is to The purpose o thi2evaluationalatii n report supplement recognized inilCC-EScatetmaster®report ESR-1311, hTruss Connector lave atesao beeln evaluated tedfor 20, M-20 HS,Mll compliance with the codes noted below,.: Applicable code editions: 111 2014 and 2010 Florida Building Code —Building 9 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS S, Mil 20 HS, and MT20H$'m, described in Sections The MiTeeTruss Connector Plates M-16, MII 16 M-20, MI com M 2ly withhe2014and2010FloridaBtid'ngCode —Building 20thrcaug2t7:U zit the: maswr:eualuation report E6R. =13 1. . and this h .7. end theM Fta nda Co fe--Ra§denhal, provided the design and installation are in accordance with the lntemational8uitdtia Cade: (IBC):prosions;noted.in the: master report. Use to the in compliance with the High -Velocity Hurricane Zoe provisions ons0ofhe 20S, Mll14and2010FloridaBuildingCode- 0 HS, and MT20HSTm has also been found to b p Buildingandthe2014and 2010 Florida Building Code —Residential. For prcadttcts falillg. by a under Flos da: Rule 9N-3, verification that the report holder's ou of in pdonsbeing niucted progrWi. is, audited tiie qualitp assutance:;enM' aApv by.the Florida Suildjng.Commission for the type respaClsibiirtr of ele' p aved validation entity (or the .code. official when the tepoit.holder.does not possess. an approgal by the Commission).. This supplement expires concurrently with the master report, reissued in June 2015. e they [a he construed Ig aically ressed, nor rttics or anyiserattributesnosspecifnaReportsEraluegion bConstrued TnovorttybyICCalumoSeniceLLCeXPressorimpliedasricommendationforitsuere asaendorsement ofhe subjectof/herepoe r, aura ct corered by the rport. to at7j finding or other matter in this report, or as to arty produpage 1 of 1 Copyright 0 2015 IMES Evaluation Report' - Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org (800) 423-6587 (562) 699-0543 A Subsidiary of the international Code Council DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mll 20 HS, AND MT20HSTm 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 Intemational Building Code (IBC) 2 ; 2012, 2009, 2006 International Residential Code (I RC) 2013 Abu Dhabi International Building Code (ADIBC)t 1The ADIBC is based on the 2009 IBC. 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 3A MiTek® M-16 and Mll 16: Model M-16 and Model Mll 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 a base - metal and havingthicknessoneachside (0.013 mm)] 9 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 11/4-inch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTek® M-20 and MII 20: Model M-20 and Model 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 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.33-inch4ong (8.4 mm) tooth at each end. Each tooth is forted with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point. See Figure 1 of this report for details. 3.3 MiTek® M-20 HS, MII 20 HS, and MT20HS1m: Models M-20 HS, Mil 20 HS, and MT20HSym 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 0.334nch-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, representing er attributes not eciftt'l y add ressed, nor they Jas an endorsement Reportsosubject of the report r ed as recommendation its tuse. There isicsoranyhnowarrantybyIsCCEvaluation rSer r e, LLC,rexpr ssoor impbe ed, as to any finding or other matter in this report or as to any product covered by the report Page 1 of 5 Copyright ® 2015 ESR-1311 Most Widely Accepted and Trusted Page.3 of 5 TABLEHYDRAULIC- PLATEN MB DMENT3 (b/ES, in PLATE) EE LUMBER SPECIES SG AA EA AE 11 9 b M16ANDM121 137 126 uglas fir -larch 0.5 176 64 102 98 m- fir. 0.43 . 119 82 75 107 race - pixie fir 0,42 127 126 147 122 Uthem pine 0.55 1.74.. M- 20 and Mil 20 . . 0. 5 220 195 180 190 uglas fir -larch .. 148 129 145 0. 43 197... _... 144. 143 137 Bruce pixie -fir 0.42 ._. 249 190 164 200 uthem pine 0.55 M- 20 HS, MII 20 HS and MT20fi$ 0. 5 165 146 135 143 ouglas fir -larch 139 111 97 109 ern flc 0:43. 0 42 148 108 107 103 pruce- pihe fir 143 138 150 0. 55 187 For Sl: 1lbrinZ = 6.:9 kPa. NOTES: To achieve values, plates Toothholdingunits = psi for a single plate (double for plates on both faces when applying to area on only one face). must be installed on opposite sides of joint. ZAA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood grain perpendicular to load . EE = P1 dde pexpendicu1ac10 load wapvd grafti perpendicular W load Alf trust plateswe pressed into the wood tar:ihe fait depth of their teeth<by hydraulic platen embedment presses multiple rofler pressespresses use partial enjetiment foilowed'by. fuFt-embedment rollers, or lz 6friations of partial embedment roileCpresse5: and hydiauik platen that feedtrussesintoastationaryfinishrollerpress. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND MII 20 M-20 HS, Mil 20HS AND M720H PROPERTY M- 16 AND MO. Is . Efficiency PoundslinctilPair Efficiency P Ir FORCE Efficiency Pounds nch/Pair of Connector of Connector DIRECTION of Connector Plates plates Plates of TPI- 1 Minimum Net Section over the di nty Tension ValuesinAccordancewithSection5.4.4:2 1505 Tension @. 0° 0.70 2012 0.50 880 820 0. 59 0.48 i219 Tension @ 90° 0. 36 1013 4.._.... 0.71. TPI- 1 with a Deviation [see Section 5.4. e Tension Values in Accordance with Maximum NetSectionOccursover the Jolniz 0.68 1945 0:62 1091 0.67 1716 Tension @ 0° 0.48 841 0.52 1321 Tension @ 900 0.30 849 Shear Values 574 0. 43 761, 0.49 0.54 Shear @0° ._.. 738 0.61 1085 0.63_ Shear1173 .@ 30° 0. 61 _ - 1184 Shear @ 600 b.73 1402. 0.79 936 0.67 792 Shear @ 90° 0.55 1055 0.55.. 645 0:45 Shear G9 120° 0.48 914 0.42 490 Q.34 608 0.46 544 0.3 537. Shear @ 1500 0.35 672 For SI: 1 Ibrinch = 0.175 Nimm, linch = 25.4 mm. NOTES., Minimum Net Section -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this tine passes through.a line of We&. 2Maxiriltirrt 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 ESR-1311 I ...Most Widely Accepted and Trusted 012S" 0.2w 0.5m 32mm E4mm 127nvn 0 0 0 0..0000 000! aO Goo Ono rBoa 000 000 000 Ono A r ' 00a Ono OGG W20 HS, Nell 20 H.S, MT20H.S FIGURE 1—APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (in inches) (Continued) IMES Evaluation Report. t5K-137-1 rat, 0uNNrCfrrC1rL Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org 1 (800) 423-6687 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. . 14615 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.m I.Cii.com. EVALUATION SUBJECT: MiTeO TRUSS CONNECTOR PLATES: M-16, Mll 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HSTm 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTek® Truss Connector Plates M-16, Mll 16, M-20, Mll20, 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: 111 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTek®Truss Connector Plates M-16, Mil 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm, described in Sections2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Buildingandthe2014aid2010FlomtaBufldijg'Code—Resi.06.nfiA provided the design and installation are in accordance with the International Building Code' 0' ** ) provisions noted in the master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mll 20 HS, and MT20HSTm has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. JCC-ES Evaluation Reports are not !o be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed !% as an endorsement of the subject oflhe report or a recommendation for its use. There is no warranty bylCC Evaluation Service, ! LC, express or implied, as I t 11 to any finding or other matter in this report, or as to arty product covered by the report Page 1 of 1 Copyright © 2015 Florida Building Code Online \ J Page l of 2 r rlenytd BCIS Home I Log In User Registration j Hot Topics i Submit Surcharge I Stars & Facts ; Publications FBC Staff I BCIS Site Map Links Search Busines' Pod pctr Approval Profess' kUser Regulaaion C i ,,g , Prodluct AnaroYilLt3 P.il y FrOd KtorA otIKaLbn_> Sth i.APA1K'ti n Ltst ppjtlfCatten Detail_ FL # FL14239-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived — Product Manufacturer BMP International Inc. Address/Phone/Email 4710 26th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmehg8@yahoo.com Technical Representative Add ress/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors 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 Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Ili Evaluation Report - Hardcopy Received Frank L. Bennardo, P.E. PE-0046549 National Accreditation & Management Institute 12/31/2018 Ted Berman, PE L Validation Checklist - Hardcopy Received Standard Year ASTM D1761-06 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect F4239 R3 EoVi4 oiiiYt&( f https:/hvnuw.floridabuilding. org/pr/pr_app_dti .aspx?param=wGEVXQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summa .of Products . Method 1 Option D 04/23/201.5 04/30/2015 05/06/2015 06/23/2015 FL # Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1" Steel Tie -Down Clip System (For Use with Mechanical Units and 2" Models at Roof or Grade) . Limits of Use Installation Instructions Approved for use in HYHZ: Yes FL142,39 R3 11 Dyit a Approved for use outside HYHZ: 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 FL1429 R3 AF 'EYiI olE system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. CentaU S :.: 1940 Ndrth Nonitle Rrnet Tallahaceee FL 323o9. Phone: @ ABI.1624; The State of Florida is an AA/EEO employer: 2007-2013 Stale of nyida,.:: Privacy stall 14ty Statement :: Refund Statement Under Florida law, email addresses are public records, It you do not want your e-mail address released in response to a public -records request, do not. send eleoihk rttGtraN;to this entity. contact the:Gftke by phone or try traditional matt; lf;you,haye anY,Ouestions, please contatt 850:487.2345 PUtSriaiht to Section 455.275t'11 Florida 5iatvtes; exedtva Oc2obei 1, 2p2Z, tick sees life tSCd underrhapLei a55, F:S..nuist provide the Department Mth ah it a aaCiess If they have one.: The emoils pro' maybe used for:offidal tommunkatlorf with the i4[Nfrsee, Navover emsil.addresses are pubk record. ityoo do not .VA. to supply i peprovide the Department with sn'ertwG address which can be made available to the public. To determine If you are a licensee under chapter 45$ F.S:, please click here . Product Approval Accepts: Cr+s tt t https://-w,, N,.floridabuilding.org/pr/pr app_dtl.aspx?parani=wGEVXQwtDquDEJErtOSCei... 7/20/2015 BMP INTERNATIONAL, INC. MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS r75LB MIN -WEIGHT, MECHANICAL UNIT PER SEPARATE CERTIFICA' FIGN, TYP. 1 CENTER OF GRAVITY ASSUMED 70 ACT AT THE 4 3GEOMEI RIC CENTER OF THE t Ir SEE. DESIGN MECHANICAL UNIT. III tCENTER O° i SCHECULE FOR MECHANICAL UNIT MUSI'BEIwv SQl1ARC OP. RECTANGULAR.,- GaAVI' Y," f( r I MAXIMUM SURFACE AREA AND DESIGN NO IRREGULAR SHAPES, I a ".„, PRESSURE, TYP. xo it i. 3• NlA)t HOST STRUC"I URE OESIG% BY OTHERS. SEE UESI SCHEDULES FOR ALLOWABLE SUBSTRATES MECHANICAL UNIT STEEL TIE -DOWN CLIPS. SEE DETAIL. 1/3 P. 213 I 1;2 `FOR CLIP INFORMATION, ti3 ' TYP. _ L ' 1. 1 Yr - Ax K.. TYP IV . l I TIE -DOWN ISOMETRICTYF'E CIF Cl7P'ANO Nt;MRR OF CUPS S' METRIC E Y P 1 1• a) -0" J-J P.RCORtiER M11(L:V„a ER CONNECTION TYPES CI•C9ON TIE - DOWN CLIP DIRECTIVE'EXAMPLE THE FOLLOWING E?(AMPLE ILLUSTRAT?5'THE PROCEDURE. USED TO DETERMINE THE MAXIMUM ALLOWABLE ROOF TOP INSTALLATION HEIGFTT, 11, =0R ANY GIVEN MECHANICAL UNIT TMA' CONFORMS TO THE. DIMENSION REST'RICITONS AND DESIGN CRT: fUA LISTED HEREIN. SEE SHEETS 4-5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: CONSIDER THE INSTALLATION OF (1) MECHANICAL UNITWITM THE FOLLOWING CRlTEWA= it t- 170 MPH, EXPOSURE B' 9" TALI. x 4W DEEP X 48' WIOF., 100 LB (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3000 PSI t11N CONCRETE WITH ,I).r CLIP AT EACH CORNER OF UNIT (TOTAL OF (4) CLIPS) nnni-Gne Inc. 1---` v"• PROCEDUREBASSTEP RESULT - - t UL?ERMiNE. rHF, CONNELI." .51E ED ON RAM THE DIA SDNSt 'ET 2 CONNECTION TYPE 3 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE THIS INSTALLATION IS INTENDED FOR A VUlt=.T'70 MPH, EXPJSURE'0'. THIS DESIGN CRITERIA CORRE5PONDSTO TABLE 5 I 4 DETER INE LARGEST FACC ARCH OF MECHANICAL UNIT TO BE H75TALLEU CHECK MAXIMUM UNIT' HEIGH.'I' RESTRICT' ON 147%'KA6"<I6,^' - THIS UNIT HEIGHT OF 48• IS EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 48% 1 MOTE'. THIS PRODUCTAPPROVALALLOWSTHEUNITTDDEINSTALLEDONTOPOFANAICSTANDTHAT SS A MAXIMUM 30" TALL. XFA14 AICSTAND IS ffRLIIED CHECX TO SEE THAT THE STAND DOES NOT EXCEED 30' IH HEIGHT L CJIFCX HINiNUFt-IiYi tS` NY>I £SiTU'sCTTCFZ.. DETERMINE. THE ALLOWABLE ROOFTOP NEIGMT OF THE INSTALLATION it IN 3H`i A N - TER TARN HIM MU{T AilOV1. tQ N Iq'. S' UNIT MAY BE TNSTA4.I.ED AT ROOF HEIGHTS LISS THAN OR IQUA.LAO IS FT, ADDIPONALLY, THIS UNIT MAY BE INSTALLED ON ROOF -TOP HEIGHTS GREATER THAN BOFT Af10 LE55 THAN 100 PT. SEE (') ON TABLE 5 FOP. THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES: THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE FLOR.S,A-0 BUILDINGCODE FOR USE WITHIN AND OUTSIDE THE HIGH VELUCRY HVRRICANE LGtt INDICATEDAN -,HE ACCOMPANYING DESIGN SCHEDULES. THE DESIGN CRITERIA USED G CALCULATE TTIE ALLOWABLE ROOT- 10"-'TGHTSFL-0;*510ER5 t$ 7.20 SECTION FOR ROOF TOP HE1GIiT5 ( H) ¢60 RANOS!CTI?N 2g-5 FOR ,ROOFTOP. HGIC>t15.{M}> 6D FT 4 S'CCR01241I,L FOR KS,TAU ATIVNS AT TIRADE. (CRI}L,„,+3.10 WITHL17-TT1[ HVHZ• fiC't ,r+'t: 90 OiJT370E tHE fl",+1f2, tGCr 2 S FOR ALL. LOCATiO 1, (COtYUaREttT). Au THER DESIGN VARIABLES ARE ilt AOANCE WITH ASCE T-tOGUJTER516'5.19, THE HEIGH S LISTED !^ 1 THE DESIGN SCHEDULES REPRESENT THE ALLOWABLE HEIGHT OF THE BUILDING THIS PRODUCT APPROVAL ALLOWS FOR EACH UNIT TO BE INSTALLED ON A. MAXIMUM 30' 7ALL A! C STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGHTS LISTED IN THE DESIGN SCHEDULES.. GENERAL NOTE_S_: I. THIS PRODUCT HAS BEEN DESIGNED ANO .SHALL BE FABRICATED IN A.000RDAN( I WITH THE REQUIREMENTS OF THE FLORIDA BUILD-NG CODE R ASCE 7-10 THIS PRODUC I MAY BE USED WITHIN AND OUTSIDE THE HIGH VELCCLFY HURRICANE LONE. 2 NO 33.1/3% INCREASE IN ALLOWABLE S'RESS HAS BEEN USED IN THE DESIGN OF I*HIS SYSTEM. UE' iGN IS BASED ON CL IENT PROV:DEO PRCD(X'T AND DIE SHEETS FROM TEST REPORTS •TI.RI j OTN,., tT 7 B7 ,.BY 7ESTJNC EVALUATION IABORAIVRIES, INC . NO SUOSTIMIONS WrtTfDUT 1YRITTENIAPPROVAL BY THIS ENGINEER SHALL6E PERMITTED. 4, MAXIMUM B MINIMUM DIMENSIONS AND MINIMUM WEIGHT OF MECHANICAL UNIT SHALL CONFORM TO SPECIFICATIONS STATED HEREtM. ALL MECHANICAL_ SPECIFICATIONS CLEAR SPACE, TONNAGE., ETC.) SHALL BE AS PER MANUFACTURER RECOMMENDATIONS AND ARE THE EXPRESS RESPONSIBILITY OF THE CONTRACTOR 5. FASTENERS TO BE ,112 X 3V OR GREATER SAE GRADE 5 UNLESS NOTED OPHERV.ISE. TAPCONS REFERRED TO HEREIN SHALL BE ITW BUILDFX BRAND,_C:ARBCN STEEL ONLY, INSTALLED TO 3000 PSI MIN CONCRETE. SEE ANCilOR SCHEDULE FOR ANCHOR REQUIREMENTS, ALL. FASTENERS SMALL. HAVE APPROPRIATE CORROSION PROTECTION TO PREVENT ELECTROLYSIS. 6. ALL STEEL CLIPS SMALL BE AS TM A283 STEEL (GRAOF D) WITH FY=33 KSI OR BETTER. ALL STEEL MEMBERS SHALL BE PROTECTED AGAINST CORROSION WITH AN APPROVED COAT OF PAINT', ENAMEL OR OTHER APPROVED PRO, ECTJON, C,9D-RATED COA.TiNG RED LIFREO FOR ALL COASTAL INSTALLATION 7; ALL CCNCP,EIE SPECIFIED HEREIN is INC) T PA4I' OF THIS CER11FICA LION, AS A MINIMUM, ALL CONCRETE SHALL BE STR. Y'Tkl RAI CTJNCRETE 4" MIN. THICK AND SMALL NAVE MINIMUM COMPRESSIVE STRENGTH OF 3, 100 P51, UNLESS NOTED OTHERWISE. 8. THE CONTRACTOR IS RESPONSIBLE TO INSULATE AL L MEMBERS FROM DISSIMILAR MATERIALS TO PREVENT ELECTROLYSIS. - 9. EIECTRI6AL GROU:70, WHEN RMARED, TO BE DESIGNED II INSTALLED BYQMERS; 10, 'SHE ACEQUACY OF Ali( EXISTING STRUCTURE TO W(T)(STAND SUP§RtMPOSw LC{A05 4P7AlL 0S VERTEiCI? BY:'TF4E ORtSITE OESIGH PR4sBS510NAL hND 1S 14 IIiCLUCEA7N THIS CERTIPICA ION,EXCEPT AS EXPRE35LY PROVIDED HCREIN, NO ADOlTIONAL' CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. IT. 'THE SYSTEM DETAILED HEREIN IS GENCRIC AND DOES NOT PROVIDE INFORMATION FOR A 5PEGFIC SITE. FOR SITE CTJNOITIONS DIFFERENT FROM P,C CONDITIONS DETAILED HEREIN, A LICENSED ENGINEER OR REGISTERED AR,CHTfEC SHALL PREPARE SITE SPECIFIC DOCLIMENT5 FOR USE IN CONJUNCTION WITH THIS UOCAIMENT, 12. WATER -TIGHTNESS OF EXISTING HOST SUBSTRATE SHALL BE THE FULL RESPONSIBILITY OP THE INSTALLING CONTRACTOR. CONTRACTOR SHALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE IS RESTORED AFTER FABRICATION AND INSTALLATION OF STRRULTURE PROPOSED HEREIN. THIS ENGINEER SHALL NOT BE RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OC^_IR AS WATER -TIGHTNESS SHALL BE THE FULL RESPONSIBIL-l' OF THE. INSTALLING CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE Wlt WIND SPEEDS USED IN THIS APPROVAL, SEE SECTION 26„7.3 OF ASCE 7.10: OwS7 HCI I T \ aJ { Np r I lr ti I f 1 I 1' CLIPS f rf 3 MAX 'I# SUBSTRATE I DE3GR14TiOMz. t- r (] J-5116"0 CARBON ITV B IILDEX-TAPCOT '' CRE'TECUN2Y.' FULL EMBED TO -ice 4" THICK MIN CONCRETE$?#S';Mill 3000 PSI MIN.) EDGE -DISTANCE; 3 MlH: SPACING TO, AM AD/ ACENT ANCHOR, ALUMINUM: ( 2) -, P 14 SAE GRACE S r0, 125" MSN. SHEET METAL SCREWS TO TH[ CK, d061=T6 ALV MT NUM, PROVIDE. (5) Mi N; ALUMItiLIRA) ' PCFf,MES .IN FAST (5) THREAD MANE — STEEL' ( 2)-.AA14 SAE GRADES 0, 125- MIN, SHEET METAL SCREWS TU THICK, 33 KS: STEEL, PP,OViDE (5) MIN, ST EFL) PITCHES MIN, PAST THREAD PLANE TMp 1, EMBEDMENT AND EDGE DISTANCE EXCLUDES FINISHES, IF APPLICABLE. 2, ENSURF. MINIMUM EDGE DISTANCE AS NOTED IN ANCHOR SCHEDULE. CONNECTION 1 1 P E C 1 CONNECTION TYPE C2 3. SEE DETAILS ON SHEET 3 FOR ANCHORS ATTACH:IK TO MECHANICAL UNIT J_ CLIP - IXT)LJZE'(1} AT EACH CORNER FOR A TOTAL OF (A) PER UNIT CZ. 1' CLIP -UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (8) PER UNIT r w. w j cc z r* AX: t.. 2' CUPS 3'.MAX , TYR %'. 2".CLIPS r '" MAX N TYR. i j 7 3 MAX . •`yam - 3" MAX., Tm CONNECTION TYPE C3 CONNECTION TYPE C4 C3 Y. tT,,.ti5, •;t1CI.LtZE tL) Jtr: E.acnCOR.YE}C FOR A TATht OF ,C :iER_.V—I'IIT.. :, .r - UTtgi ; 2) AT EACH CORNEA FORA 70TAL:OF.LB,P_ER'UrvI7" ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS 3" MAX TM '- I• ales 3" MAX I P \ Vp. toATL\a M0. t SUBSTRATE DESCRIPTION I) 5{16-0 CA0.80N .iTEEL ITW BUILDEX TAPCDN CONCRETE: 2W FULL EMBED TO 4- THICK MIN, CONCRETE, 3W M.N. 3000 PSI MIN.) EDGE DISTANCE, SPACINGTOANY ADJACENT ANCHOR. I )- A 14 SAE GRADE 5 ALV MINIM: HEFT METAL SCR`IV TO ALUMINUM, PROVIDC (5) THICK, 5-^.61-T6 ROCHEES MIN- PAST MiN.; ALUMINUM) THREAD PLANE. STEEL: L)-? 14 SAE GRADE 5 0 125 MI:N• SHEET METAL. SCREW TO HTCX 33 XSI STEEL, PROVIDE (5) MIN, STEEL) PITCHES MIN. PAST THREAD PLANE tJNTT 1YI'TH 6"- MAX 6" MAX ID pFF$FT r CUD PAIR $PACItJG -- CLIP OFFSET I. I:. 3" TYR cuP- cuv SPACING CERTIFICATION TIU2E ( 4) CLIPS EA SIDE OF UNIT FOR A TOTAL OF 8) PER UNIT 51 ALTERNATE (8) CLIP DETAIL N. T.S, PLAN VIEW THIS DETAIL MAY BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNECTION TYPES THAT UTILIZE (2) CLIPS AT EACH., CORNER FOR A TOTAL OF (8) CLIPS PER UNIT, tfi_ is- FOR ANY CLIP LONGER THAN 10" 0.19" UTILIZE (5)-912 SAE I Y'iYP. GRADE 5 SHEET METAL SCREWS, re?. 0.068 THICK_ }j U . ASTM A283 91. STEEL, TYP. j p M° U O 03}-A 12 SAF GRADE 5 .' SHEE,r METALSC.REWS in FOR CLIPS UP TO 5" 'V ® l( LONG. UTILIZE (5)-F12 I1SHEE" METAL SCREWS r A0 FOR CLIPS IONG£.R—, r,. ti THAN S", TYP j III y,^O HCiLE, V. iTI I. ANCHOR FROM 1' CLIP ANCHOR SCHEDULE, IYP. 0 (OTHER Di I TAR NS SIM:IAa) i IT1 CLIP ISOMETRIC DETAIL 3 N.1.S- ISOMETRIC o.u' y 0.072' OR p _ 0.113" THICK f (( Y! £ AS rM A283 STEEL, TYP. ../DI. 19 .. - a 3)-s12 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4" LONG. UTILIZE (4)-R12 SHEET METAL ;CREWS FOR CLIPS LONGER THAN 4", TYP: i Q Y,"p HOLES, NOT TO SE USED FOR ANCHOR!:, TYP. FACTORY -MILLED Y."O HOUTILIZE (1) OR (2) ANCHORSLES; FROM 2" CLIP ANCHOR SCHEDULE, TYP, 0.5tl? z 2" CLIP ISOMETRIC DETAIL. 3 N T S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM HOUSING UNITS SHALL BF 6063-T6 MIN. ALUMINUM SHEET WI1 H Fty=30 KSL 0,125" MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE AQM A653 FY=33KSt MIN. STEEL, CRADE 33, 22GA MIN, 0.068 THICK.ASTM A283 STEEL CLIP, TYP. BASE OF UNIT SHALL-. BE FLUSH WITH BASE OF CLIP, NO SPACE PERMITTED, TYP. 3),*!2 SAF GRADE 5 SHEET METAL SCREWS FOR CLIPS UP TO 5 LONG,. UTILIZE (5)-G17 SHEET M_ I AL SCREW $ FOR CLIPS LONGER THAN E". PROVIDE (5) PITCHES MIN. PAST THREAD PLANE FOR EACH EMS, TYP. ANCHOR PER AUCHORSCHEDULE ANCHiIECHU A`E PER P SCHEDULE VARIES) 1" TIE -DOWN CLIP 3 ANCHOR DETAIL CLtP IS DESIGNED FOR FULL OET AIL CONTACT 4YI'I'H'TNE BASE OF EACH M.CHAN1i:Al. UNIT, TYP. MECHANICAL UNIT BY OTHERS,ALUMINUM. HOUSING UNITS SHALL BE 6063-T6 MIN. ALUMINUM SHEET WITH Fty-30 KSI, 0.125' MIN. THICKNESS, STEEL HOUSING UNITS SHALL BE ASTM A653 FY=33KSI MIN: STEEL, GRADF 33, 22GA MIN, (t=0.0299"). 0.072" OR 0=3 THICK ASTM A283 TYP 3)-612 SAE GRADE 5 SHEET METAL SCREWS FOR CLIPS 4' LONG. UTILIZE (4)-t12 SHEET' METAL SCREWS FOR CLIPS LONGER THAN 4" PROVIDE (5) PITCHES Mi N. PAST THREAD PLANE FOR EACH EMS, TYP. STEELCL[F, Y . BASE OF UNIT SHALL '- J r— f L) OR (2)ANCHOR5 f%J PER ANCHORBEFLUSHWITHBASE E_C' ris, 3I1 SCHEDULE OF CLIP, NO SPACE f rlPERMITTED, TYP 7 r A SUBSTRATE PER ANCHOR r " S[tiEt7ULE: VARIES) 2" TIE -DOWN CLIP a ANCHOR DETAIL 3 IF - 1-O --` DF.T'AIL CLIP 6 OESIGYED FOR FULL CONTACT WITH `HE BASE. OF EACH MECHANICAL UNIT TYP U a Z H . yCl z a Qn OO b L0 IPZ Ie b a uj PSI o Z d t W o o er j Z ^ 7z o h"4 U FEo m F TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE H.GH VELOCITY IU RRICANE ZONE ) ALLOWABLEROOF 7UPHEI( Hl (H) TIE -DOWN CONF!GIIRAAON TYPE - r. MAX@ UM su RFACE AREA OF UNIT I DNII i Cl C2_ C3 C4 UNIT LARGEST HEIGHT 1 WIDTH FACE l 9 F7 32 .trLAX 7 1 N IN N A RAp AT d F 7 AT GRADE .. 111200 FT H f f7 l AT GRADE Hd0 FT AT i 9fT 48MAX) 24 MIN N,n ATGRADE AT l N/ A AT GTUDE AT 15FT. T N/A I- ATGRADE W j{ N!A 4u_^ 25 FT1 60 MAX }y 48" MIN yArGRnac T. GRADE A---•—w7:--i'.. TABLE 2 : Vult=17S MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE IN THE. HIGH VELOCITY HURRICANE ZONE-) AELOVJAOtE ROOf.TOP HEIGHTv(H TIE- MVN CONFIGURATION TYYPE'. MA7Z1mum I SMACE AREA OF UNIT ( UNIT I C C2 C3 Cd UNfi' S-A.RGEST HEIGHT wtOTH ' MAX 12 ATGRADE1 ATGDEHS200FT9FT' 32'MAX Ii6 MIN N/A AT GRADE I NIA H330fT H 2O0fT 7 4 FT. _. AT HS1 FT 9Fi 48"MAX 24" MIN 5 40 FT HI ATGRADE AT GRADE 20 FT' i AT_, GRFOE 2S FT' .. •. G,:' MAX i 4&' MIN Y . I N A _ , N7A N(a " AT GRADE T THIS TABLE IS PERMISSIBLE TO BE USED WFtHIN FHE IT02 WMCH CONTAINS BROWARD AND MIAMI CADE COUNTIES. C14ECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THEAPPLICABrUTY Of THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES- TABLE3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY R STRUCTURE-) J ALLCWABLC ROOF TOn HEIGNT{H) TIE - DOWN CONFIGURATION IYPE SURFACE AREA OF UNI7 « UNIT Cl l C2 - C3 , C4 j UNI SIA{GEST HEIGHT WI.1 FACE 1 1!t6 F" 76 MAX 12 MIN N/A AT GRADE H 5200 FT H 5 7CIU FT I co Fr<Hs160r; 9 FT11 32 MAX 15'MIN N/A H 515E AT GRADE H52W FT 1IIIHF' 60F'T < 5 200 AT CRAOF. H52Cd FT H5200 F' HK20-'f'f it 60 FT H 5 DE FT j 6 F'.' - AT GRADE l { H 560E H <_ 2C0 T E H ' 2W PT CIfip F7 H 200E I 9 F 2 43 MAX 24"MIN .t NIA H5200 FT ::ATGRADE Hb2Q0 FT = 76QfT HS60 FT' 4 FT' / E r N A Al GRACE N/A H S 20D,Fr 60FT H52'JO FT I x 16FT' NIA I AT GRADE N/A H 5 200 FT ; i 2 F ! } NJA ATGRADE T N A Hs200 FT t 75F - 1 NIA H 30 FT N/A N/A j GO FT<H S 200 FT 60" MAX (. 4E MIN ATGRADE . 5 30r ! N/ A NIA I NtA tbCfT c HS, 1RAFT' 11 F* WA NfA N/A ATGiF DE: AS AN E' XAEAPLF., THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. CHECK WITH LOCAL AITHOR:TY HAVING JURISDIC71ON FOR THE APPUCABILI FY OF THIS TABLE WITHIN CERTAIN FLORIDA COUNTIES. MIAMI-DADE COUNTIES. CHECK W714 OF 7415 TABLE WITHIN CERTAIN FLOR H 52U( FI515 ATGRAOE NJA AT GPAg N/A - NIA A7CRACE t; N/A Nfk ATGRADE ' t1JA i+%n AT GRACE VHZ WHICH CONTAINS BROWARD AND Y HAVING .IUMSUICI ION FOR THE APPLICABILITY TABLE 4 : yult=170 MPH, EXPOSURE D FOR USE WITHA.RJSK CATEGORY II STRUCTURE—, MAXIMUM SURFACE AREA OF UNIT UNIT Cl UNITS LARGEST HEIGIiT WIDTH t FACE ALLOWABLE. ROOF - TOP HF GHT LHI ` T!E-0OWN CONFIGURATION TYPE C2 C+ C4 6 FT' 24" MAX 12 MIN N/A - H 5 700 FT f' F 5 200 FT EO FT 'H530 AT CE u FT' i2" MAX 6 MIN N/A - IRA' N/A H s 700 FT CAO F' : H20FT 4 FT' AT GRACE 60 FT H 5 lO0 R _ FI 5 200 fT H 5 200 FT Hs 200 FT 1 Ns15 FT 1-52CU OF" i'' E7/A H:20DFT 'r T' 60 FT<H 52C J FT 9 FT' 46" MAX , 24" MIN ! N/A J HS 15l7 AT GRADE H 5 2G0 FT F'fi<H 1200 FT. - 12 FT' .. N/A. AT. GDE N,lA Y 5 200. FT f>D RAft<H 532o FT' 16 FT' 1/ A IRA N/A H 5 4U Fl 60F <H. (OFT. 5 20 FT' WA - ATGR/Wf' N/ A H 40 FT60 FT H 5 200 FT 25 FT' N/A N/A. N/ A AT GRADE 60F <H5 200 FT 60" MAX 49" MIN .. _. .._ _ .. 30 FT ' NJ. 4 N(A N/ A 6R FTT HR< 1000 F, 16 F 0 N/A N/A N/A AT C A0C AS AN EXAMPLE, THIS TABLE 15 PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY CHECK WITH LOCAL AU FHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF THIS TABLE wr THIN CER'T.AtN FLORIDA COUNTIES, 00 crn(<r1n= 1 Q= i-- S, f , Fu dd6 a Ym$z. NO C NLLS, JKW OA 15- 2378 I 91 TABLE 5 : VuIt=140 MPH, EXPOSURE B FOR USE WITH A RISK CATEGORY II STRUCTURE') ry.._........,.__.._.._.......--.._T..._._..........._.._._._.... AVOWABLE ROOSoTOP)fE1GHt:{H). TIE -DOWN CONT}GVRATIONTY,FE MAXIMUM j SURFACEAREAOF - UNIT 1 UNIT Cl UNIT'SLARGEST HEIGHT i WIDTH j C2 C3 C4 j FACE 6 FT' 24" MAX 12 MIN : N S 15 FT i 60 FT <Hs I20 FT! N 5.200 FT J H < 200 FT H 5 200 FT 9FI 32'MAX S MIN.. ATGRADE 7f H5200 FT NSZtlO FT H5200 F'T 4 FT' H S 200 FT $ H 5 200 FT A H 12011 FT H S 200 FT 6 FT' H S 40 FT H 5 200 FT H 5-200 FT H 5 200 FT 60 FT<H S 200 FTy 60FTGRADE.. 24" MIN 4 rT<HSAO FT H S 200 FT H 5 200 FT H!; 200 FT9FT' 43" MAX 12 FT* y AT } H5200 FT 66 FT<HS 0D FT H 40 FT H5200 FT 1 16 FT' N/A t H5200 FT 10 iHisFT Hs 100 FT H5200 FT 20 FP 8 N/A H 5 200 FT H 915 FT 6D FT<HS18Ti FT H 5 200 FT 25 FT' i H540-FT N/A ' 601,FT<H5200 FT I ATGRADE 60 FT <H 580 F7 H 5 200 FT 60" MAX 48" MIN 30 FT' N/A H 515 FT AT GRADE H S; 200 FT 160 FT<HS LEE FT 36 fT' c.. _......_.._:i.__..._...__ N/A a.______-.._._..,:,.—...-.___...._ AT GRADE 60 FT<HSSOFT ATGRADE w.. H 2O0 F1 AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN BREVARD COUNTY. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY OF I'HIS 'TABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 7 : Vult=140 MPH, EXPOSURE D FOR USE WITH A RISK CATEGORY II STRUCTURE') TABLE 6 : Vult=140 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE') ALLOWABLE ROOFTOP HEIGHT (H) TiF-DOWN MIN GIIRATION TYPE MAXIMUM RFACE 7 SU AREA OF UNIT 1 UNIT Cl C2 C3 i C4M; UNITS LARGEST HEIGHT FACE.:. LWIDTH r{IIF I6fT' 24" MAX 1 12- MIN ATGRADE H5200 FT H<200 FT Hs 200 i H5]5 FT 9F1 32"MAXI 15 MIN NIA H5200 FT i 60 FT<HSFT FT MS200 4F7' HS200FT HS200 FT I H5200 FT N5200 FT 1 ATGRADE 6 FT' t 60 FT<H 5180 fTL H 5 200 FT H 5 200 fT H 5 200 FT ' HSZ00 FT 60 H540 FT FT < H 5 200 _ 1 HS 200 FTFT'9FT' ' 48" MAX 24" MIN t ATGRADE I zFT' i I N/A Ai GRADE HS2Q0 FT I ' H5200 FT ) AT GRAD° H 5 200 FT 16FT' N/A 60 FT < H 5 200 FT 20 FT': I N/A H530FT A7 GRAM H S 200 FT i 60 FT < H 5 200 FT 25 FT' N/A AT GRADE I60 FT FH 5140 FT AT GRADE' H S 2D0 FT 60" MAX 4E MIN-..».- i 30 F7 N/A AT GRADE N/A. H S 200 FT 36 FT II N/A AT GRADE A N/A 115 30 Ft fT < H 5 200 FT t I ALLOWABLE ROOF TOP HEIGHT (H) T TIE - DOWN CONFIGURATION TYPE MAXIMUM S SURFACE AREA OF UNIT'- UNIT Cl C2 C3 L4 UNIT' S LARGEST .HEIGHT WIDTH FT' 24"MAX 12 MIN N/A H5200 F1 60 FT<HO FT I Nf2Q,6 FT 5200FTj Jam. ..... AT GRADE 9FT' 32'MAX 15 MIN - N/A N5200 FT GDF H514U FT HS200 FT 4 FT' H < 40 FT H s 200 FT H 5 200 FT H s 200 FT 60FT< H5200FTI 6 FT' { AT GRADE H<_200 FT H5200 FT H5200FT 60 FT<HS 100 FT 9 FT' 48" MAX 24" MIN ; N/A H s 200 FT H 5 1S FT i H s 200 FT 60. FT 11 5200 r7 j e 12 FT' N/A H540 FT" ATGRADE H5200 FT 60 FT<H5.2DGFT 60FTIH58OFT l6 FT' N/A ATGRADE' N/A N5200 FT 60 FT<H 5200 FT 20} 7 N/A A GRADE ATGRADE H5200 FT 60 FT<HS 200 FT 25 FT' N/A AT GRADE 60 FT < H 5 N/A ' H 5 200 FT 60" MAX 48" MIN.., 30 FT' N/A N/A NIA: I NiS2 ;. 60fT<H5200 FT: 36 FT' ii i N/AN/A N/A ' L60.: AT GRADE FT<H<_200FTC15-2378 Es ENGINEERING EXPRESS® R a. a PRODUCT EVALUATION REPORT ENGINEERING EXPRESS® EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61 G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications", sheets 1-5, prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. o TEST REPORTS Ultimate test loading structural performance has been tested in accord standards per test report(s),#TEL 419763' 7A and #TEL 01970387B,by Inc. 3TRUGTURAL ENGINEERING-CALCULATI'ONS R2- sgd_Eng'n_eer's:; Rages i?`.t1 Structural engineering calculations have been prepared which evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1: Minimum Allowable Unit Width 2: Maximum Allowable Unit Height Frank k3.. Minimum Unit Weight PE IQ4P. 4. Maximum Allowable Unit Surface Areak ff 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12T" AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM l W ENGINEERING C-XP EFSS: 4l14/2015 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 12TH AVENUE #106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX:954-354-0443 WWW.ENGEXP.COM CITY OF SANFO'RD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No 11- 31 Documented Construction Value: S Co Job Address: 1 Ic tJs-- Historic District: Yes No 119 Parcel ID: (DV 3,W va fikk-L&vcS RcsidentialN Commercial:[] l'ypc of Work: New Addition Alteration Repair Demo Change of Use, Move Description of NIVork: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone Fax Email: Title: Property Owner Information Name 1r1(a d'1 Phone: Street;, Resident of property? City, State Zip:,_ Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: 770)',941-5421 x 2082 Street. 6310MABLETON PARKWAY SUITE 1000 City, State zip: MABLETON, GA 30126 Fax:, ( 770) 941-9522 State License No.: CFC1426562 ArchitectiEngineer Informatic Name: Pilot, Street: Fax: City, St, zip: E-m< Bonding Company: Mortgage L Address. Address: — NVARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF CONINIENCFMENT MAY RF..SUL,T'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 Ole, COMMENCEMENT, Application is hereby tirade to,otitain a hermit to ado the work and installations as indicated. I certify that oo 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 stcured for electrical work, plumbing, signs, «'e.Iis, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Slinll be inscribed with the date of application and the code in effect as'of thnt date: 5`t' Edition (2014)- Florida Building Code Rey is€t ,.time 30, 2015 Permit Application NOTICE In addition tothe 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 oovernmental entities such as water management districts, state agencies, or federal agencies. Acceptance of pe,rmil.is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City' bfSanford requires payinent ofa plan review The at the time ofpermit 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. file 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 exceedthe actual construction value; credit will be applied to your permit flees when the permit is issued. OV1tNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all tivork will. be done in co nifliance with all Applicable laws regulating construction and zcln ng. SrgnatureorOwier/Agem Date, sigllatureof ntracrdr/AeanC Prim OvmerlAgem s;Name' Print Contra • o Agent's Name Signatttre,bfNotar}= Stale of Flonda Date. Gt EL' AUG21, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is fkl' all Known Produced 1D Type of ID Produced ID 1 ypc' ,ta,yG BELOW IS FOR OFFICE USE ONLY Permits Required: Btti ding Electrical Mechanical Plumbing[] Gas[] Roof Construction Type:. Total Sy Ft of Bldg: Occupancy Use: Min. Occupancy Load Flood Zone: of Stories: New Construction: ' Electric - # of Amps Plumbing - # of Fixtures 1Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING COMMENT& of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised ' hine 30,2015 Permit Application FIRE INSPECTIONS CITY OF SANFORD 407.562.2786 BUILDING & FIRE PREVENTION BUILDING INSPECTIONS 300 N PARK AVE 855.541.2112 SANFORD FL 32771 DRIVEWAYS -SIDEWALK 407.688.5080 Application Number . . . . . 17-00003733 Date 5/02/18 Application pin number . . . 064326 Property Address . . . . . . 545 RED ROSE LN Parcel Number . . . . . . . . 21.19.30.510-0000-3180 Application type description NEW SINGLE FAMILY HOME - DETACHED Subdivision Name . . . . . . Property Zoning . . . . . . . PUD Application valuation . . . . 352461 Application desc noc on file Owner Contractor TAYLOR MORRISON 2600 LAKE LUCINE DR STE 350 MAITLAND FL 32751 407) 489-1475 Structure Information 000 000 ---------------------- Construction Type . . . . . VB Occupancy Type . . . . . . RESIDENTIAL USE GROUP Flood Zone . . . . . . . . NONE Other struct info . . . . . ELEC - # AMPS 200.00 PLUMBING FIXTURES 23.00 NUMBER OF STORIES 2.00 SQUARE FOOTAGE 3247.00 Permit . . . . . . PLUMBING PERMIT -NEW RESIDENC. Additional desc . . Phone Access Code 1048198 Permit pin number 1048198 Sub Contractor NORTHWEST PLUMBING Permit Fee . . . . 150.00 Issue Date . . . . 5/02/18 Valuation . . 0 Expiration Date . . 10/29/18 Qty Unit Charge Per Extension 23.00 6.0000 EA FIXTURES,WATERHEATR,DRAIN,TRAP 138.00 1.00 6.0000 EA SEWER 6.00 1.00 6.0000 EA WATER PIPING 6.00 Special Notes and Comments All projects within the City shall use WastePro for debris removal. Please contact WastePro at 407.774.0800. Normal hours for inspections are from 7:30 through 4:30 Monday through Thursday. Please be aware you must contact the Building Official to schedule a Friday or after hours inspection. This is required since not every inspector is licensed to do every type inspection. Communication is the key, so please contact the Building Official if you have any questions at 407.688.5058 or at dave.aldrich@sanfordfl.gov Water impact fee $343.00 Sewer impact fee $3025.00 Other Fees . . . . . . . . . 01-APPLCTN FEE -BUILDING 25.00 01-APPLCTN FEE -PLUMBING 25.00 01-BLDG PLAN REVIEW 1059.00 FAILURE TO COMPLY WITH MECHANIC'S LEIN LAW CAN RESULT IN THE PROPERTY OWNER PAYING TWICE FOR BUILDING IMPROVEMENTS. NOTE: ALL FEES MUST BE PAID PRIOR TO C.O. BEING ISSUED. NOTE: PLEASE BE ADVISED ALL PERMITS MUST BE INSPECTED. f CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value- S Job Address: Qe ant Historic District: Yes No Parcel ID: Residential ErComnrercial Type of Work- New 0 Addition AIteration Repair. Demo Chanbe of Lse `love tion of,«''ork: Plan. Review Contact Person: TitL—' - Phone: Fax: Ernail: Property Owner Information ame J 1 i Phone: Street: Resident of property''. Cit! ,S(ate Zip: Contractor Irifarmation ame' i C a l` I Y i t i Phone: Street:? - L`1t- I F ( i i I Fax; f i ' Cites State Zip: l ( . - State License \o. f err Architect/Engineer Information aine, Phone: Street; Fax: C,itj, St, Zip: E-mail: Bonding Company: address: Iort a-e Lender: address: WARNING TO O'«`\ER: YOUR F:AILCRE TO RECORD A NOTICE OF COJI)IE\CENTENT MAY RFSLLT I\ YOUR P Yf- G TWICE FOR IMPROVEME\TS TO YOUR PROPERTY. A. NOTICE OF CO)"LNNIE\CE-NIE\T i"IGST BE I.ECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST I\SPECTIO\. IF YOU INTEND TO OBTMN FI\A\CI\G. CO\SULT N TTH YOUR -E\DER OR AN' ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. A nplicatton i, her, -by made to odtatn r3-p:rtllkt to do -lll:e xvork and In-Ial.atlons as i:?dic<,ed.. A urn -iv that'no \fork or installation has. prior 10 Li .- i-,5uan:ce of a, p„rInit a.nd that all w'ar;•. S^.Ili Iic porfomicGl to nl ct standard; of allla.t's re:?U!-Itiu, Cons"PIClion i tll;f juii: —),n. I understand that a separate.permit must be secured for electrical work. plumbing. signs. ycells, Pools furnaces, boilers, heaters. Tanks, and_ air conditioners, etc. FSC 10.3 Stull be inscribed, kith the date of applicari n and the code intifect its of that date. 55" Edition (3Q14111urida Building (:ode i i un ,(1-20i3 yet.:1 s rlic: i rr NOTICE- In addition to the requirements of this permit, there may be additicnial restrictions applicable to this property that rni-y- be found in the public records of this courltYll(! . athere inay be additional perrtiii s required front other governinz ntal entities such a I S NN - '4' ter nlianaaernent districts, state agencies, or federal agencies. Acceptance of permit is verification that I w-ill notify the wxner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires paym, nt of plan rcview fee at the tirric of permit submittal. A copy of the executed contract is reqUired in order, to calculate a planreview charge and wi , 11 be. considered tht, estimated construction, v, lue of the job at -the time of subrilitt 1111chargeaial. The actual construction VaILIC 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 char2es figured off the, executed contract exceed the actual eonstrucrioi value. credit All be applied to,your per -nit fees when the permit is issued. OWINEWS AFFIDAVIT: I certify that all of the foregoing, information is accurate and that all work will Eye done in compliance with all applicable laws regulating construction aud II _ izram--- ofCr ii-r,'A2nt Da:-, 12ii2irur'- o'of Flonda D ONVLIC-r/-k2ent is 'Personally Knowri to M. Or Produced In TN". ge of ID Produced. ID y Type of ID BELOW IS FOR OF I FICE USE ONLY Permits Peqtfired: Building, R Electrical [] N-1--chanicalF] PlumbiligF] G a sF] Ro(ofEl Construction Type: Occupancy Use: Flood Zone: Total Sq Ft, of hhl(yr kffti. Occupancy Load: of Stories: NeNvConstruction Electric ofAnips Plumbing - F- of Futures Fire Sprin k- Jer Ni'mit: Yes 0 '\-'OEI --_' of HP d --; Fire Alarm Permit- Yes F NoF1 PPROVALS- ZONING: t 7 TILITIES: E NGIN EER EN G: FIRE' C 0 NUN 1E NT S: VASTE- WATER: BUILDING: R--", iJ I 171. 1 0- 20 ' 5 P-r-- Pp A'ACT110M CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ W. Job Address: ,Q('()Se- Parcel ID: Historic District: Yes Nog Residentiato Commercial Type of Work: New:, Addition Alteration Repair Demo Change of Use Move . Description of Work:jj L7 Plan Review Contact Person: 4Phone: n r-JsiGag i Fax: I Title: Email• YiVCiC`E'J(; QiY C:" Property Owner Information Name jWLIQA City, State Zip:Ct%(,;_E Name Streel City, Name: Street: City, St, Zip: Bonding Company: Phone: . Resident of property? irmation Phone: A61.=1 5 - 30u Fax: ` 6-7 State License No Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: ___ Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5'h Edition (2014) Florida Building Cade Revised: June 30, 2015 Pctmit 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 accu be done in compliance with all applicable laws regulating construction and zqJ Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary'State of Florida Date--- Owner/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use:.. Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps., Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: - -- WASTE WATER: ENGINEERING; _ FIRE: BUILDING - COMMENTS: _ Revised: June 30, 2015 Permit Application will 3I f(y Lft4RE C "i SiGi f ! &r 771 V nOor Nom< fl pll t i4K(#;-CSR CO#P 1 ( {. ifi,i 5/%9/)014 i .€ndC 3 5/]8/5021 t U I a. aRv2 (4 g UAtK 1. f a.>`•r ;. ,rm ai alrcnaRr,nt.rvks,r.rmrr ot e` ua ? h•-....d k!9 ttr. r-.. CM, i dfi>er -_ .._ '. fivatait!(63tl f'- _ `.ri.l _S4tb1 Tnta fmt x as. ecrcrse rt rca asx: ,ter F;rw rw.ev : Firs ;rr ee >a>ary cc s w JH-:- - > :a - ¢ e rS s,mm :. 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