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3954 Night Heron Dr 17-3193; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100008 BUILDING APPLICATION #: 17-10000865 BUILDING PERMIT NUMBER: 17-10000865 1-3 93 Laos, d'D DATE: November 28, 2017 UNIT ADDRESS: NIGHT HERON DR 3954 17-20-31-502-0000-0710 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: STARLIGHT HOMES ADDRESS: 1064 GREENWOOD BLVD, STE 124 LAKE MARY FL 32746 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3954 NIGHT HERON DRIVE/ WYNDHAM PRESERVE LOT 71 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE Single Family Housing ROADS -COLLECTORS N//A Single Family Hou ing FIRE RESCUE N A LIBRARY CO -WIDE Single Family Housing SCHOOLS CO -WIDE PARKS SSingle Family Housing LAW ENFORCE N/A DRAINAGE N/A 705.00 00 ORD I ORD 54.00 /( 5,000.0 tyk o 1" 1.000 dwl unit 1.000 dwl unit 1.000 dwl unit 1.000 dwl unit AMOUNT DUE 705.00 00 00 54.00 5,000.00 00 00 5,759.00 STATEMENT lRECEIVEDBY: A SIGNATURE: PLEASE PRINT NAM ) ( DATE: NOTE TO RECEIVING SIGNATORY&PLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY REESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT O2-FINANCE 4-LAND MANAGEMENT NOTE** I{ SEMINOLENS ACOUNTYISED ROADTHFIRE_/RESCUEIS IS ,, LIBRARY AND/OREMENTOFEESDUE EDUCATIONNAALL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY TO APPEAL THE CALCULATION OF ANY MUST BE EXERCISED BY FILING A WRI' DAYS OF THE RECEIVING SIGNATURE D. CERTIFICATE OF OCCUPANCY OR OCCUP, MUST MEET.THE REQUIREMENTS OF THE COPIES OFIRULES GOVERNING APPEALS FROM THE PLAN IMPLEMENTATION OFFI SANFORD FL, 32771; 407-665-7356. E APPLICANT, OR OWNER, MENTIONED IMPACT FEES WITHIN 45 CALENDAR T NOT LATER THAN kY BE PICKED UP OR REQUESTED, 1101 EAST FIRST STREET, PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHEtOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. 11 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: l o - a-1 -1-1 I hereby name and appoint: Amy Lacey, David Lacey, Amanda Smythe an agent of. Starlight Homes Florida, LLC Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application for work located at: 395q N aar fi 1k r, J-,v -SArtyal-A. T-t— Za0 -f a Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Robert Willets State License Number: CGC1522347 Signature of License Holder: STATE OF FLORIDA COUNTY OF Seminole The foregoing instrument was acknowledged before me this day o (Ncc 200L:ju- by Rohart WOWS who is personally known to me or o who has produced as identification and who did (did not) take an oath. tv, — a45QPS Signature Notary Seal) &a 4 4r1 Print or name Sheyne Mangel oNOTARY PUBLIC Notary Public - State of STATE OF FLORIDA Commission No. Comm# GG113111 My Commission Expires: flo' Expires 6/21 /2021 Rev. 08.12) r. 7 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-- 31 C 5 Documented Construction Value: S I 2o5$d6•°D Job Address: 9 5- N i cr %c —on Historic District: Yes No Parcel ID: 17-20-31-502-0000- O" 11 O Wyndham Preserve Lot -1 1 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New. SFR Plan Review Contact Person: Shayne Mangel Title: Permit Coordinator Phone: 407-708-0161 Fax: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: 407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight Homes Florida, LLC/Robert Willets Phone: Street: 1064 Greenwood Blvd, Suite 124 City, State Zip: Lake Mary, FL 32746 407-647-3700 Fax: 407-647-0700 No State License No.: CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fax: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: Address: NA Mortgage Lender: Address: NA 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: "Edition (2014) Florida Building Code Revised: June 30, 201S . t> 3 Permit Application u"o 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 coo ice with all applicable laws regulating construction and zoning. Date Print Owner/Agent's Name S. -cure of tary-State of Plorida M3Nel Date Sharla V PUSUG A NoTAR FLoRIOA nj:.. r_SZATE0GG113111 Corti"# 612 11202A cy .• - ' ices Owner/Agent i i ,a eAttally Known to Me or Produced ID Type of ID Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name d Signature of Mtary-State of FloridaShayne M.,gepate NOTARY PUBLIC STATE OF FLORIGA Comm# GG11311 A SjN E 1g10 res 61211202, Contractor/Agent is ersonally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical [if Mechanical Q Plumbing© Gas[] Roof Construction Type: 'fig Occupancy Use: fL3 Flood Zone: Y - $Et A•rra.c4 ep Total Sq Ft of Bldg: 20 ($ Min. Occupancy Load: 1 I # of Stories: 1 New Construction: Electric - # of Amps 1 SO Plumbing - # of Fixtures J 5 Fire Sprinkler Permit: Yes No a # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: MTG 02%-11 FIRE: COMMENTS: Fire Alarm Permit: Yes No 0 WASTE WATER: BUILDING: IF / 2 - /:L i % Revised: June 30, 2015 Permit Application CITY OF SANFORD13 BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: °15 Documented Construction Value: S 10 3 . D - Job Address: :?)95 1- Nior 1rt, r;Ye, .Historic District: Yes No Parcel ID: 17-20-31-502-0000- o-110 Wyndham Preserve Lot -1 1 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Construct New SFR Plan Review Contact Person: Shayne Mangel Title: Pemiit Coordinator Phone: 407-708-0161 Fag: 407-647-0700 Email: Shayne.mangel@starlighthomes.com Property Owner Information Name Starlight Homes Florida, LLC Phone: .407-708-0161 Street: 1405 Old Alabama Road, Suite 200 Resident of property? : No City, State Zip: Roswell, GA 30076 Contractor Information Name Starlight. Homes Florida, LLC/Robert Wiliets Phone:_ 407-647-3700 Street: 1064 Greenwood Blvd, Suite 124 Fag: 407-647-0700 City, State Zip: Lake Mary, FL 32746 State License'No.: .CGC1522347 Architect/Engineer Information Name: Mulhem & Kulp Phone: 215-646-8001 Street: 20 South Maple Street, Suite 150 Fag: City, St, Zip: Ambler, PA E-mail: sives@mulhemkulp.com Bonding Company: NA .Mortgage Lender: NA 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 TBE 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 constrttction 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 1053 Sball be inscribed with the date of application and the code in effect as of that date: S° Edition (2014) Florida Building Code Revised: June 30, 261S 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 coerce with all applicable laws regulating construction and zoning. Date i 'A Print Owner/Agent's Name 9 us St ature of tary-State of lorida Mangel Date Shayne ., o 1BLIC - S.tATEOFG 3111 COmm# 021612ices 112 Owner/Agent i13r .aerso ially Known to Me or Produced -ID Type -of -ID — Signature of Contractor/Agent Date Robert Willets Print Contractor/Agent's Name s- Signature of tary-State of Florida 40mateShayneMang NOTARY PUBLIC STATE OF FLORIOA Comm* GG113111 c a res 612112021 Contractor/Agent: i§ BELOW IS FOR OFFICE USE ONLY Known to Me or 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: ENGINEERING: COMMENTS: UTILITIES: 110311-4 WASTEWATER: 1_ I' A BUILDING: Revised: June 30, 2015 Permit Application RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 71 -1651 St. Builder Name: Starlight Homes Street: am-sq N; -4e v,-N^,. Permit Office: Seminole County City, State, Zip: Sanford , FL, 32 Permit Number:#17 - 3 1 9 3 FOOD 9* l Owner.1 , Jurisdiction: 1 7 Design Location: FL. Sanfo County:: Se ole (Florida Climate Zone 2) 1a6N 1. New construction or existing New (From Plans) 9. Wall Types (1675.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1362.70 ft' b. Frame - Wood, Adjacent R=13.0 312.67 ft' 3. Number of units, if multiple family 1 c. N/A R= ft' 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types (1567.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1567.00 ft2 6. Conditioned floor area above grade (ft2) 1567 b. N/A R= ft' Conditioned floor area below grade (ft2) 0 c. N/A 11. Duds R= ft' R ft' 7. Windows(139.0 sgft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 313.4 a. U-Factor: Dbl, U=0.34 98.00 ft' SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 41.00 ft' 12. Cooling systems kBtuRv Efficiency SHGC: SHGC=0.25 a. Central Unit 30.0 SEER:14.00 c. U-Factor. NIA ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 30.0 HSPF:8.20 SHGC: Area Weighted Average Overhang Depth: 1.000 ft. Area Weighted Average SHGC: 0.257 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (1567.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1567.00 ft' b. Conservation features b. NIA R= ft' None c. N/A R= ft' 15. Credits Pstat Glass/FloorArea: 0.089 Total Proposed Modified Loads: 47.76 PASSTotalBaselineLoads: 49.84 1 hereby certify that the plans and specifications covered by Review of the plans and i'CKE Srgp this calculation are in compliance with the Florida Energy specifications covered by this y0 Code. calculation indicates compliance with the Florida Energy Code. aa, ?4%••.: :r?;:= , O PREPARED BY: Before construction is completed 0- DATE: // 6417 this building will be inspected for compliance with Section 653.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. 1,1, COD,0 with the Florida Ener ode. OWNER/AGE T: BUILDING OFFICIAL: DATE: o DATE: 19 - f 2-/ 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. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 6/16/2017 5:09 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 71 -1551 St. User 1 Starlight Homes Seminole County Single-family New (From Plans) Bedrooms: 3 Conditioned Area: 1567 Total Stories: 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: No Whole House Fan: No Address Type: Lot Information Lot # 71 Block/SubDivision: Wyndham PlatBook: Street: County: Seminole City, State. Zip: Sanford . FL, 32773 CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Sanford FL ORLANDO SANFOR 2 39 93 70 ' 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockt 1567 14573.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infi11D Finished Cooled Heated 1 Main 1567 14573.1 Yes 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 146 ft 0 1567 W 0 0 1 ROOF Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 1752 ft' 0 ft' Medium 0.6 N 0.5 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1567 ft= N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 1567 ft' 0.1 Wood 6/16/2017 5:09 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 FORM R405-2014 WALLS Adjacent Space Cavity Width Height Sheathing Framing Solar Below 1 2 3 4 5 S E N W E Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Exterior Concrete Block - Int Insul Main Garage Frame - Wood Main 4.1 31 9 9 4.1 24 6 9 4.1 45 0 9 4.1 44 9 9 13 33 6 9 4 296.3 ft' 4 228.7 W 4 420.0 ft2 4 417.7 ft' 4 312.7 ft2 0 0 0 0 0 0 0.6 0 0.6 0 0.6 0 0.6 0 0.01 0 0 0 0 0 DOORS Omt Door Type Space Storms U-Value Ft Width In Height Ft In Area 1 2 E Wood Main E Wood Main None None 39 3 39 2 10 6 10 6 10 20.5 W 19.4 ft' WINDOWS Orientation shown is the entered, Proposed orientation. v Wall Omt ID Frame Panes NFRC U-Factor SHGC Overhang Area Depth Separation Int Shade Screening 1 2 3 4 5 S 1 Vinyl Low-E Double Yes e 2 Vinyl Low-E Double Yes N 3 Vinyl Low-E Double Yes w 4 Vinyl Low-E Double Yes W 4 Vinyl Low-E Double Yes 0.34 0.26 0.34 0.26 0.34 0.26 0.34 0.26 0.58 0.25 8.0 ft' 1 ft 0 in 15.0 ft' 1 ft0 in 15. 0 ft' 1 ft 0 in 60. 0 ft' 1 ft0 in 41.0 ft' 1 ft0 in 1 ft0 in 2 ft 0 in 1 ft 0 in 1 ft0 in 1 ft 0 in Drapes/ blinds Drapes/blinds Drapes/ blinds Drapes/ blinds Drapes/ blinds Exterior 5 Exterior 5 Exterior 5 Exterior 5 None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 407 ft 407 ft' 64 ft 9.3 ft 0 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) . 000414 1700.2 93.34 175.54 .302 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.2 30 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 14 30 kBtu/hr 900 cfm 0.75 1 sys#1 6/16/2017 5:09 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF None None ft# DUCTS Supply — Return — Air CFM 25 CFM25 HVAC # V # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 313.4 ft Main 78.35 ft Prop. Leak Free Main cfm 47.0 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan HeatinHJan Feb [[ ]] Mar HFeb [ X] Mar W Apr Apr f Ma (X] Jun X Jul Au May j Jun 4 Jul Au[ mayXI Se Sep E i Oct Oct Nov Nov Dec Dec Ventin Jan Feb [X Mar Apr [ E 1 Jun [ Jul Aug 111 Se X Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling ( WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling ( WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating ( WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating ( WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 MECHANICAL VENTILATION Type Supply CFM Exhaust CFM Fan Watts HRV Heating System Run Time Cooling System Runtime Vent 51 0 0 1 - Electric Heat Pump 1 - Central Unit 6/ 16/2017 5:09 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Sofhvare Page 4 of 4 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. Sanford, FL, 32773 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms S. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.26 b. U-Factor. Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: WA SHGC: d. U-Factor. WA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. N/A New (From Plans) 9. Wall Types Single-family a. Concrete Block - Int Insul, Exterior b. Frame - Wood, Adjacent 1 c. N/A 3 d. WA 10. Ceiling TypesNoa. Under Attic (Vented) 1567 b. WA Area c. N/A 98.00 fl' 11. Ducts a. Sup: Attic, Ret: Main, AH: Main 41.00 ft' 12. Cooling systems fe a. Central Unit Insulation R=0.0 R= R= fN 13. Heating systems a. Electric Heat Pump 1.000 ft. 0.257 Area 14. Hot water systems 1567.00 fl' a. Electric Ill fe b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: AA Date: 9 - I L-/- ( _-, Address of New Home: dy- City/FL Zip: 50_rJq 4 tF(-- Insulation Area R=4.1 1362.70 fl' R=13.0 312.67 ft' R= ft' R= ft Insulation Area R=30.0 1567.00 fl' R= fit R= fl' R ft' 6 313.4 kBtu/hr Efficiency 30.0 SEER:14.00 kBtu/hr Efficiency 30.0 HSPF:8.20 Cap: 50 gallons EF: 0.95 Pstat oTKE srar g o v vf:} WE 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. 6/16/2017 5:09 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 71 - 1551 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford. FL , 32773 Permit Number. Owner. Jurisdiction: Design Location: FL, Sanford 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. Comers 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 6/1612017 5:09 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot 71 - 1551 St. Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford , FL. 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Cond. Floor Area:: 1567 sq.ft. Cond. Volume: 14573 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: I Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: 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 !est. 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: h — 7*_00 w6 6/16/2017 5:09 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Duct Leakage Test Report Performance Method. FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Lot 71 - 1551 SL Builder Name: Starlight Homes Street: Permit Office: Seminole County City, State, Zip: Sanford, FL, 32773 Permit Number. Design Location: FL, Sanford Jurisdiction: Duct Test Time: Post Construction Duct Leakaae Test Results CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Sum lines 1-4 Duct System Divide by Leakage total Conditioned Floor Area) On -Out) I certify the tested duct leakage to outside, On, is not greater than the proposed duct leakage On specified on Form R405-2014. SIGNATURE: PRINTED NAME: DATE: Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. BUILDING OFFICIAL: DATE: qHE Srq? q,' 1q.4 WW t9 }t a Q Coo WE 6/16/2017 5:09 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant S Page 1 of 1 Project Summary Job: Starlight -Wyndham wrightsoft' ry Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner@energyaircom Web: wwmenergyair.com Project Information For: Lot 71 - 1551 SL, Starlight Homes Sanford, FL 32773 Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 70 OF Design TD 26 OF Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range L Relative humidity 50 % Moisture difference 44 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 14474 Btuh Structure 13971 Btuh Ducts 1392 Btuh Ducts 1860 Btuh Central vent (51 cfm) 1440 Btuh Central vent (51 cfm) 982 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 17305 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Infiltration Equipment sensible load 16814 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Semi -tight Fireplaces 0 Structure 1605 Btuh Ducts 181 Btuh Heatingg Cooling Central vent (51 cfm) 1508 Btuh Area (ft2) 1560 1560 Equipment latent load 3294 Btuh Volume (ft3) 14553 14553 Air changes/hour 0.26 0.14 Equipment total load 20108 Btuh Equiv. AVF (cfm) 63 34 Req. total capacity at 0.75 SHR 1.9 ton Heating Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Model CH14NBO240000A AHRI ref Efficiency 8.2 HSPF Heating input Heating output 28600 Btuh @ 470F Temperature rise 29 OF Actual air flow 899 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Space thermostat Backup: Input = 6 kW, Output = 19028 Btuh, 100 AFUE Cooling Equipment Summary Make Carrier Trade CARRIER AIR CONDITIONING Cond CH14NBO240000A Coil FB4CNP030L AHRI ref Efficiency 11.7 EER, 14 SEER Sensible cooling 21450 Btuh Latent cooling 7150 Btuh Total cooling 28600 Btuh Actual air flow 899 cfm Air flow factor 0.057 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.84 Capacity balance point = 32 OF Boldlitalic values have been manually overridden Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wri htsoft• 2017-Jun-1817:08:41 9 Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 MCA ... SpecTcMyndham Preserve\Lot 71 - 1551 SL.rup Calc = W8 Front Door faces: E Job: Starlight - Wyndham wrightsoft° Manual S Compliance Report Date: 10110/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyair.com For: Lot 71 - 1551 SL, Starlight Homes Sanford, FL 32773 Design Conditions Outdoor design DB: 92.6°F Sensible gain: 16814 Btuh Outdoor design WB: 75.9°F Latent gain: 3294 Btuh Indoor design DB: 75.0°F Total gain: 20108 Btuh Indoor RH: 50% Estimated airflow: 899 cfm Manufacturers Performance Data atActual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Sensible capacity: 16678 Btuh 99% of load Latent capacity: 4080 Btuh 124% of load Total capacity: 20758 Btuh 103% of load SHR: 80% Design Conditions Outdoor design DB: 44.2°F Heat loss: 17305 Btuh Indoor design DB: 70.0°F Entering coil DB: 76.0°F Entering coil WB: 63.4°F Entering coil DB: 68.5°F Manufacturers Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Carrier Model: CH14NB0240000A+FB4CNP030L Actual airflow: 899 cfm Output capacity: 28600 Btuh 165% of load Capacity balance: 32 OF Supplemental heat required: 0 Btuh Economic balance:-99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 899 cfm Output capacity: 5.6 kW 110% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Jun-18 17:08:41 wrightSOW Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACC= ... Specific\Wyndham Preserve\Lot 71 - 1551 St. rup Celc = W8 Front Door faces: E Duct System SJob: Starllght-Wyndham Wrightsofte emummary Date: 10/10/2016 Entire House By: Energy Air, Inc Plan: 1589 S 5401 Energy Air, Ct, Orlando, FL 32810 Phone: 407-886-3729 Email: GRenner®energyaircom Web: www.energyair.com Project• • For: Lot 71 - 1551 SL, Starlight Homes Sanford, FL 32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 50 in H2O 0. 22 in H2O 0. 28 in H2O 0. 140 / 0.140 in H2O 0. 183 in/100ft 899 cfm Cooling 0. 50 in H2O 0. 22 in H2O 0. 28 in H2O 0. 140 / 0.140 in H2O 0. 183 in/100ft 899 cfm 153 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mall Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk ba2 c 100 3 6 0.360 4.0 Ox 0 VIFx 7.8 70.0 bed2 h 1296 73 46 0.189 6.0 Ox 0 VIFx 23.5 125.0 st2 bed3 h 1808 102 77 0.193 6.0 Ox 0 VIFx 20.1 125.0 st2 cl2- A h 467 26 13 0.187 4.0 Ox 0 VIFx 24.7 125.0 st2 cI3- A h 912 52 23 0.183 5.0 Ox 0 VIFx 27.8 125.0 st2 tam - din -kit c 4039 168 229 0.295 8.0 Ox 0 VIFx 14.9 80.0 fam- din-kit-A c 4039 168 229 0.268 8.0 Ox 0 VIFx 24.6 80.0 foyer h 1301 74 58 0.350 5.0 Ox 0 VIFx 5.1 75.0 lawn c 630 2 36 0.386 4.0 Ox 0 VIFx 2.6 70.0 m bath h 807 46 27 0.198 4.0 Ox 0 VIFx 16.2 125.0 stl m bed c 1854 85 105 0.196 6.0 OX 0 VIFx 17.6 125.0 stl wie h 1772 100 49 0.190 6.0 Ox0 VIFx 22.6 125.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk stl Peak AVF 231 181 0.190 523 9.0 0 x 0 VinlFlx st2 Peak AVF 254 159 0.183 575 9.0 0 x 0 VinlFlx Bold/ ltallc values have been manually overridden 2017- Jun-18 17:08:41 wrightSOft• Right -Suite® Universal 2017 17.0.08 RSU17013 Page 1 ACO, ... Speck%Wyndhem Preseroe\Lot 71 - 1551 SL.rup Celc = MI8 Front Door faces: E 01 Name Grill Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mad Trunk rbl Ox0 899 899 0 0 0 0 Ox 0 VIFx gt=. + wrightsoft• Right -Suite® Universal 2017 17.0.08 RSU17013 4CCA . SpecificMyndham Preserve\Lot 71 - 1551 SL.rup Celc = W8 Front Door faces: E 2017-Jun-18 17:08:41 Page 2 Level 1 m bed lox 10 10 x 1 o 229 dm 229 cfm fam-din-kit raVTR T CM51 10 x 6 105 dm 18 x 8 4•VTR Eu 6" 6 " 9athmb wic 10x6 100 dm t VTR 8x4 46 dm 4.8x4836cf y.. p t 24x18 a 899 dm 7 VTR 0 bed2 5" 8x4 AHU ON METAL STAND 10 x 6 4 .. 6dry 14 x 6 74 dm 10 x 6 2.0 TON 240V/ 5KW HP 6 " 73 dm foyer 4 . garage 9 .. 14 xs s" s^ 10x6 8x4 102 dm 26 ctl2 10x6 52 dm bed3 c13 Job #: Starlight -Wyndham Energy Air, Inc Scale: 1/8" = 1'0" Performed for. Page 1 Lot 71 - 1551 SL 5401 Energy Air, Ct RightSuite® Universal 2017 Orlando, FL 32810 17.0.08 RSU17013 Sanford, FL 32773 Phone: 407-886-3729 2017,1un-16 17.08:47 am Preserve Lot 7t -155t SL.rup www.energyair.com GRenner@energyair.com City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Shayne Mangel Firm: Starlight Home Florida LLC Address: 1064 Greenwood Blvd Suite 124 City: Lake Mary State: FL Zip Code: 32746 Phone: 407-647-3700 Fax: 407-647-0700 Email: shayne.mangel@starlighthomes.com Property Address: 3954 Night Heron Drive Property Owner: Starlight Homes Florida, LLC Parcel identification Number: 17-20-31-502-0000-0710 Phone Number: 407.647.3700 Email: The reason for the flood plain determination is: FEW 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) OFFICIAL US• ON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 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# 17-3193 Reviewed by: Michael Cash, CFM Date: November 21, 2017 a 0 0 Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & tP D v F x$„_q Landscaping in Right -of -Way vmmsonfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or In the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and I or any construction of a driveway, walkway or landscape Improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested Information below as well as a current survey, site plan or plat clearly Identifying the Kam what's below. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbelomyouag. 1. Project Location/Address: 39ISLA- ey i-V & aV r,% 'dGr cf)Q Y4t! 2. Proposed Activity: LA Driveway Walkway 11 Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: r ASn*;N trl IC- 1 DY1 4* ne AJ This application is Property Cvoner. Signature: Address: 1 O ta4A Print Name: Phone: tLi?.-[O$-,OI tp 1 Fax: 0Z406 Email: John Reny R, 3X144 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 tight -of -way adjacent thereto. Requestor may, with written City authorization, remove said Installatlontimprovement fully restoring the rightof-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes In conflict with the above permitted activity, the permlttee 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 improvement 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 councllpersons, agents, servants, or employ- ees (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 _4ad"L11pffiCrstalsld the_pbove statement and by signing this application I agree to its terms. Signature: Date: 10-a741 This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: I Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: '21-'ZO ( % Site Inspected by: Special Permit Conditions: Date: rvovemoer 2u15 ROW Uso DAveway pelf REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: l 0- a"1-11 Project Name: Wyndham Preserve - Lot -11 Project Address: 3gSy-iyJ 1,",J)r.Sanford FL 32771 Building Permit #: Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Cheek with the local jurisdiction for fees associated with tugs. P ' t Owner/Tenant Signature of Owner/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Willets Print Name of Gen. Contractor Signature of Gen. Contractor CGC 1522347 Gen. Contractor License # k Easter -brook Print Name of El. Contractor Signature of El. Contractor ECMW q fl El. Contractor License # CALLED INTO: o Progress Energy o Florida Power and Light on _/ / Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: Name: Starlight Homes Florida, LLC Address: 1064 GreenwoodBlvd Suite 124 Lake Marv. FL 3274R NOTICE OF COMMENCEMENT State of Florida County of Seminole Permit Number. GRANT MALOYr SEMINOLE COUNTY CLERK. OF CIRCUIT COURT & COMPTROLLER BK. 9021 P9 237 (lP9s) CLERK'S 2017113426 RECORDED 11/08/2017 01:38:51 PM RECORDING FEES $10.00 RECORDED BY .ieckenro Parcel ID Number. 17-20-31-502-0000- 0-11 o The undersigned hereby gives notice that improvement will be made to certain real property, and In accordance with Chapter 713, Florida Statutes, the following Information Is provided In this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) Wndham Preserve PB 81 Pgs 93-102 Lot — l 1 Address: Z9 S`+ N fo y-cY the ran 1r n Fora - 3a'1-13 GENERAL DESCRIPTION OF IMPROVEMENT: Construct New SFR OWNER INFORMATION: Name: Starlight Homes Florida, LLC Address: 1405 Old Alabama Road, Suite 200, Roswell, GA 30076 Fee Simple Title Holder (d other than owner) Name: NA Address: CONTRACTOR: Name: Starlight Homes Florida, LLC Address: 1064 Greenwood Blvd Suite 124, Lake Mary, FL 32746 Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(b), Florida Statutes. Name: NA Address: In addition to himself, Owner Designates NA of To receive a copy of the Lienors Notice as Provided In Section 713.13(1)(b), Florida Statutes. Expiration Date of Notice of Commencement (The expiration date Is 1 year from date of recording unless a different date is specified) 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 INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Under pe allies of perjury, I declare that I have read the foregoing and that the facts stated in it are true to my nowledge and belief. rntcJ Y. e-1 "oGl-e ees Signature Ownees Printed Name Flodda Statute 113.13(1)(g): The owner must sign the notioe of commenoement and no one else maybe permitted to sign In his or her stead. O} 0 State of L _ Countyof \n N v y The foregoing Instrument was acknowledged before me thisc,, day of20 Y u p - CC0 by \ t C t [°Y Who is personally known to me ® c tz g Name of parson making statement sa— Y O Z OR who has produced Identification type of Identification produced: 1 o, G g Shayne Mange' u u a n V NOTARY PUBLIC STATE OP FLORIDA Comm# GG11311 A .^ } 14CE vow Expires 612112021 Notary signature r N REQUIRED INSPECTION SEQUENCE STARLIGHT HOMES — DETACHED Permit # 01- Is IQ 7% BUILDING PERMIT Min Max Inspection Description 10 Foundation/Formboard Survey 10 Slab 20 vj Lintel 30 Sheathing — Roof 30 vSheathing Walls 40 V Roof Dry In 50 v Frame 50 1000 y Roof Final 60 V Insulation 70 Drywall 70 1000 Final Insulation 1000 Final Single Family Residence Address: 3gSH r ,&vW ",. -zAt EIECMTRICA L; PERMIT - •. —;ad Min Max Description 10 Inspection Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final 1VIECHANIGisiLyPEWIT, Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 2" V-rR Jl KS AUTO WENT WM LAV L.AV WC WC 2^ TUB 2.. 3" 2'• 3" TUB 7 V CA Z o G 3^ stir 0 6 PLAN 1551 to w o PLUMBING RISER DIAGRAM C/o WYNDHAM PRESERVE - LOT 71 BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. POINT OF COMMENCEMENT NORTHWEST CORNER OF THE NORTHEAST 1/4 OF SECTION 17-20-31 CCR #55989 WESTERLY LINE OF THE NORTHEAST 1/4 OF SEC 17-20-31 1 r- BASIS OF BEARING) 1r: rn 1 N T! PALMER'S SUBDIVISION Il O PLAT BOOK 2, PAGE 41) I rn I I O N I POINT OF BEGINNING N89'40'51 "E 351.20 LEGAL DESCRIPTION PLOT PLAN zooO y 0 NnmIImoN WYNDHAM PRESERVE c\v W LOT 71 0 a mc Proposed) ct 0 c V v m Z o Cn O 0 y rn o O O N m j In LOT 70 I N89043003"E 118.97' I I I 1 0' n 6 48.3' 25.31 45.3 I S in aI j I 11A% PROPOSED I STY RESIDENCE I ii a 0 a I LOT 71 3954 NIGHT HERON PROPOSED ' z O z z AREA = N DRIVE 7.0 CONC WALK: F m ij o_ w F I 7,137 S.F. z rz IkI MODEL o b CA I 1551 HALLEY 7'0 I W I V w i ELEVATION - S LEFT 10.0 GARAGE - O I c c PROPdSED zi FFE=23.2 N DRIVEWAY I Z I 48.3 45.3 A/C i. 25.3 : 1 0, r^i PAD I I h 118.95' S89'43'03'"W I LOT 72 Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE", City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' DESCRIPTION: A parcel of land lying in Section 17, Township 20 South, Range 31 East, Seminole County, Florida, and being more particularly described as follows: COMMENCE at the Northwest corner of the Northeast 1/4 of said Section 17, run thence along the West line of the Northeast 1/4 of said Section 17, S.00019'09"E., a distance of 2,191.14 feet; thence N.89040'51"E., a distance of 351.20 feet to the POINT OF BEGINNING; thence N.00°18'02"W., a distance of 60.00 feet; thence N.89°43'03"E., a distance of 118.97 feet; thence S.00016'57"E., a distance of 60.00 feet; thence S.89°43'03"W., a distance of 118.95 feet to the POINT OF BEGINNING. Containing 7,137 Square feet, more or less. rer —roof eqw meni LEGEND:AOUSSD—Access/Drainage/Utilities/SidewalkLB -Licensed usinesa BFP-Bockflow Preventer Siht Distance Easement9 Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control PointISD -Description FP&L-Florida Power & Light P -Plat FFE -Finish Floor Elevation D.B. -Deed Book U -Water Meter O.R. -Official Records Book D4 -Water Valve P.B. -Plat Book 17'-Fire Hydrant Pg. —Page RC® —Reclaimed Water Meter Elev. —Elevation RCD4—Reclaimed Water Valve Conc. —Concrete Cable Box BP —Brick Paver m —Telephone Box SW —Sidewalk EI —Electric Box FFE —Finished Floor Elevation O—Utility Pole CI —Curb Inlet Guy Pole GTI —Grate Top Inlet tight Pole P.U.E.—Public Utility Easement i--Guy Anchor RCP —Reinforced Conc. Pipe OU--Overhead Utilities PVC —Polyvinyl Chloride Storm Sewer Manhole NCS —No Comer Set (Falls in Water) m —Sanitary Sewer Manhole SF —Square Feet EHHo —Electric Handhole D.U.E.—Drainage/Utility Easement COO —Clean Out FMGD —MAG NAIL & DISK XVD4—Irrigation Control Valve P.K. —Parker Kolon Nail a —Sign SIR —Set 1/2" Iron Rod L87768 WD4—Gate Water Valve SPKD —Set P.K. & Disk LB7768 Gas Meter FIR —Found 1/2' Iron Rod LB7768 11 —Existing Grade F1P —Found 1/2" Iron Pipe LB7768 Cl —Blow—off Valve FPKD—Found P.K. Nail do Disk LB7768 -—Drainage Flow Direction FCM —Found 4'x4' Concrete Proposed Design Grade onument PRM LB7778 NoMte: Some items in above lecend 0.2—As—Built/Existingq Grodflfl may not be aoolicable) Date SURVEYOR'S NOTES: 1. Current title information on the subject property had not been furnished to GeoPoint Surveying, Inc. at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. Proposed grades & finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE", City of Sanford Seminole County, Florida. 5. This Plot Plan is subject to matters shown on the construction plans for "WYNDHAM PRESERVE', City of Sanford Seminole County, Florida. 6. Proposed information shown based on proposed/ supplied plan and/or instructions per client (not field verified) PLOT PLAN ONLY NOT A SURVEY) For Permitting ONLY) PCP' mo: U \ U W N AQ Z3o — aoW_ 3 l UJ ur) it 0. Ob O z Z DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT = 7.137 SQ.FT. LIVING AREA= 1.567 SQ.FT. GARAGE = 407 SQ.FT. PORCH = 44 SQ.FT. DRIVEWAY = 405 SQ.FT. PATIO = 100 SQ.FT. WALKWAY = 51 SQ.FT. A/C PAD = 9 SQ.FT. IMPERVIOUS= 36.2 X SOD = 4.554 SQ.FT. OFF LOT AREA CALCULATIONS R/W = 1.500 SQ.FT. APRON = 114 SQ.FT. SIDEWALK = 300 SQ.FT. SOD = 246 SQ.FT. TOTAL AREA 8,637 SQ.Fr. rEARIVEWAY=519 SQ.FT. EWALK = 351 SQ.FT. D = 4.800 SQ.FT. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone W DESCRIPTION: PROPOSED LOT 71, according to the plat of "V YNDHAM PRESERVE", City of Sanford, Seminole County, Florida 555 Winderley Place, Suite 109 Maitland, FL 32751 Phone: (321) 270-0440 Fax: (813) 248-2266 Licensed Business No. LB 7768 GeoPoint SUrVe/ing, Inc. ames D. Leviner LS6915FLORIDAPROFESSIONALSURVEYOR & MAPPER NO. .................. NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL Drawn: JE I Checked: JDL I P.C.: I Data File:lldswEmt-flat Date:6/20/17 Dwg:8rI44, sat-1ot71 I Order No.: ^ SEC. 17 - TWN. 20 S. - RNG. 31 E. RECORD COPY PALMER CELECTRIC Ashton Woods Homes Seminole 1551 Starlight LOAD CALCULATION May 26, 2017 1. HVAC LOADS (NEC 2011 - 220.82(Cl(3) - (411 ZONE COMPRESSOR SIZE CONNECTED LOAD 1 3.00 TON 5.40 KVA 2 TON 3 TON 4 TON 5 TON ZONE AIR HANDLER BLOWER MOTOR CONNECTED LOAD 1 7.00 KVA 0.67 7.67 KVA 2 KVA 3 KVA 4 KVA 5 KVA 01 TOTAL CONNECTED LOAD FOR HVAC SYSTEMS 13.07 KVA TOTAL LOAD FOR COMPRESOR @ 100% 5.40 KVA TOTAL LOAD FOR AIR HANDLER @ 65% 4.99 KVA TOTAL HVAC DEMAND LOAD 10.39 KVA 11. GENERAL LOADS (NEC 2011 - 220.82(Bl(11- (411 LIGHTING 1567 Sq Ft @ 3VA/Sq. Ft 4.70 KVA d QTY VALUE TOTAL KVA y 2 SMALL APPLIANCE CIRCUITS 1.50 3.00 KVA I LAUNDRY CIRCUIT 1.50 150 KVA DRYER CIRCUIT 5.00 5.00 KVA 0 STACK WASHER/DRYER 5.00 1 WATER HEATER (1) 4.50 4.50 KVA 0 WATER HEATER (2) 4.50 1 DISHWASHER 1.20 1.20 KVA DISPOSAL(1) 0.80 0.80 KVA 0 DISPOSAL(2) 0.80 0 RANGE/OVEN (1) 7.20 1 RANGE/OVEN (2) 1200 12.00 KVA COOKTOP CIRCUIT 720 SUMMER KJTCHEN/JENAIR GAS 1.50 1 MICROWAVE CIRCUIT 2.50 2.50 KVA 0 JACUZZI TUB CIRCUIT 4.80 0 40 AMP CAR CHARGER 9.60 30AMP POOL CIRCUIT 7.20 60AMP POOL CIRCUIT 14.40 0 80AMP POOL CIRCUIT 19.20 CONNECTED LOAD (GENERAL LOADS) 35.20 KVA IST 10 KVA (GENERAL LOADS) @ 100% 10.00 KVA REMAINDER (GENERAL LOADS) @ 40% 10.08 KVA SUB -TOTAL (GENERAL LOADS) (NEC 2011 - 220.82(B l 20.08 KVA HVAC LOADS 10.39 KVA GENERAL LOADS 20.08 KVA TOTAL DEMAND LOAD (NEC 2011 - 220.82(A)) 30.47 KVA MINIMLIM SERVICE SIZE 126.94 AMPS RECOMMENDED SERVICE SIZE 150 AMPS VAIN/ SANFOOO C AgRTM c 93 RECORD COPY Typical 150 Amp Electrical Diagram Typical 150 Amp Interior0Panel SANFORo Al e• 131739150AmpMain 120V / 240V 2/ 0 SER Aluminum Service Cable Or 2" Conduit & (3) 2/0 XHHW AL & (1) 1/0 XHHW AL EC 250.94 Intersystem Bonding Bridge Power Company Secondary Conduit & Wire 4 Bare Copper Per NEC 250.66 B Ground Clamp Concrete Encased Electrode Lumber design :.re in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: WP0071 - WP0071 MITek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: WP0071 Model: 1551 Tampa, Ft_3361oa115 Lot/Block: 71 Subdivision: Wyndham Preseve Address: City: Orlando State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 23 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# I Truss Name I Date I No. I Seal# I Truss Name Date18/11/1711T11817371ICJ18/11/17 118 IT11817388IT12 12 1 T118173721 CJ3 18/11/17 119 I T11817389 I T13 18/11/17 1 13 1 T118173731 CJ5 18/11/17 120 I T11817390 I T14 18/11/17 1 14 I T11817374 I EJ6 18/11/17 121 I T11817391 I T15 18/11/17 1 15 I T11817375 I EJ7 18/11/17 122 1 T11817392 1 T16 18/11/17 6 1 T11817376 HJ7 8/11/17 23 IT11817393IT17 8/11/17 7 IT11817377IT01 8/11/17 1 1 I I 1 18 I T11817378 I T02 18/11/17 19 I T11817379 I T03 18/11/17 110 I T11817380 I T04 18/11/17 111 I T11817381 I T05 18/11/17 112 I T11817382 I T06 18/11/17 113 I T11817383 I T07 18/11/17 114 I T11817384 I T08 18/11/17 115 I T11817385 I T09 18/11/17 16 IT11817386IT10 8/11/17 117 I T11817387 I T11 18/11/17 The truss drawing(s) referenced above have been prepared by MiTek USA. Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 0v\LDUyG SANFORD 17-3193 4% O •N S ' • ,92 F• 39380 I STATE OF :QJ c4 O R %O%, %. Thomas A. Alban) PE No.39360 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa Fl. 33610 Date: August 11,2017 Albani, Thomas 1 of I Job I puss Truss Type ty T11817371 WP0071 CJ1 Jack -Open 12 1 IWP0071JobReference(optional) Rudders FustSource, lafipa, prom cay, rronaa -s:teee ID:AeAoATVYRAFF5lmF42W41Syp2gl-2P_at7fNydfN45HJFf(513gN9XKWnTYnLtgvOucyoyy2 1-0-0 1-0.0 2x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) 0.00 2 999 240 TCDL 7.0 Lumber DOL 1.25 8C 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz( L) 0.00 3 We rJa BCDL 10.0 Code FBC2014/rP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3— StMechanical, 2=125/0-8.0, 4=9/Mechanical Max Horz2=30(LC 8) Max Uplifl3=-8(LC 1). 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oC puriins. BOT CHORD Rigld ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Ops( 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 8 lb uplift at joint 3 and 69 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.' 0 WARNING • Verlry dasIgn pamnaters end READ NOTES ON THIS AND WCLUDED MREK REFERANCE PAGEW7473 rev. 10)02,201S BEFORE USE Design valkt la use only with Mllolt®Connectofs 111ts design is based ottly upon patomelers shown. and Is for an trxOvkkKd building component. nor tnss systcKn. Bofore use, the Ixdktln0 deslgnet roust verity the applicability of design paramelers crud Ixopedy Incospotato this design Into the overalla building design. Bracing awltoted is to prevent buckling of Individual Iruss web and/or chord members only. Adcflllonal lemporary and permanent Ixocdt0aalwaysrequitedforstabilityandtopreventcollapsewithpossiblepersonalk*ry and ptoperty damage For general guklance regarding the M iTeW 6904 Parke East Blvdfabrication. storage, delivery, erection and bracing of tniaes and tons systems. seeANSI/1P1I C1raftly Criteria. DSB-69 and SCSI Building Component Safely Information available from truss Plate Institute. 21e N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Oty ply WPoo71 T1t8t7372 WPO07i CJ3 Jack -Open 12 1 Job Reference (optional) tsuuaetsmrstsource. ianga. rtantcny.monaosaaoo -tea^r• •--••••••^••.-_-•..--...--.....•_ ...-•--•----- ID:AeAoATVyRAFF5lmF42W 41SypZgj-ZP_at7fNydfN45HJF1013gN9tKVgTYnLtgvOucyoyy2 3-0-0 t 0-0 3.0.0 2x4 = LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 2.4 999 240 TCOL 7.0 Lumber DOL 1.25 8C 0.08 Vert(TL) 0.01 2-4 999 180 8CLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(rL) 0.00 3 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0-8-0, 4=26/Mechanical Max Horz 2=59(LC 12) Max Uplift3=-42(LC 12). 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(LC 1), 4=52(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:10.9 o '- N PLATES GRIP MT20 244/190 Weight: II lb FT=209a BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpf=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber OOL=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 42 lb uplift at joint 3 and 72 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.' 0 WARNING - wiry dodgn parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rov. IWD3WIS BEFORE USE Design valid for use only with MI lek® connectors. pros design is based orgy upon p atomelets shown, and Is for an Individual building component, not a etas system. Before use. the txAding de*;nei must verify the appllcalAlty of design pxaamelers and Ixopedy bu orporale thts design Inlo the overall ,A WilliWilding design. Bfaci ng Indicated Is to prevent lxretding or lndWLO truss web and/or chord members orgy. Additional temporary and permanent txackV M iTek• is always teclu ked lot stability and to prevent collapse with possNAe personal k*ffy and property damage. Fot general guidance regarding tho roWcollon, slorage. delivery, erection orxf brctcing of trusses and Inrss systems. seeANSI/iPI I Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avC.Babte from truss Rate Institute. 216 N. Lee Street. Sutle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type 10ty PlyWP0071 T11817373 WP0071 cis Jeck•Open 12 1 Job Reference (optional) Builders 1=11815ource. larrQa, Flan (.;fly. I-roeda 3ubbb 1-4v o ny.. n cv ,.. ...,, v,,......,.a.•. ... O .. _ . ID:AeAoATVyRAFF5lmF42W41SypZgl-1bYywTg')IwnElF;Voi v; b1wFVko9C?OU6KeZO2yoyy1 5-0.0 5-04 Scale = 1 15.1 2x4 = LOADING (psf) SPACING 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.26 Ven(TL) 0.07 2-4 820 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 3 n/a We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 17 lb FT = 20%, LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0.8-0, 4=46/Mechanlcal Max Horz2=91(LC 12) Max Uplift3=-81(LC 12). 2=-75(LC 8) Max Grav3=114(LC 1). 2=253(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide Will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 81 lb uplift at Joint 3 and 75 lb uplift at joint 2. 6) 'Semi-ngid plichbreaks 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.' Q WARNING - Verify dedgn peremsare and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE M&7473 rev. 1002mlS BEFORE USE Design volkl tot use only with Meek® connerClors. Ms design is IXzed orgy upon Ixuaneters shown. and is for an hdMdlal Ixdldln0 component, not o hsm system. Before use. the Ixlkling designer mtrsl verity the oplAlcotxlty, of design Ixuameters and Ixolx- ly Worporote [his design Into Ina ovcaallAdditionallernpofayandpemsanenlbracing WOWIxNdhngdesign. Bracing Indicated Is to prevent buckling of Incllvlcllrdi truss web and/or chard members only. the6alwayssegriredofsksb911yandtopreventcollapsewithpossBTlepersonal"aid Ixoleny damage. for general guidance regarding storage, delNery, erecllon and bracing of Inrsses and truss systems, soeANSI/IPI1 Quality Criteria, OSS-89 and BCSI Building Component 6904 Perks East Blvd. Tertpe. FL 33610 Safety Information ovdlatlle from truss Plate institute. 218 N. lee Stroet. Sidle 312. Alexordnia. VA 22314. O toss russ ype ry T11817374 WP0071 EJ6 Jack -Open 3 1 IWPO071JobReference(optional) a6ddefs t°rrstbouree. tarrpe, F18W Lay. HWiaa ;0566 —s np..e cv.v rvu.ee umam. oa, , .. V .. .v..rv. ...., yo . I D:AeAoATVyRAFF5lmF42W 41SypZgi-1 bYywTg?jwnEiFsVoRvGblwC 1 km?C?OU6KeZ02yoyyl 1-0-0 6-" 1-0-0 6-0-0 Scale = 1:17 1 2x4 = 6-0-0 6-0-0 LOADING(pso SPACING- 2.0-0 CST. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) -0.06 2-4 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) -0.15 2.4 >455 180 8CLL 0.0 ' Rep Stress Incr YES W8 0.00 Horz(rL) -0.00 3 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 20lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sfze) 3=143/Mechanical, 2=28810-8-0, 4=56/MeChanical Max Horz2=106(LC 12) Max Uplifl3=-IOO(LC 12), 2=-78(LC 8) Max Grav3=143(LC 1). 2=288(LC 1), 4=112(LC 3) FORCES. (lb) - Max. CompJMax. 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=3.Opst; h=151t; Cat. 11; Exp C; Encl.. GCpi=0.18, MW FRS (envelope) and C-C Exterior(2) zone:C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed (or 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 3 and 78 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.' Q WARNING . Vertly dedpin powneters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE M11.7Q3 rev. IM MIS BEFORE USE. • Design valid for use only wllh MI leko connectors. Inds design Is based ordy upon pararrwlen shown. and Is lot anindividual "ding component. not a htns syslein. Before use. the txdkling designer rnttsl verily the applkablilly of design porcaneleis and properly hncorporale ft* design Into the overall lxading design. Brachg Indicated Is to prevent bxtckft of hndNklual Inrss web and/or chord members only. Acidlllond temporary and permanent Ixachng WOW is always recalled (of sId Ally and to prevent collapse wllh possAlle personal hAay and property damage. For general gufacme regarding Ilse talxicatbn. slorago, dellvoiy, eiecllon and Lxocing of tnrsws and in= syslorns, seeANSIfFPl I Quality Criteria, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safely IMormatlon avallat-Ae horn Truss Wale Institute. 218 N. Lee Street. Suee 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ttt817375 WPOO71 , EJ7 Jack•Open 21 t IWPOO71JobReference (optional) BUrldarS FeSISOWCO. Tampa, Plard Orly, 1-I010a 33565 . v+v a nV..v ay.v W"— vm..a...va. ... ....y .. ... .. . 7y_ y- . 10:AeAoATVyRAFF5lmF42W 41Syp2gj-Vrt6K7ohdUEwSKPRhM80V8FTM785yxSGWK__0UyoyyO 1-0-0 7-0-0 1-0-0 70-0 Scale = 1:10.1 3x6 = 7.0-0 7.0-0 Plate Offsets (Y Y)-- 12.0.0.2 Edclel LOADING (psi) SPACING- 2-0.0 CS1. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ven(LL) 0.10 2-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) -0.00 3 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 23lb FT = 209b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0-8-0, 4=78/Mechanical Max Horz 2= 1 22(LC 12) Max Uplift3=-102(LC 12), 2=-85(LC 12) Max Grav3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. CompJMax. 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=4.2psi; BCDL=3.Opsf; h=151t; Cat. II; Exp C. Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will lit 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 102 lb uplift at joint 3 and 85 lb uplift at join) 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.' Q WARNING - Verily dodgn parameters and READ NOTES ON TNS AND INCLUDED UffEK REFERANCE PAGE MO.7473 rov. 1402MIS BEFORE USE Design valid for use only win Mllek49 connectors Ms design is based only upon paanolers shown. and Is tot an Individual building component. not a tress system. Below use. the Ixlkxng designer must verity thu apdicarbl1ty, of design parameters and properly hlcorpotate Mis design Into the overall txAdhng design Wachg Indicated Is to prevent buckling of IndlNdual Iniss web and/of chard members only. Additional temporary and permanent tracing Is always rectJrod for stability and to prevent collapse vAlh posslAe personal hnftay and ptopeny damage. For general guidance rego>cgno the WOW 6904 Parke East Blvd. fotxicalkxn. storage, delivery, erection cxxl bracing of trusses and tnra systems, seeANSt/IPI I GuailN Criteria. OSB-89 and 8CS1 Building Component Safety Information available kern Buss Plate Institute. 218 N. Lee Street. Suile 312. Nexandla. VA 22314. Tan", FL 33610 Jobpuss puss I ype Qty Fly WP0o71 T11817376 W P0071IReferenceHJ7DiagonalHipGirder61 Job (optional) Builders Fust5ource. lartpa. rant cmy. mrlda :51566 ^- — -., . • •" •^' • "' • • • -r_ ID:AeAoATVyRAFF5lmF42W41SypZqj•Vn6K7ohdUEwSKPRhMSOV8FT0185cxN3eK_07yUyoyyO 1.5-0 S 2.9i 9.10.1 1.5-0 5.2.9 4.7.8 2x4 = 2x4 = LOADING (psf) SPACING- 2.0.0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014frPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 Scale = 1:21.1 3x4 = CSI. DEFL. In (loc) Well L/d PLATES GRIP TC 0.39 Ven(LL) -0.04 6-7 >999 240 MT20 244/190 BC 0.50 Ven(TQ -0.10 6-7 >999 180 WB 0.33 Horz(rL) 0.01 5 IVA rVa Matrix) Weight: 41 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 4=247/Mechanical, 2=447/0-10-15, 5=353/Mechanical Max Horz2=131(LC 4) Max Uplift4— 168(LC 4), 2=-145(LC 4), 5=-66(LC 8) Max Grav4=247(LC 1), 2=447(LC 1), 5=369(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8=-769/197, 8-9_ 744/213, 3.9=-710/205 BOT CHORD 2-11_ 270/708, 11-12=-270/708, 7-12=.2707708, 7.13=.270l708, 6-13=-270/7O8 WEBS 3.6=-753/287, 3-7=0/291 NOTES- (9) 1) Wind: ASCE 7-10, VUlt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.0psf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psi 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 thus to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168lb uplift at joint 4, 145lb 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) 68 lb down and 85 lb up at 1.4.15, 68 lb down and 85 lb up at 1.4.15, 25 lb down and 38 lb up at 4-2-15, 25 lb down and 38 lb up at 4-2-15, 50 lb down and 87 lb up at 7-0.14, and 50lb down and 87 lb up at 7.0-14, and 123 lb down and 106 lb up at 9-9-5 on top chord, and 1 lb down at 1-4-15. 1 lb down at 1-4-15. 18 lb down at 4-2-15, 18 lb down at 4-2-15, 38 lb down at 7.0-14, and 38 lb down at 7-0.14, and 94 lb down at 9-9-5 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 (8). 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 2.5=-20 Concentrated Loads (lb) Vert: 4=-123(B) 6=-64(B) 8=44(F=22, 8=22) 10=-75(F=-38, B=-38) 13= 36(F=-18, 8=-18) WARNING - v&dry dedgn puamefae and READ NOTES ON TNIS AND INCLUDED MITEK REFERANCE PAGE M67473 rov. fille"16 BEFORE USE Design vdld for use only with Mlleh®conneCtors. 1Ns design Is based only upon parameters sftovm, and fs for an hxOvldal rxlldhtg component, not a truss system. Before tail. Ine building designer must verity the cfpplkcrollly of design parameters and Ixopedy Incoglorate this design Into the overallAddllkxxxtemporaryandpermanenttxactng MiTek' txdMV design. Bracing Indicated Is to prevent buckling of IrtdMdtxll it=web and/or Chad members only. is afways ("Aled for stabllty and to rxevent eollarAe with possible personal trdr+y and pxopeny damage Fa genterd gulcicnce regardng the 6904 Parke East Blvd. fabrication, storage. delivery, oroellon and bracing of tnrsses and muss systems. seeANSI/IPI I Quality Crifedo, OSS-69 and 6CSI Building Component Safety Information ovdlabfe horn truss Rate Institute. 218 N. Lee Sheel. State 312. Alexandria. VA 22314. Tompa, FL 33610 Job Truss Truss Type ty ply WP007t TnBf 7377 wpoo71 Tot Roof SpecialGirdar t 1 Job Reference (optional) omwns rnawww, ,nnyu, r..w wy, rwu,w oaa..o ----... .- -- •_ _... _.. ...---...--- - - --- - - -- -- -- -- ID:AeAoATVyRAFF51mF42 W4ISypZgj-RADSYUItOrAo2ia4UZSzOgYcexlKP7txoltE 1 Nyoyy_ 1- 0 4-3.8 7-0-0 10.4,0 lid- 17.8.5 24.2.11 30-8-0 1.6 37.2 40.4.8 44.8-0 4541 0 4.3.8 2-0 3: 65.5 65.5 655 00 60-0 288 4.3e O 5x8 = Sx6 = 5. o0 12 3x6 4 25 5 400 MT20HS = Sx6 = 5x8 WB = Sx6 = Sx6 = u 4 - = to 11 28 29 12 2x4 z9 Scale = 1:81.6 3x6 = 24 30 31 23 22 21 32 20 33 19 is 17 34 3S 36 16 3x6 = 30 = 5x12 = 3x6 = 6x8 = 3x6 = 3x8 — 5x12 = LOADING( pst) TCLL 20.0 TCDL 7.0 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 0.97 BC 0.93 W B 0.96 Matrix) DEFL. in (loc) Well Ud Ven( LL) -0.21 16-17 >999 240 V@ri( TL) -0.59 16-17 >390 180 HOrl( TL) 0.05 14 We rVa PLATES MT20 MT20HS Weight: 216 lb GRIP 244/ 190 187/ 143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6- 8.8.10: 2x4 SP M 31, 11-12: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-2.7 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 9-20 18- 22: 20 SP No.2 WEBS 20 SP No.3 *Except* 7- 23,9-17: 20 SP No.2 OTHERS 20 SP No.3 REACTIONS. All bearings 0-8-0 except at=length) 20=8-1-0, 21=0-3.8, 19=0.3-8. Ib) - Max Harz 2=-46(LC 9) Max Uplift All uplift 100lb or less at joint(s) except 2=-333(LC 8), 20=-1267(LC 4), 14=- 505(LC 9) Max Grav All reactions 250lb or less at joint(s) 21, 19 except 2=1079(LC 19), 20- 3523(LC 1), 14=1409(LC 20) FORCES. ( Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-2079/639, 3.4=-1919/593, 4-25=-1461/504, 5-25— 1460/504, 5-6=-1486/529, 6- 7=-1434/478, 7-26=-1041/3226, 8-26=-1041/3226, 8-27=-1041/3226, 9-27=-1041/3226, 9- 10=-2153/811. 10.11= 2324/863, 11-28— 2574/970, 28-29=-2574/970, 12-29=-2574/970, 12- 13=-2772/1027, 13-14=-2858/1032 BOT CHORD 2-24=-572/1847, 24-30=-490/1772, 30-31=-490/1772, 23-31=-490/1772, 22-23=-1191/339. 21- 22=-1191/339, 21-32=-1191/339, 20.32=-1191/339, 20-33— 979/227, 19.33-979/227, 18- 19=.979/227, 17-18=-979/227, 17-34— 775/2160, 34-35=-775/2160, 35-36=-775/2160, 16- 36=-775/2160,14-16=-883/2546 WEBS 4.24_ 101/755, 6.23=-465/250, 7-23= 786/2808, 7-20-2593/1002, 9.20=-2862/1147, 9- 17-1026/3322, 10-17=-881/312, 11.16=-1571485. 12-16=01551, 4-23=-385/123 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; VuIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; Cat. 11; Exp C; Encl., GCpi=0.18: MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 333 lb uplift at joint 2, 1267 lb uplift at joint 20 and 505 lb uplift at joint 14 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daoe 2 0 WARNWO • Verify dodgn parameters and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PACE M0.7473 rev. r0A1]I1016 BEFORE USE Design valid for use only vAm MriekO connectom I14s design is based only upon paramelers shown. and Is for an Indivkhtd building component. not a truss system. Before arse• the bx/lc&Q cfeslpnet must verity the applicability of design Iolarneters and Ixopedy incorporate This design Into thO overall building design. Bracing Indicated Is to pevenl buckling or Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' It always regnlred lot slabtilly and to prevent collopso wllh po%R)Ie personal I1Kury and Ixolterty dcmago for generalCnldonce regarding the fobticallo n. storage. delivery. erection and bracing of Iruases and lass SYSferns. soeANsl/rPl l Quality criteria, 0SB-a9 and SCSI Building component 6904 Parka Ease Blvd. Sarety Information available Zorn bras Plate Institute. 218 N. Lee Street. Sulte 312. Alexandria. VA 22314. Tampa, FL 33610 Job russ Truss Type pty plytNP0071 Ttt817377 WP007t Tilt Roof SpecialG6dar It 1 Job Reference (optional) aumar8 FIrO1JOY1CO3 1 OflpO, npnl .,ny, rlvllYa .a.lvvv - - - -r - -- - ----- --- - --- --- -- 10:AeAoATVyRAFF51mF42W41Sypiq 1 ADSYUii6rAoZla4UZSzDgYcexfKP7lxol(E1Nyoyy_ NOTES= (11) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7-0-0. 105 lb down and 107 lb up at 8.8-0. 105 lb down and 107 lb up at 10.4-0, 89 lb down and 105 lb up at 19-3.4, 89 lb down and 105 lb up at 20-11.4, 89 lb down and 105 lb up at 22-8-12, 105lb down and 107 lb up at 31-8-0, 105 lb down and 107 lb up at 33-8-12, and 105 lb down and 107 lb up at 35-7-4, and 323 lb down and 284 lb up at 37-8-0 on top chord, and 324 lb down and 94 lb up at 7-0-0. 81 lb down at 8-8-0, 394 lb down and 93lb up at 10-3.4, 72 lb down at 19.3-4. 72 lb down at 20-11-4, 72 lb down at 22-8.12. 324 lb down and 94 lb up at 31-8-0, 81 lb down at 33-8-12, and 81 lb down at 35-7-4, and 324 lb down and 94 lb up at 37-8.0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4-5=-54, 5-6=-54, 6-10— 54, 10-11=-54, 11-12=-54, 12.15=-54, 2-14=-20 Concentrated Loads (lb) Vert: 4=-105(F) 5=-105(F) 8=-89(F) 11_ 105(F) 12=-276(F) 24=-324(F) 20=-36(F) 16=-324(F) 25=-105(F) 26=-89(F) 27=-89(F) 28=-105(F) 29=•105(F) 30=•58(F) 31=-382(F) 32=-36(F)33=-36(F) 34=-324(F) 35=-58(F) 36=-56(F) Q WARNING. Verdry dedpn p&mnsrors and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MIF7473 rev. IM03,2016 BEFORE USEDesignvalidforuseonlyvAlhMileMconnectors. this design is based orgy upon IMarneters shovm, and Is lot an Individual building component, not Wtatrusssyskyn. Before use. Ine txBAr ig designer must verily the aWlcatAily of design Iwramelors and Ixoperly Incorporate Ihh design Into the overall IxNding design. ®aCing indicated is to prevent txrcklN of Individual lam web and/or chord members only. Additional temporary and permanenl bracing M iTeW It always iegtdred lot std)lllly and to prevent collgxxn Win possbAe personal "and ixoperty damage. For genetal guidance regarding tino faUlcollon, storage. delivery. erection and tracing of inrsses and tors systems. seeANSI/TPI I Quality Criteria. DS9-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information ovaliattle 9om truss Plate institute. 218 N Lee Street. Sidle 312. Alexandria. VA 22314 Tempo. FL 33610 Job Truss Truss Type Qty ply wpom, r„e1737e WP0071IReference(optional) T02 Nip f 1 Job Budders Fes,Soutoo. Tampa. Plant Gdy, Fbfrda 33556 7.640 a Ap, • i 20,16 pal • e% • ••.,,a•• aa. • ••. ^ems • • • `•• • • n- 10:AeAoATVyRAFF51mF42W41SypZg1-wMnTlgiWr19118t9GiH Cmt5nzL?R8dr40ycnYpyoyxz 1 8-0-0 15.2.14 22.4.0 29•5.2 36.8-0 44.8-0 45.8 0 8 0-0 7-2.14 7.1.2 7.1.2 7.2-14 8-0-0 1.0 7x10 = SOOi12 2x4 11 8xl2 = 2x4 11 7xl0 = Scale = 1:78 1 r4 0 Sx6 = 16 15 14 13 12 11 10 5x6 = 2x4 11 10x14 = 2x4 II tOxl4 = 2x4 II a- 0-0 152.14 22.4-0 29-52 36•&-0 44.8-0 8- 0-0 Plate Offsets (XY) 12:0-4 13 0.0.31 13.0-7-00-2-41 15.0-2-8 Edged 17.0.7-0 0-2-41 8.0-4-13 0.0-31 112 0-6-4 0.5-4) 114:0-2-12 0.5-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 1.00 Vert(ILL) 0.52 13 999 240 MT20 244/190 TCDL 7. 0 Lumber DOL 1.25 BC 0.94 Vert(rL) 1.18 13 447 180 BCLL 0. 0 ' Rep Stress Incr YES W B 0.78 Horz(rL) 0.22 8 n/a n/a BCOL 10. 0 Code FBC2014/rP12007 Matrix) Weight: 242lb FT = 20% LUMBER - TOP CHORD 20 SP No.1 'Except' 3-5, 5.7: 20 SP M 31 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3.15, 7-11 REACTIONS. (lb/ size) 2=1700/0.8-0, 8=1700/0-8-0 Max Horz 2=-52(LC 17) Max Uplift2=- 487(LC 8), 8=-487(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3564/1999, 3.4=-4916/2863, 4-5=-4916/2863, 5-6=4916/2863, 6-7=-4916/2863, 7-8=- 3564/1998 BOT CHORD 2.16=-1682/3195, 15-16_ 1682/3205, 14-15- 2961/5487, 13-14=-2961/5487, 12-13=- 2961/5487, 11.12=-2961/5487, 10-11- 1694/3205, 8-10=-1693/3195 WEBS 3- 16=-9/344, 3-15=-1050/1986, 4-15=-414/347, 5-15=-680/356, 5-13=0/295, 5-11- 680/356. 6-11=-414/347, 7-11 =- 1050/1986, 7-10=-9/344 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpl=0.18: MW FRS ( envelope) and C-C Exterlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 487 lb uplift at joint 2 and 487 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.' 0 WARNINO • V dly design paremerers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 6111.7479 rev. fdaMIS BEFORE USE. • Design valid rot use only with Mltek® conneclars. this design Is based only upon parameters shown, and Is for an inclMdu l buldirng Component, not a truss system Beforo use, the building designer must vedfy the appllcatAlly of design lrxoneters and properly incorporote this dosign into the overall bidding design. Bracing in Icated Is to prevent baelling of Individual puss web and/or chord members only. Additional lemporay and permanent ba^.Jrng MiTeW Is always realJred for stability and to prevent collarAe with possible personal fnlnry and property danage. For genetal guidance regarding the fabk;allo n. storage, delivery. erection and bracing of hisses and Inns systems seeANSUIPI I Quality Criteria, OSS-69 and SCSI Building Component 6204 Parke East Blvd Safety Information avalk"e ltom truss Flab fttlkdo. 216 N. Lee Shoe 1. Sidle 312. Nexarndria. VA 22314 Tempe. FL 33610 Job Truss Truss Type Oty WP0071 T11817379 W P007 i T03 Hip I t t1 J Job Reference (optional) Builders FirstSoures. Tampa. Plara City. Florida 33566 7.640 s npr ry zvro miiaR mausmea, mc. .. y . ye , 10:AeAoATVyRAFF51mF42W41Syp2gj-02LrzAkSYTOWO;kSb_VRISd2 iZ-r1A50FcMK4Gyoyxy 1-0• 5.3.14 102.0 18.2-0 22.4-0 28.6-0 3441-0 39.4.2 44.8-0 41 5 3 14 4-0.2 6-2-0 6.2-0 6.2 0 6 2-0 4•&2 5.3.14 -0 5.00 12 3x4 = Sx6 = 4x6 = 3x4 = 3x4 = 5x6 = 4 5 67 a 9 Scale = 1:78.7 q 0 3x8 = 18 17 16 15 14 13 3x8 = 3x8 3x8 MT20HS = 3x4 = 3x8 3x4 = 3x8 MT20HS = LOADING (psi) TCLL 20.0 TCDL 7.0 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/rP12007 CSI. TC 0.63 BC 0.83 W8 0.40 Matrix) DEFL. in (loc) Well Ud Ven(LL) -0.45 15-16 >999 240 Ven(TL) -1.12 15-16 >473 180 Horz(TL) 0.28 11 rVa rl/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 217lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.2.2 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 5.18, 8-13 REACTIONS. (lb/size) 2=1700/0-8-0, 11=170010.8-0 Max Horz2— 64(LC 17) Max Upllft2=-467( LC 8). 11=-467(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2. 3=-3507/2082, 3-4=-3254/1886, 4-5=-2987/1808, 5.6=-409W424, 6-7=-4098/2424, 7-8=-409M424, 8-9=-2987/1808, 9-10=-3254/1886, 10-11=-3507/2081 BOT CHORD 2- 18=-1788/3165, 17-18= 2103/3943, 16-17=-2103/3943, 15-16=-2288/4255, 14-15=-2106/ 3943, 13-14=-2106/3943, 11-13_ 1803/3165 WEBS 3-18=- 235/309, 4-18=-471/954, 5-18— 1248/701, 5-16=-106/398, 7-16_ 282/199, 7-15— 282/ 199, 8-15— 106/398. 8-13=-1248/701, 9-13=-471/954, 10-13=-235/309 NOTES- (9) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=140mph (&second gust) Vasd=108mph; TCDL=4.2psi; BCDL=3.Opst; h=15111; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurcent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psi on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-" wide will lit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 467 lb uplift at joint 11. 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.' Q WARNING - Vadry dedirn parameters end READ NOTES ON THIS AND INCLUDED MREN REFERANCE PAGE ND•7473 rev. 140MIS BEFORE USE Design valid lot use only with Mllek® connecbrs. Bth design 8 base only urn P-Bamelars aMvm, and k for an trxlMCAaI huldlrt0 comlwrtenl, not a truss system. 8etoe use. the btrflding designer must verily the g4.AICa tllty 01 design "ameters and properly Incog>orale this deslpn Into the overall IxBdtrtg design. Bracing Indicated Is to rxevenl huck,lrtd of Indlvldtx9 truss wet) and/or chard members only Additional temporary and rxitmanenl bracing is always tetzterodforsktAltyandtorxevenlcotlgnowithIxds9NepersonalIrtluyandaopetlydamageForgenetsguldacotogardingBteMiTek' fabrication. sloage, detivury, erection and btaclrtg of Iftism and Inns systems, seeAN51/rpl l 4Quo11M Criterh, OSB-89 and SCSI Building Component Safely Irdor matlon avullatNo from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tanga. FL 33610 Job russ Truss Type oty ply WPO071 Tt18t7380 WPO071 , T04 Hip l t Job Reference (optional) Builders RrelSOutca, Tampa. Plant Coy. Florida 33566 7.640 a Apr ry 20i6 mn as ind—ahas, mc. y , , .cv ya 10:AeAoATVyRAFF51mF42W41SypZgi-slvDAWImJmYNOAJ19r0grIA939uno21NUGSucr o t 6.3.14 12.0.0 18.11.4 25.8.12 32-a4 38 4.2 44 0 6.3.14 ".2 6.1t-4 6.9-8 6.".4 5-8-2 6.3.14 -0 5x8 =; 2x4 11 3x6 = 3x8 = 5.00 12 5x6 = 8 Scale = 1:78.7 3x8 = 19 18 17 16 15 14 13 12 3x6 = 2x4 11 3x4 = 4x6 _ 3x8 = 2x4 II 3x8 MT20HS= 3x8 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ven(LL) -0.38 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Ven(TL) -0.89 15-16 >591 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(fL) 0.29 10 We rVa BCDL 10.0 Code FBC20141TPI2007 Matrix) Weight: 229lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.3.12 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpt 7.16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2= 75(LC 13) Max Uplift2= 447(LC 8), 10=-447(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3571/2070, 3.4=-3081/1838, 4-5=-3512/2159, 5.6=-3512/2160, 6-7— 3512/2160, 7-8=-2811/1765, 8-9=-3082/1837, 9-10=-3570/2070 BOT CHORD 2-19=-1770/3206, 18.19=-1770/3206. 17-18=-1430/2795, 16-17=-1430/2795, 15-16=-1837/3511, 14-15=-1837/3511, 13-14— 1837/3511, 12-13— 1785/3206, 10.12=-1785/3206 WEBS 3-18=-469/391, 4-18_ 128/396, 4-16=-501/999, 5-16=-392/336, 7-15=0/273, 7-13= 983/495. 8-13=421/845, 9.13=468/391 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=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Q WARNING. vedty dedgn parameters and READ NOTES ON THIS AND INCLUDED MlrEK REFERANCE PAGE MD7473 rev. 1410VAIS BEFORE USE. Design valid for use only with Mllek®conneclots. Ills design Is based orUy upon parameters shown. and Is for an i divkktal bolding cotnrxnenl. nol a truassyslern. Betolo use. tide Ixtllding doslgner must verily the cgViCabllty of design txxa olors and properly Incorporate M design Into Ole ovekil Additional temporary and permanent bracing M iTek' LxBc9ngdesignBracingindicatedIstopreventbucklingorIndividualtnraweband/or chord members only. is always required for sfcd)Ulty and to pevent collapse with posslble personal stR+y and ptoperty damage. For general guidance regarding Ole k" Icatbn. storage. delivery, erection and txacktg of lasses and Inrss systems, seeANSVIPI I Quality Criteria. OSS-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Rate Institute. 218 N. Lee Street. SJIo 312. Alexandria. VA 22314. Tanpe. FL 33610 Job Truss type 10ty Ply WPO071 T11St73St WPOO71 , TOS I. r.ss Hip t t Job Reference(optional) Builders FaatSoutce. Tartrpa. Plant City. Florida 33566 r 640 s Apr it 20i6 moen mausums. i—. 9 - r ry —..' < -' A. ID:AeAoATVyRAFF5lmF42W 4ISyp2gl-KxTbOsIO44gE2KurlPXvN WrLOY iwL_6WIwrR98yoyxw l-0 7.3.14 14-0-0 196-11 25-1-5 30.8-0 37.4.2 44-8-0 8 0 7.3.14 6 8.2 56-11 56-11 56.11 66 2 7.3-14 5.00 12 5x6 = 30 = 6 3x4 = 3x6 = 5x6 = 9 Scale = 1:80.1 3x8 = 20 19 ra <r « .. <. — 15 14 3x8 = 2x4 II 3x8 =44 = 3x4 = 4x6 =3)(8 = 2x4 II 7.3 14 14-0-0 22-4-0 :7Yif-0 Jr-.-< 7 3 14 6 8 2 8d-0 8.40 66.2 7.3.14 Plate Offsets MY)-- 12.0-4-2 0.1-81 15.0-3-0 0-2-41 f9.0-3-0 0.2-41 112.0.4.2 0-1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) -0.33 15.17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(rL) -0.81 15-17 >649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 HOrz(TL) 0.27 12 We We BCDL 10.0 Code FBC20147rP12007 Matrix) Weight: 227lb FT = 20% LUMBER TOP CHORD 20 SP No.2 BOT CHORD 20 SP NO.2 'Except' 16-18: 20 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (Ib/size) 2=1700/0.8-0. 12=170010-8.0 Max Horz 2— 87(LC 13) Max Upllft2=-427(LC 8), 12=-427(LC 9) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3550/2078, 3-4=-2924/1750, 4-5=-2846/1769, 5-6= 2646/1707, 6-7_ 3045/1913, 7-8=-3045/1913, 8-9=-2646/1707. 9-10=-2846/1769, 10.11=-2924/1750, 11-12=-3550/2078 BOT CHORD 2-20=-1771/3186, 19-20=-1771/3186, 18-19=-1553/3005, 18-21=-1553/3005, 21-22=.1553/3005, 17.22=-1553/3005, 17-23=-1553/3005, 23-24=-1553/3005, 16.24=-1553/3005, 15-16=-1553/3005, 14-15=-1784/3186, 12-14=-1784/3186 WEBS 3-20=0/285, 3-19=-621/504, 5-19=-401l793, 6-19=-658/326, 8-15=-658/326, 9-15=-401/793, 11-15=-621/504, 11.14=01285 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15111; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 427 lb uplift at joint 12. 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.' Q WARNWG . Verily design parantatere and READ NOTES ON TNIS AND INCLUDED MREK REFERANCE PAGE M/F7473 mv. IG003MIS BEFORE USE Design vatkl lot use only with Mllek®conneclois B11s design Is txised only upon Ixirarnelers shown. and Is lot an individual buildkng component. not a truss system. Before use, the Ixgdkng deslgrxlr must verity the apoloalAlly of design paianoters and property trtcogxxale this design Into the overall Additional temporary aril permanent Ixacing Welk' building design. Bracing indicated Is to prevent txalding or IrxlWuc9 (puss web and/or chord members only. B always regUted for stability and to prevent collotm with possible peiso nal Wuy and property damage. For general guidance regarding the latxlcollotx storage. delivery• erection and bracing of tresses and truss systems. seeANSI/iPI I Quality Cdterla, OSS-69 and SCSI Bul ding Component Safety Information avo0c911e from truce Rate Ins1IMe. 21a N. Lee Street. Sulle 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type oty Ply pooTtt817362 WP007t, T06 Hip 1 tobJ Reference (optional) Builders FirslSource. Tampa. Plant City. Florida 33566 1.640 a Apr ry 20,6 Mirsk muusl iw, c 9 If 10 W.&a ... ID:AeAoATVyRAFF51mF42W41Syp2gf•o81 bCmOrOo5fUTIG628w1FVWyPm4Yrgxae ltayoyxv 1-0 e3.14 16-0.0 223-0 28.8-0 36d•2 448-0 4S•9 8 3.14 7-0.2 6.4-0 6 4-0 7 8.2 8-3 14 5.00 FIT 5x8 = 2x4 II US 5 6 ' 7 Scale = 1.80.1 3x8 = 16 15 rr 14 ' 13 12 3x8 = 2x4 11 Sx8 = US = 5x8 = 2x4 11 LOADING (psi) SPACING- 2.0-0 CSI. DEFL. In loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Ven(LL) 0.28 14 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.73 Ven(rL) -0.64 14.15 >830 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(rL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 5.7: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 3.15. 9-13 13-15: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0.8-0, 10=1700/0-8-0 Max Horz2=-99(LC 13) Max Uplift2=-410(LC 12), 10=-41O(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3519/2076, 3-4=-2759/1681, 4-5= 2669/1703, 5-6=-2698/1779, 6-7=-2698/1779, 7.8=-2669/1703, 8-9=-2759/1681, 9-10=-3519/2076 BOT CHORD 2-16=-1762/3154. 15-16=-1762/3154. 15-17- 1225/2472. 14-17=-1225/2472, 14.18=-1227/2472, 13.18=-1227/2472, 12-13-1773/3154, 10-12=-1773/3154 WEBS 3-16=01344, 3-15=-766t603, 5-15=-201/505, 5.14-191/495, 6-14- 378/310, 7-14=-191/495, 7-13=-201/505, 9-13=-766/603, 9-12=0/344 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpl=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 410 lb uplift at joint 2 and 410 lb uplift at joint 10. 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.' Q WARNING. Vedly daslyn parantofara and READ NOTES ON THIS AND INCLUDED WMX REFERANCE PAGE MP7473 rov. 1 102MIS BEFORE USE Design valid for use only with I4lek9connectors. it& design is based orgy upon paarneters shown. and Is for an WvdN cknA tAAldktg component, not a truss system. 6-Mote use. the "ding designer must verify the applicabllty of design parameters and property Worpotalo it* dosion kilo the overall lading design. Racing Indicated Is to prevent buCWlrtg of l dlivkkral truss web and/or chord members orgy. Additional temporary and permanent WOCing 6 always required for stcUlty anal to Ixevent cellopse with possible personal Iryuy and propony damage. Rx general guk lance tegaalrtg " MiTek' fabricalron. storage. delivery. electron rnd lxocing of fuses and inns syslenta seeANSI/tPI I Ct allry Criteria. DSS-89 and SCSI Sullding Component Safety Information avallatxe from Ituss Plate Institute. 218 N. Lee Street. Sure 312. Alexandria. VA 22314 6904 Parke East Blvd. Tampa. FL 33610 Job I ruse Truss Type oty Fly WP0071 T11817383 WP0071 T07 Hip t 1 Job Reference(optional) Builders FirsiSourca, Tango, Plant city. HOW& 33565 • _. • ^w' "" .. ^ - ...... •„'• •••` • •' - • ' '- •" " __ - ' •.e_ . IO:AeAoATVyRAFF5lmF42W 41SypZgj-GKbMpXnechwyHe2EggZNTxojwMlapvvpADKYD 1 yoyxu 11-0 6-5.3 12-2-10 16-0.0 22.4-0 26-5•0 32.5.6 38.2.13 44-8-0 46 6.5-3 5 (!6 5•9.6 4.4-0 4.4-0 5.11.E 5-0 8 &5 3 1-04 5.00 j 12 US = 56 = Scale = 1:80.1 ty 0 US = 10 r. 16 0 15 - 30 = 30 = 4x6 = 3x4 = 3xS = 4x6 = 3x4 = LOADING (psi) SPACING- 2-0.0 CS1. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ven(LL) -0.33 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Ven(TL) -0.76 15.16 >692 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horc(TL) 0.23 11 rVa n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc puffins. 6-7: 20 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6.6 oc bracing. BOT CHORD 20 SP No.1 'Except' WEBS 1 Row at midpt 6-15 14-17: 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 11=1700/0-8.0 Max Horz 2— 11 O(LC 13) Max Uplift2=-425(LC 12), 11=-425(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3513/2140, 3-4=-3283/2009, 4-5=-3209/2018, 5.6= 2555/1654, 6-7=-2316/1594, 7.8=-2556/1654, 8-9=-3209/2018, 9-10=-3283/2008, 10-11=-3513/2140 BOT CHORD 2-18=-1835(3169, 17-18=-1501/2765, 16-17=-1501/2765, 16-19=-1121/2315. 15-19=-1121/2315, 14-15=-1505/2765, 13-14=-1505/2765, 11-13=-1848/3169 WEBS 3-18=-273/330, 5.18=-195/477, 5-16=-613/513, 6-16=-284/610, 7-15=-283/602, 8-15=-612/512, 8.13=-195/477, 10-13=-273/330 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=4.2psh BCDL=3.Opsf: h=151t; Cat. 11; Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at joint 11. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING - Vodly dadpn Paramdors and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7479 row. IaW/2015 BEFORE USE Ouslgn valid lot use only Win MltekO connectors. this design is based only upon parameters shown. and Is for on it dMdual txfldtng component, not a Was sysletn. Beloie use, the Ixil ing designel meat verity the CWicabilly of design lxxameters cnxt properly Incorpoiab this design Into the ovo1011 lxBdkng design Brachg Indicated Is to Ixevent buckling of Individual truss web and/or chord members only. Additional temporary and permatenl Ixackng WOW Is always required lot statxllly and to Ixevent collapse with possllAe personal tytay and property damage. For general guidance repadng the 6904 Parks East Blvdstorage, delivery, erecllon and bracing of f(Mes and truss systems, seeANSVFPI I Quality Criteria, OSS-89 and SCSI Building COmporanl salary Inlotmatlon available from truss Plate Institute. 218 H Lee Street. Suite 312. Alexandria, VA 22314. Tama. FL 33610 Job Truss Truss Type oty ply WP0071 T11817394 WP0071. T08 Hip t t Job Reference (optional) Waders rsetsourca, 1 arrpa, ream t,ny, rtonaa j e oo .........,... _ __._ ..... _.• ...___...__. .-'-. - -- - - - - ---- -- -- I D:AeAoATVyRAFF5lmF42W 4ISyp2gi-GKbMpXnechwyHe2 EggZNTxogrMh6pztpADKY01 yoyxu 1-0 7.13 13b•10 20-00 24- :2 31-1 6 37.6.13 44.8-0 8 7.1-3 6 56 6.5.6 4.8.0 6.5.6 6.5 8 7.1.3 Scale a 1:80.1 Sx6 = 5.00 12 Sx8 — 3x8 = to to I 16 15 _ 3x5 = 3x4 = 5x6 W8= 3x8 = 30 = 5x6 We= 30 = LOADING(psf) TCLL 20.0 TCDL 7.0 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. TC 0.86 BC 0.97 WB 0.47 Matrix) DEFL. In (loc) Well Ud Ven(LL) -0.41 13.15 >999 240 Ven(FL) -0.96 13-15 >549 180 Horz(rL) 0.23 11 n/a n/a PLATES MT20 Weight: 238 lb GRIP 244/190 FT = 20°e LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.1 'Except' BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing, Except: 14.17: 20 SP No.2 5-10.6 oc bracing: 15-16. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.16, 7-16, 8-15 OTHERS 20 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0.11=170010-8-0 Max Horz2- 122(LC 17) Max Uplift2=- 439(LC 12). 11=-439(LC 13) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3487/2146, 3.4=-3224/1986, 4-5-3101/2005, 5-6=-2373/1582, 6-7=-2132/1528, 7-8=- 2372J1581, 8-9=-3101/2005, 9.10=3224/1986, 10-11=-3487/2146 BOT CHORD 2-le=-1836/3145, 18-19-1451/2669, 17-19— 1451/2669, 16-17=-1451/2669, 16.20=- 1006/2131, 15-20=-1006/2131, 14-15=-1454/2669, 14-21=-1454/2669, 13.21=- 1454/2669, 11-13-1847/3145 WEBS 3- 18-321/377, 5-18=-223/562, 5-16=-728/599, 6-16=-349/639, 7-15=-350/658, 8-15=- 729/600, 8-13=-223/563, 10.13=-321/376 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=3.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS ( envelope) and C-C Exledor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 439 lb uplift at joint 2 and 439 lb uplift at joint 11. 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.' O WARNWO - VMy design pantmetwo and READ NOTES ON THIS AND INCLUDED WTEK REFERANCE PAGE MII-7473 rev. IGCZ 01 S BEFORE USE deslan is txzsed only upon amrelets MOW. and is for an indNk0.al txdldhgcomponent, not Design validfauseorgywithMIlek® connectors. ittis rxx a titre system. Before tee, the txdlC2M dt"slgner must verily the oppllcatAlly of design parameters and,xopedy M01POrate Otis design Into the overall Additional temporaryandpennanenlIractrtgMiTe k' txlding design. Bracing Indicated is to prevent txrclding of WK4dtxd Inns web and/or chord members only. the Is alwaystea1WedforsloAllyandtopreventcollapseWinpossepersonalk"y and plop erty damage. For genetca guidance regadina staago. delivery. erecllon and txocktg of trusses and trusssyslema seeANSVWII Quality Criteria, DSSComponent -A9 and SCSIBuildingComnentikEastBlvd. 8804 Porke EastsafetyInformationavalic" o from truss Rate Ins llule. 218 N. Lee Slreel. Sulle 312. Alexandria. VA 22314. Taupe, Job russ rUSs ype ty WP0071 Ttt8t7385 W P0071 , 1:09- Hlp t t Job Reference florist MUMS HT31bource. 10"Vo, t-W., t•ny, tame o. . ID:AeAoATVyRAFF51mF42W 41Sypzgj-kW9kOtoGN?2pvod6&i;e?BKsvm 19YMIzpt351Tyoyxt 22-0-0 1 749 14•to-lo 22-" 22 29.9-0 M-0.13 u4o 5•e-0 7•e•3 7.1•6 ' 7.1.6 7.1-0 7.1-0 7.0-3 140 0-4-0 Scale = 1:81.0 Sx6 i 3x6 = 5.00 F12 678 3x8 = 20 19 to cl 17 " — 15 14 3x6 — 2x4 11 06 = 3x8 = 3x4 = 3x4 = 4x6 = 2x4 11 749 1•10-10 22.r 22-e-0 22 2Fe-0 3610-13 N40 749 7.1-0 7.1$01410 7.14 7.1-0 7-9-3 0•4-0 Plate Offsets (Y Y) 12.0.4 2 0.1-8t (6.0-3.0 0-0-10t r8-o-3-0 0.2.4t 112.0-4-2 0-1-81 LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.29 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.99 Vert(rL) -0.70 15-17 >754 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.76 Horz(rL) 0.26 12 rVa We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 232 lb FT = 2041, LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2.0 oc purlins. 1-4,10.13: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpi 5-17. 9-17. 7-17 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=170010-8.0, 12=170010-8-0 Max Horz 2=133(LC 16) Max Uplltl2=-452(LC 12), 12=-452(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 3529/2144, 3-4=-2875/1822, 4-5=-2742/1843, 5-6=-2184/1505, 6-7=-1941/1460, 7-8=-1941/1460, 8.9=-2184/1505, 9-10=-2742/1843, 10-11=-2875/1822, 11.12=-3529/2144 BOT CHORD 2-20=-182613163, 19-20=-1826/3163, 18-19=-1384/2585. 18-21— 1384/2585. 17-21 =- 1384/2585, 17-22=-1385/2585. 16.22= 138512585, 15-16=-138512585, 14-15= 1838/3163, 12- 14=-183813163 WEBS 3-20-0/308, 3.19=-648/498, 5-19=-160/482. 5.17=-860/649, 9-17— 860/649, 9.15= 160/482, 11- 15=-648/498, 11-14=0/308, 7-17=-789/1235 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VU11=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opst; h=151t; Cat. II; Exp C; Encl., GCpI=0.18; MW FRS (envelope) and C- C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber D0L=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 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, With BCDL = 1 O.opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 2 and 452 lb uplift at joint 12. 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.' O WARNING - Verily deign pert haters and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE NO.7473 rev. 104112,20IS BEFORE USE Design valid for use orgy Win Mltek0 conneclors. 0ds design Is Erased orgy upon pararnelers shov4n, and Is lot an indlv"M txddmg component. not a Inrss system. Scioto use, the lx/k#W designer must verily the al3plicabllly of design paramolefs and Ixoperirp y Incoorate this design Into theoverallAdditional temporary and rx4manent baacing MiTek' txdding design. Bracing Indicated Is torxeventtxrcktingofIndNklualmisswebaril/or chord members only. Is always required nor stability, and to pevenl collapse Win Ix)%Ue personal IIA+v and popefty damage. Fof Oonelal guidance regarding trio storage, deltvcry, erection and bracing of trusses aril truss systems seeAN51/iPl1 Quality Criteria, 058.89 and SCSI SuOding Component 6904 Parke East Blvd Tertpe, FL 33610 Safety IMoenatim available Rom truss Rate linsillute. 218 N. Lee Sheet. Sulle 312. Mexanddo. VA 22314. Job Truss russ I ype ry T11617386 wpoo7t T 10 I. HtP 1 1 IWPO071JobReference (optional) tsuxears rushaource, rampo. rwm may, rtorwo J. ao ..... • • •• -- • • - - 10:AeAoATVyRAFF51mF42 W 4iSypZgl-Ctt600ov8JAgW xCcyFcrYMtOhANnHm66dXpflvyoyxs t•0. 7.3.10 13.11.7 20.7.4 22.4.0 4.0.12, 30 37.4.E 44.6.0 5.6- 6 73to &7.13 &7-t3 1•&1& 9 2 1-B•12' &7.13 6.7-t3 7310 1.0. 5.0o 572 5xe !:r- 3x6 II 5x8 Scale = 1:80.1 3x8 = 20 19 ro zr 17 " 15 14 3x8 = 20 II 3x4 = 4x6 3x8 = 4x6 = 3x4 = 2x4 11 7310 13.11.7 7-3.10 6.7.13 207 7.13 22-0 Z447Z, 1-&12 1•M 71ha-- 7.13 ai•o 67.13 7310 Plate Offsets MY)-- 12:0-4.2 0-1-8t 14.0.3-0Edge], 16:0-4.9 0-2.6t 18.0-4.9 0-2-6t (10:0.3-o Edaet f12:0-4.2.0-1-8) LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.36 17 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.9017-19 589 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(rL) 0.26 12 n/a We BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 229 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6- 8: 2x4 SP M 31 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. WEBS 1 Row at midpt 5.17, 9-17 REACTIONS. ( Ib/size) 2=1700/0-8-0, 12=170W0.8-0 Max Horz 2=125(LC 12) Max Uplift2=443(1-C 12), 12— 443(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3546/2141, 3-4=-2946/1844, 4-5=-2874A863, 5-6=-2222/1497, 6-7— 1989/1452, 7- 8=-1989/1452,8-9= 2222/1497,9-10=-2874/1863,10-11=-2946/1844, 11- 12= 3546/2141 BOT CHORD 2-20=-1827/3181, 19-20— 1827/3181, 18-19=-1419/2653, 18-21 =- 1419/2653, 17- 21 =- 1419/2653, 17.22=-1421/2653, 16.22=-1421/2653, 1 5-16=- 1421/2653. 14- 15=-1840/3181, 12-14=-1840/3181 WEBS 3-20=0/277, 3.19=-583/461, 5-19=-146/479, 5-17=-848/618, 9-17=-848/618, 9- 15=-146/479, 11-15= 583/461, 11-14=0(277, 7-17=-654/1102 NOTES- ( 8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opst; h=15fl; Cat. If: Exp C; End., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 = I0.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at joint 2 and 443lb uplift at joint 12. 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.' Q WARNING . Verity dodpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rov. I411034015 BEFORE USE. Design vaild for use only vAlh Mllek0 connectors. IMs deslgn is based only upon poranelers shown. and Is lot an Individual txBtling Component, not a Inuss system. Before use. the building designer must verify to appkabBlty of design txramelers and Ixopody i ncorpwrote, this duslgn into the oveiall bhld ing design. Bracing Indicated Is to prevent buckling of lndWtKf loos web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for staRlOtty and to prevent collalm vAih possible personal"and property damage. For general guidance regarding the labrbec tlon. storage. delivery. etecilon and bracing of trusses and truss systems. seeANSVIPI I Qualify Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. satetv k Non avdlatle tom kuss Rate Ins1IMe. 2l6 N. Lee Street. SJte 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Ply T1t8t7387 WP0071, Ttt Hip 10tyt 1I IWPOO71JobReference tonal 7 P t Builders FitsiSource. Tarrpa, Plam Cdy. Florida 33666 7 640 s Apt 19 2016 MTek Industries. Inc. Frr Aug 11 to:— 32 201 sge I D:AeAoATVyRAFF51mF42W 41SypZgj-hvGURZpXuclXSSmpVy744ZOBzZkWOF7FsBYCgMyoyxr 1-0 6.7.10 12.7.7 18.7 4 26-0.12 3248 38-04i 44.8-0 4b 8 4 6.7.10 5-11 .13 5.11.13 7.58 St1.13 5.11-13 87.10 1-04 5x6 = 5.00 12 Sx8 = Scale = 1:80.1 3x8 = 1" 1a eu rr 16 ci 15 US = 3x4 = 4x6 = 3x8 = 30 = 4x6 3x4 = LOADING (psO SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.32 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Ven(TL) -0.77 13-15 >687 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.82 Horz(rL) 0.23 11 n/a rJa BCDL 100 Code FBC2014lrP12007 Matrix) Weight: 231 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6.7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 7.16 14-17: 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=170010-8-0, 11=1700/0.8-0 Max Horz2— 114(LC 17) Max Uplift2= 430(LC 12), 11=-430(LC 13) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3506/2142, 3.4_ 3266/2004, 4-5=-3196/2014, 5-6=-2499/1632, 6-7= 2258/1574, 7- 8=-2498/1632, 8-9=-3197/2014, 9-10=-3266/2004, 10-11=-3506/2142 BOT CHORD 2-18— 1836/3162, 18-19=-1486/2736, 19-20=-1486/2736, 17-20=-1486/2736. 16- 17= 1486/2736, 16-21— 1086/2257, 15-21=-108612257. 14-15— 1490/2736. 14-22=-1490/ 2736, 22-23=-1490/2736, 13.23=-1490/2736, 11.13=-1848/3162 WEBS 3-18=- 287/344, 5.18=-202/506, 5-16=-651/541, 6-16=-305/617, 7-15=-306/653, 8.15=-652/ 541, 8-13=-203/506, 10.13=-287/344 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=4.2psh BCDL=3.Opsf; h=151t; Cat. If: Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate gitp 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 20.0psi 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 BCOL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 430 lb uplift at joint 2 and 430 lb uplift at joint 11. 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.' 0 WARNING. Verily dadgn paromefes and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M67473 rev. 1463MIS BEFORE USE Design valid for use orgy vAth Mllek®connecwrs. Itds design is based only upon paomelers shown. and Is for an IndMchtal building component, not a Inca system. Before use. the IxLdtrlg designer must vedfy the apptllcabllty, of design poranelers orxt protx rty Incorporate this design Into the overall Adcllio ncd lemporayandpermanentbracingMiTek' building design. BracingIndicatedistopreventbucMlrtgofIndividualfntawebaril/a chord members only. is always required for stability and to prevent collapse YAM possible persortrb"and property damage. For general q idarce regarding 8a k lbicolton, storage. delivery. erection and bracing of tnrsses and suss systeins, soeANSI/TPI I Guatily Cdterla, OSS-89 and SCSI Bultding Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information avallat: Ae Iron truss Rate Institute. 218 N. Leo Street. Sutle 312, Alexandria. VA 22314. Job Truss Truss Type ty wPoo71 T„at 73ea WP007f• T12 Hip 1 Job Reference (optional) BuAdars F116115ourett. Tanga. Plant clty. Fonda 33566 r onv a nPr rs cv ro mu e< mvuswea, o.c „ ..-w . , ,.. +., w <..., oyo . 10:AeAoATVyRAFF51mF42W 41Syp2gl-95gsevg9hvOOmFl73geJdrryPOz3wIlaPSrllMoyoyxq 1-0 6.13 116.10 17-0-0 22.4-0 276-0 33.1.E 36.6-13 d4.6-0 •6 5.5.6 S56 S4, 5 4-0 5.56 6 56 6.1.3 5.00 12 0 5x6 = 30 = Sx6 = Scale = 1:80.1 3xB = IV ro 17 w 16 .+ •- 3x8 = 3x4 = 4x6 = 3x8 = 3x4 = 34 = 06 = 6.9.1a 17-0-0 22.4-0 276-0 35-10.2 446-0 8-9id B-2.2 S4-0 S4-0 8.2.2 8.9.14 Plate offsets (x Y)-- 12:0-4-2 0.1-81 16:0-3-0 0-2.41 t8:0.3-0 0-2.41 112.0-4-2 0.1-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.53 16-17 >996 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -1.17 16-17 >453 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.62 Horz(TL) 0.25 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 234 lb FT = 20°b LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.4.8 oc pudins. SOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. 15-18: 2x4 SP No.1 WEBS 1 Row at midpt 7-17, 7-16 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0.8-0, 12=1700/0-8-0 Max Horz2= 104(LC 13) Max Uplitt2=-418(LC 12), 12— 418(LC 13) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3519/2133, 3-4=-3309/2016, 4-5=-3205/2025, 5-6= 2643/1681, 6-7=-2397/1613, 7-8=-2397/1613, 8-9-2643/1681, 9-10=-3205/2025, 10.11=-3309/2016, 11-12=-3519/2133 BOT CHORD 2-19=-1831/3174, 18-19=-1530/2820, 17-18=-1530/2820, 17-20-1263/2509, 20.21-1263/2509, 16.21=-1263/2509, 15-16=-1535/2820, 14-15— 1535/2820, 12-14=-1845/3174 WEBS 3-19=-240/298, 5-19=-177/420, 5-17=-584/499, 6.17=402/727, 7-17=-356/167, 7-16— 356/167, 8-16-402/727, 9.16=-584/498, 9-14-177/420, 11-14=-240/298 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0ps(; h=1511; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed (or a 10.0 psi 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.Opsl. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 418lb uplift at joint 2 and 418 lb uplift at joint 12. 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.' 0 WARNING - Vedly doslpn paremotare and READ NOTES ON THIS AND INCLUDED AMK REFERANCE PAGE Mt6747J rev. IMMIS BEFORE USE. Design valld (of use ordy vAlh Mllek®conneclors. Itds ckrJM is 1xlsed only upon patarneters shown, aryl a for an Indhil kcal building component. not a kta3 syslem. &;lore use, the Ixdialng design-1 must vadly Iho cgtpllcalAlN of design pararnelersaryl property i ncorpotale Ih6 design Into the overall orgy. Adclllkxnal temporary and permanent txockng MOW buildingdesign. Bracing Indtcaled Is to prevent buckling of IndNWtK1 Iran web and/or chord members k always rectulled tot staldlity and to prevent collapse with po%ble personal Iryray aryl rxopedy damage For genial guidance regarding the fabtk; alkxn. storage, ck4lvory, erection and Ixackng of musses aryl must systems, soeAN51/rP1 I Quality Criteria, OSS-89 and BCSI Building Component 6904 Parke East Blvd. safety Information avdlatlle from Truss Plate Institute. 218 N Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type aly ply WP0071 T11817389 WP0071, Tt3 Hip t 1 Job Reference (optional) tsuaaers t-astsource. r ampa, rtam ray, rroraa ssaoo • a '. .^ •••-•• ••• • •• ^-• • • •-•-- ^ -- • • -r,- ID:AeAoATVyRAFF51mF42W41Syp2gl-dHOFsFrrtODYFNPwBdN9YA VVINOwU8FYKV1JvEyoyxp 1-0 7.9.14 15.0.0 22-4-0 29.9-0 38.10.2 44-8-0 4b 8 7.8.14 7.2.2 7.4-0 7.4.0 7.2.2 7.9.14 Scale = 1:80.1 5.00 52 5x6 = 3x8 = 5x6 = 3x8 = 18 17.. " 15 — " 13 12 3x8 = 2x4 II 4x6 = 2x4 II 3x8 = 2x4 II 3X8 = 06 = LOADING (psi) TCLL 20.0 TCDL 7.0 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. TC 0.98 BC 1.00 WB 0.85 Matrix) DEFL. in (loc) Well Ud Vert(LL) -0.32 15 >999 240 Ven(TL) -0.76 13-15 >697 ISO Horz(rL) 0.27 10 We rVa PLATES GRIP MT20 244/190 Weight: 226lb 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 telling directly applied or 2.2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6.17. 6-13 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0.8.0 Max Horz2=-93(LC 17) Max Uplift2=-417(LC 8). 10=-417(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3535/2077, 3.4-2844/1717, 4.5=-2761/1738, 5-6=-2564/1681, 6-7=-2564/1681, 7-8=-2761/1738, 8-9=-2844/1717, 9-10=-3535/2077 BOT CHORD 2-18=-1767/3170, 17.18-1767/3170, 16-17=-1474/2895, 16-19=-1474/2895, 15-19=-1474/2895, 15.20-1474/2895, 14-20-1474/2895, 13-14=-1474/2895, 12.13=-1778/3170, 10.12=-1778/3170 WEBS 3.18=0/315, 3.17=-691/551, 5-17— 347/717. 7-13=-347/717, 9.13=-691/551, 9-12=0/315. 6-17=-611/255, 6-15=0/344, 6-13=-611/255 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=4.2psh BCDL=3.Opsf; h=15fl; Cat. II; Exp C: Encl.. GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 it 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 417 lb uplift at joint 2 and 417 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used to 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." Q WARNWG - Verify dedgn perrmorers and READ NOTES ON THIS AND WCLUDED NnEK REFERANCE PAGE A07473 rev. 144MIS BEFORE USE • Design valid for use orgy vAlh Mlrek6 conreclors. M design is based orgy upon parameters shown, and Is for an indMdal lxd ding component, not a lrtss system. Before use, the t)ulldng designer must verily the alxtllcct*ty of design parameters and properly Incemwroto this design Into the overall building design Bracing Indicated is to provent buckling of individual truss web and/or chord members only. Additional temporary and permanent braclny WOW is always requited for stability and to prevent collapse vAlh pxmU0 personal "and properly damage. For general Guidance regarding the fabrication. slorage, delfvory• efOCllon and bracing of tarssos and truce systems soeANS1/IPI I Quality criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd Safely Information available from truss Plate Institute. 218 N. Lee Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Qty ply WPoe71 T11817380 W P0071. T 14 Hip 1 1 Job Reference (optional) oe..e . tsusaersrustz ource,1arrge, reamcay,monuaaaaoo,ImF4,.r...,__._....._.....___...__...._......-..._.---___ --gyID:AeAoATVyRAFF51mF42 W 41 Syp2rg-SUyd3brP8Xg5 ZVN 85g roC2MmUDg0iY9rns Rgyoyxo 1-0 6.9.14 13.0.0 18.2.11 25.5.5 31 -_O 37.10.2 44.8-0 •8 6 8.14 6.2.2 6.2.11 6.2.11 6.2.11 6.2.2 6.9.1a 4 5x6 = SM1`10 3x4 = 4x6 = 5 6 30 = 5x6 = Scale = 1:78.7 Us = 18 17 — , a „ •- 13 12 ax6 — 2x4 II 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 20 11 6.914 1 13-0-0 1 22-4-0 ---I 31.8-0 37.10-2 _ 44-8.0 6.9.14 Plate Offsets (X,Y) 6.2.2 a•aau - - - - 2:0-4 2 0-1 8) f4 0-3 0 0.2 41 16.0-3.0 Edae) f8:0-3-00.2.41 110:0.4.2 0-1-81 LOADING ( psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Wait Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Ven(LL) -0.36 15-17 >999 240 MT20 244/190 TCDL 70 Lumber DOL 1.25 BC 0.92 Ven(TL) -0.92 15-17 >573 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(fL) 0.27 10 rVa rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 224 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP N0.2 'Except' 14- 16: 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. ( Ib/size) 2=1700/0-8.0, 10=1700/0-8-0 Max Horz 2=-81(LC 13) Max Uplift2=-437(LC 8), 10=-437(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 2.3-2 oc pudins BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing WEBS 1 Row at midpt 5-17, 7-13 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3560/2076, 3-4=-3008/1802, 4-5=-2733/1734, 5.6=-3281/2019, 6-7=-3281/2019, 7- 8=-2733/1734, 8-9=-3008/1802, 9-10= 3560/2076 BOT CHORD 2-18_ 1773/3196, 17-18_ 1773/3196, 16-17=-1688/3226, 16-19=-1688/3226. 19. 20=-1688/3226, 15.20=-1688/3226, 15-21— 1689/3226. 21-22— 1689/3226. 14. 22=-1689/3226, 13-14=-1689/3226, 12-13=-1787/3196, 10-12=-1787/3196 WEBS 3-17=-540/452, 4.17=-413/824, 5-17=-782/409, 7-13=-782/409, 8-13=-413/824, 9- 13_ 540/451 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=4.2pst; BCDL=3.0psf; h=15ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate gnp 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 437 lb uplift at joint 2 and 437 lb uplift at joint 10. 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.' Q WARNING . Vorlly dedyn paramofors and READ NOTES ON THIS AND INCLUDED Mr7EX REFERANCE PAGE MO-7473 rev. 10AMWIS BEFORE USE DesignvalidforuseonlyvAmMllekeconnectors. link desgn is based only upon Iaramelers shown. and is for on trndi Ad ual building component, not atrusssystem. Before trse. the building designer must verity the apWlcability of design Iarameters and pxoperiy I ncorporole 9nh design into the overall AddillalallemporaryandbracingMiTek' buildingdesignlistingIndicatedistopreventWcldklgofIndividualInnsweband/or chord members only. permanent for and 10 cdlapne wllh possible personal INury and properly damage. For general guidance regarding the IsalwaysreedstattllllyIrevenlfabrication. storage. delivery. erecllon and bracing of tnrsos and truss systems. seeANSI/TPI I Quality Criteria, OSS-89 and SCSI Bullding Component 6904 ParkEast Blvd. Tempe, rk East 0 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Job Truss Truss Type Ory Ply WP0071 Tn8f739t WP007% Tt5 Hip It t Job Reference (optional) Builders FirstS6urce. Tampa, Plant tarty, Florida 33566 7.640 v AV, w cv iv m" v" ,•,vvalieva. •,•.. •• ..vy • • •.. • • • ..y.. ID:AeAoATVyRAFFSIMF42W 41SypZgp-Zg W?Hxs 1 yroyd14akoB 1 FPa1K84zy0prnpXOz7yoyxn t-0 5.9.14 11.0-0 1a 7.4 26.0.12 33-0-0 110.2 44.8-0 8 0 5-&14 S-2.2 7.7.4 7-5.8 7.7..4 5.2.2 5.8.14 -0 Sx8 = 5.00 F12 2x4 II 4x6 = 3xS = Stilt, = 8 Scale = 1:78.7 Iy 0 318 = 19 18 17 16 15 14 13 12 3x8 = 2x4 11 30 = 4x6 = Sx8 = 2x4 11 Sx6 wB = 3x8 = 2x4 11 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Ven(LL) -0.40 15-16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) -0.97 15-16 >546 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.91 Horz(TL) 0.30 10 Ida ilia BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 226 lb Fr = 2M° LUMBER- BRACING - TOP CHORD 2x4 SP No.2 Except' TOP CHORD Structural wood sheathing directly applied. 4.6: 2x4 SP M 31, 6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2.2-0 oc bracing. BOT CHORD 20 SP No.2 WEBS 1 Row at midpi 7-16. 7.13 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1700/0-8-0, 10=1700/0-8-0 Max Horz 2=-70(LC 13) Max Uplifl2— 457(LC 8), 10=-457(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3573/2063, 3-4= 3162/1869, 4-5=-3824/2315, 5.6=-3824/2315, 6-7=-3824/2315, 7-8=-2897/1793, 8-9— 3163/1869, 9.10=•3572/2063 BOT CHORD 2-19= 1766/3208, 18-19=-1786/3208, 17-18=-1481/2877, 16.17=-1481/2877, 15-16=-2017/3821, 14-15=-2017/3821, 13.14— 2017/3821, 12-13=-178213207, 10-12=-1782/3207 WEBS 3-18=-381/332, 4-18=-104/379, 4-16=-627/1214, 5.16=-431/372, 7-15=0/301, 7-13=-1192/617, 8-13=-428/870, 9-13=-378/331 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst: BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces 8 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 psi 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 457 lb uplift at joint 2 and 457 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' WARNING • voutty ardpin parametors and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M67473 tev. OGW/2015 BEFORE USE Design valid la use only with IvtileM conneclors. R* design B based only upon pxaamoters snown, and B for on IndMdual building componenl, not fuss system. Before use, the lxltdtno designer must verity the atxxlcaltelty of design parameters and properly hcorporale Bth design Into the overallo building design. Bracing Indicaled Is to prevent b ucafrng of Individual Inns web and/or chord members only. Additional lemlorary and permanent bractrigisalwaysrequiredforstabilityandtopxoventcollapsewithpossiblepersonalInjuryandIxopertydamage. For general guidance regaldlng the M iTek' labricotion. storaoo, delivery. eracilon cud bracing of trusses and truss systems. scoANSVWI I Quality Criteria. OSB-89 and SCSI Sultding Component Safety Information available from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexarddo. VA 22314. 6904 Parke East Blvd. Tornpa. FL 33610 ouss ruse ype ty T11817392 W P0071 1,.:6 Hrp 1 1 IWPOO71JobReference (optional) Builders FuslSoures, Tampa. Plard City. Florida 33566 i.bne s Apr 19 zvie M ex mausures, me rn Aug , r rv:w:ar cv . ye I0:AeAoATVyRAFF51mF42 W41Syp2gj-1 s4NUHtfl8xpEsfmlVlGnd73XoT4hal OTGzV2yoyxm 1.0 4.9.14 9.0-0 15-8.14 22.4.0 28.11.2 35.8-0 39.10-2 44.8-0 45.8 4-9.14 d-2.2 6•&t4 6.7.2 6-7.2 6.8-14 4.2.2 4.9.14 -0 Scale = 1:78.7 2x4 11 5.00 j12 5x6 = 3x8 = 4x6 = 3x8 = 5X6 _ 4 5 6 7 8 9 FrdT!-- iom 1. 777:7 0 0 3x8 = 17 16 15 14 13 3x8 = 602 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Ven(LL) -0.53 15 >995 240 MT20 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Ven(fL) -1.22 14.15 >434 180 MT20HS BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(TL) 0.30 11 n/a We BCOL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 221 lb LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 4.1-9 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 5-17, 8-13 REACTIONS. (lb(size) 2=1700/0-8-0, 11=1700/0-8-0 Max Horz 2=-58(LC 17) Max Uplif12=-477(LC 8), 11=-477(LC 9) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3509/2066, 3-4=-3320/1916, 4-5=-3061/1835, 5-6=-4760/2795, 6-7=-4760/2795, 7-8=-4760/2795, 8-9=-3061/1835, 9-10-3320/1916, 10.11-3509/2066 BOT CHORD 2-17=-1775/3162, 16.17=-2326/4348, 15-16-2326/4350, 14-15=-2329/4350, 13.14-2330/4348, 11-13=-1791/3162 WEBS 4-17— 478/974, 5-17=-1558/861, 5-15=-256/538, 7-15=-338/296, 8-15=-256/538, 8-13=-15SW861, 9-13=478/974 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (&second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This Ines 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 477 lb uplift at joint 2 and 477 lb uplift at Joint 11. 8) -Semi-rigid pitchbfeaks 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.' 3x8 = GRIP 244/190 187/143 FT = 20% 12 Q WARNING . Verify dadpn paramafor s and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE UD-7473 rev. 90032015 BEFORE USE Design vdld rot use only vAlh Mllek®conneclors. Ihls design Is lased only upon porameters shown, and Ls to an hlalnddtrd txddt ng component. rat a Inns system. before tee. Iho buildhng designer rntrsl vedty Ina cyppllcabAlty of deslgrn txscxneters and property Incorporate this design Into the overall Additional temporary and permanent bracing MiTek' bxdalng design. 9achng Indicated Is to prevent L ucahng of IndMdtal Irtm web and/or chord members only. Is atways required for statAlty and to prevent collapse wllh poss871e porsond Iryuay arty properly damage. For general guidance tegardng &no k"IcclIlm storage, delivery, eroction cxrcl bracing of fnussos cued truss systems se--ANSI/IPI I Cuallry Criteria. DS&-&9 and &CSI Building Component 6904 Parke East Blvd. salary IMorm.Non avdlaMe from Truss Rate Institute. 218 N. Lee Street. SOW 312. Alexandria. VA 22314 Tampa. FL 33610 Job Truss Truss Type ry y T11817393 WP007f TV Hip Grrdar 1 2 IWPOO71JobReference(optional) Dueaete rrtstavurce, i arrga, rwm —Y. - 4- - ,- -- -- ID:AeAoATVyRAFF51mF42W41Syp2gj-OgtGX_xoYhZ6LeXk531RUpg05bHpMmek91 k8myoyxh 1-0 4.0.5 7.0.0 11.5.13 15.9.14 20.1-15 24$-t 28.10.2 33.2.3 37.8-0 40.1.11 448.0 46-8 1-0 4.0.5 27MI 4-513 4.4.1 4.4.1 4.4-1 4.4-1 4.4.1 4.5.13 2.11.11 d-0.5 -0 ex10 = 5.00 12 4 24 3x6 II Sx8 = 3x6 II US =5x8 = 3x6 II Sx8 = 8x10 = 525 26 276 28 29 7 30 831 9 32 33 34 10 35 36 11 37 38 12 Oie Scale = 1:78.1 Sx8 = 23 39 22 4o 41 42 21 43 44 20 45 46 47 19 48 49 1e 5o 51 17 52 53 16 am 4x6 = 402 = 10x12 = 5x8 = 3x6 II 10x12 = 36 II 51r8 = Plate Offsets O,Y) 12:0.4 0 0.2 14) 14.0-3-4 0-4-121 112:0.5.0 0-1-111 114:0-4-0 0.2.141 1IU:0.6-0 tGOel 121:(Y15-o crts-1zl LOADING (pst) SPACING- 2.0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Ven(LL) -0.46 19.20 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.36 Ven(TL) -1.05 19-20 >501 180 BCLL 0.0 ' Rep Stress Incr NO W B 0.82 Horz(TL) 0.17 14 n/a nta BCDL 10.0 Code FBC2014/rP12007 (Matrix) Weight: 678 lb FT = 2W% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 4-1.0 oc pudirts. 4.8,8-12: 2x8 SP 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. BOT CHORD 2x8 SP 240OF 2.0E WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=3581/0-8-0. 14=3581/0-8-0 Max Horz2=-45(LC 28) Max Uplift2=-1202(LC 4), 14=-1202(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8414/2839, 3-4-8455/2876, 4-24=-11555/3945. 24.25— 11558/3946. 5-25=-11560/ 3947. 5-26=-11556/3944, 26-27=-11556/3944, 6-27=-11556/3944, 6-28=-15041/5114, 28-29-15041/5114, 7-29=-15041/ 5114, 7.30-1504115114. 30-31-15041/5114, 8-31-15041/5114, B-32-15041/ 5114, 9-32=-15041/5114, 9-33-13857/4715, 33-34-13857/4715, 10-34=-13857/4715, 10-35=-13858/4716, 35-36=-13858/4716, 11-36=-13858/4716, 11.37=-7994/2727, 37-38=-7992/2726, 12-38=-7989/2725, 12-13=-8442/2869, 13-14=-8396/2830 BOT CHORD 2-23=-2559/7698, 23-39=-2595/7884, 39.40=-2595/7884, 22-40=-2595/7884, 22-41=-4642/ 13866, 41-42=-4642/13866, 21-42=-4642/13866, 21.43-4642/ 13866, 43-44=-4642/13866, 20-44=A642/13866, 20-45-5046/15052, 45-46=-5046/15052, 46. 47=-5046/15052, 19-47=5046/15052, 19.48=-5046/15052, 48-49=-5046/15052, 18-49-5046/15052, 18-50=-3875/11567.50.51- 3875/11567, 17-51-3875/11567, 17-52=-3875/11567, 52.53=-3875/11567, 16-53=-3875/11567, 14-16=- 2563(7680 WEBS 3-23— 129/346, 4-23=0/528, 4.22=-1472/4311, 5-22=-558/325, 6- 22=-2730/924, 6.21=0/319, 6-20=-453/1400, 7-20=-466/294, 9-19=0/359, 9-18=-1424/491, 10.18=-460/270, 11- 18=-887/2705, 11-17=0/375, 11-16-4210/1454, 12-16-714/2546, 13- 16=-128/354 NOTES- (11) 1) 2-ply truss to be connected together with 10d (0.131-x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x8.2 rows staggered at 0-9. 0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9- 0 oc 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; VUII= 140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=151t: Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate gnp DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. Continued on page 2 WARNING - Vody dodpn penmorore and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD-7473 rev. 14003MI S BEFORE USE. Design valid for ale only with MlleW conneclors. this design Is Msod only upon paantelers shown. and Is for an Individual building component. not a him syslem. Bokre use. the Lx9ding designer inust verity the apdtcabllty of design fxaameters and properly Inca poste, this design Into the ovelll txllding design. Blacing Indicated Is Io prevent WcldMg of indNltlual Inm web dad/or chord memtx:rs only. Additional temporary and permdmOnl butting MiTek- tt always required for slabslly and to pevenl collgxe wllh iwssbtle personal In Iury and property damage. Fa general gukimce rogadtrtg the East Blvd. fabdcalkxt, sloutge. delivery. erection and dating or trusses ad 1nm systems, seeMSI/IW 1 Quality Criteria, DS849 and SCSI W69(N Porko Building Component Tempo. ck Eas336 t 0 Safety Information ovallarle from buss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Job russ ype • ty y WP0071 T11817393 W P0071 Fuss7 Hip Girder i 2 Job Reference (optional) tsumers rustsource, rerrpa, rom Bey, rwnoa 4aa99 ......... ,,.,, ........ ....._....... ..._ ... .._ ..._.__.._ 10:AeAoATVyRAFF5lmF42W41SypZgj-OgtGX xoYhZ6LeXk531RUggOSbHpMmek91 k8myoyxh NOTES- (11) 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2-0.0 wide Will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1202 lb uplift at Joint 2 and 1202 lb uplift at Joint 14 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 323 lb down and 284 lb up at 7-0.0, 105 lb down and 107 lb up at 9-0-12. 105 lb down and 107 lb up at 11-0-12. 105 lb down and 107 lb up at 13-0-12, 105 lb down and 107 lb up at 15-0.12. 105 lb down and 107 lb up at 17-0-12, 105 lb down and 107 lb up at 19-0.12, 105 lb down and 107 lb up at 21-0.12, 105 lb down and 107 lb up at 22-4-0, 105 lb down and 107 Ib up at 23-7-4, 105 lb down and 107 lb up at 25-7-4. 105 lb down and 107 lb up at 27-7-4, 105 Ib down and 107 lb up at 29-7.4. 105 lb down and 107 lb up at 31-7-4. 105 lb down and 107 lb up at 33.7.4, and 105 lb down and 107 lb up at 35-7.4, and 323 lb down and 284 lb up at 37-8-0 on top chord, and 394 lb down and 93 lb up at 7-0.0. 81 lb down at 9-0.12, 81 lb down at 11-0-12, 81 lb down at 13-0-12, 81 lb down at 15-0.12, 81 lb down at 17-0.12, 81 lb down at 19-0-12, 81 lb down at 21-0.12, 81 lb down at 22-4-0. 81 lb down at 23-7-4, 81 lb down at 25-7.4, 81 lb down at 27-7-4, 81 lb down at 29-7-4, 81 lb down at 31-7-4, 81 lb down at 33.7-4, and 81 lb down at 35-7-4, and 394 ib down and 93lb up at 37-7.4 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=-54, 4.12= 54, 12-15= 54. 2-14=-20 Concentrated Loads (lb) Vert: 4=-276(B)12=-276(8)23=-382(B)16=-382(8)24=-105(8)25=-105(8)26=-105(8)27=-105(B)28=-105(B)29_ 105(8)30=-105(B)31=-105(B)32=-105(B) 33=-105(B)34=-105(B)35=-105(B)36=-105(B)37=-105(8)38=-105(8)39=-58(8)40=-58(B)41=-58(B)42=-58(8)43=-58(8)44=-58(B)45— 58(B)46=-58(B)47=-58(8) 48— 5B(B)49=-58(B)50=-58(B) 51=-58(8)52=-58(B)53=-58(B) WARNING - Vodrydasryn pwmetws and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MO.7473 rev. IOM3401S BEFORE USE. Desllgl valkl for use only vAlh Mllek9 connectors this destgil is based only upon rxnameters grown, and Is tot an Indivkltttl bLAdIng comrxnenl. not a In= system. Before use. the txdIding designer must verity the appllcoulty of dean Ixxaanelers aril properly kloorporote this U.-sign Into the overall Ix® a0ng design. Bracing Incticoled Is to prevenl buCldklg of kxfMdtKl Iruss web and/or chard members only. Aaklilional temporary and permanent bracing is always teed for stotAlty, and to prevent clique vAlh possible Ixqsoncd"aid Ixorledy damage. For genoral gtldQlce regarding Die M iTek' k" Icallon. storago. dcllvery, erection aril bracing or lRascs aril tnIss systems sea:ANSI/rPI I Quality Cdtoda, OSS-89 and SCSI flultding Component Safety Information avalk"e from truss Plate Institute. 218 N. Lee Street. Stlte 312. Alexandria. VA 22314. 6904 Parke East Blvd. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets ore indicated. Dimensions ore in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'71dr For 4 x 2 orientation, locate plates 0-144' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I brocing if indicated. BEARING Indicates location where bearings supports) occur. Icons vory but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft-In-sixteenths Drawings not to scale) JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved mm M1I. 0 MiTek 0 MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, a g. diagonal of X-brocing, is always required. See SCSI. 2. Truss brocing must be designed by on engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. 3. Never exceed the design loading shown and never stock moteriols on Inadequately broced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted. moisture content of lumber shall not exceed 19% at time of fobrioohon. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to comber for dead bad deflection. 11. Plate type, size, orientation and location dimensions Indicated ore minimum plating requirements. 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that specified. 13. Top chords must be sheothed or purllns provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less. If no ceiling Is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17, Install and load vertically unless indicated otherwise. IS. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, bock, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 44-8-0 033 NJI Ell Will INN IVI CJ5 ti _ CJ5 CJ5 _ N CJS m CJ3 Aw J3 I I CJ3 m ti r n Ln Ipl u u II 1 u ul II u 1 { u u! I w; u u 1 tirI 1 11 111: II I u u u u 20-0-0 7-4-0 H-4-0 44-8-0 DEARWG HEIGHT 5CHEDILE I O O 0 NOTE5: L) REFER TO H16 91(RECOMMEIAATION5 FOR IW 1% INSTALLATION AND TEMPORARY OMIN6 ) REFER i0 EN6IHEERED DRAWINGS FOR PERMANENT ORACIN6 REOARED. 2) ALL TRUSSES (WCLLlNN6 TRUSSES LWER VALLEY TRAM W6) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V 5 FOR ALTERNATE ORACTN6 REWREMENTS. 3) ALL VALLEYS ARE 10 DE CONVENTIONALLY FRAMED BY OMDER 4 ) ALL TRUSSES ARE DES16NED FOR 7 o c MAXIMUM SPACING. LfaE% OIHERW15E NOTED. 5.) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CONSIDERED TO DE LOAD BEAM I.M-E55 OTHERWISE NOTED 6.) SY42 TRUSSES MUST DE INSTALLED WITH TIE TOP DEIN6 UP 7.) ALL ROOF TW% HANGERS TO DE SIMPSON H1U26U1fLE%OTHERWI6E NOTED ALL FLOOR It% HAN6ER5 TO DE SIMPSON IHA422 IKE% OTHERWISE NOTED. 6.) DEAMIHEADERI.INTEL (" TO DE FURNISHED BY BULDE . SHOP DRAWING APPROVAL 11f5lATM 1511E 50.E 50LRCE fOlt FABRICATION OF TRUSSES AND VADS All FREYM ACLITECTMAL OR OINER 111%LAYOUTS REVIEW AND AFMAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANT TIMMS WILL BE BULT VERIFY ALL QATIONS 10 RARE Afi"I CHMUS TINT VI L RE%t I IN EXTRA (HAME510 YOU 9e I 0BuildersAFirstSource Orlando PHONE 407-651.2100 FAX 407-851.7111 Plant City PHONE. 813.75A-5A51 FAX. 813.752-1532 RUDER. Ashton Woods 1551 Halley S Gr lIMM1PN1ss• t /1SIAI WP0071 .11 41 RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # # 1 7- 3 1 9 3 Project Location Address c S14 b,31LDrNc SANFORD OFpARTM 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 Therma Tru Fiber Classic FL15000-R2 Sliding MI Windows & Doors 420 FL15332-R2 Sectional Wayne Dalton 5120/6100/9100 #0230 FL9174.3-R11 Roll U Automatic Other 2. Windows Single Hung Silverline Bldg Prod. Corp. Series 2900/4900 Single Hung FL19715-R2 Horizontal Slider Casement Double Hun Fixed Awnin Pass Through Projected Mullions Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding Soffits Aluminum Coils Mastic Endurance FL12194-R3 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed CorpRoofing_CertainTeed Asphalt Shingles FL5444-R10 Underla ments InterWra , Inc Underla ments FL15216-R2 Roofinq 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 Lomanco Aluminum Roof Louver FL3792-R8 Other June 2014 Category / Subcategory Manufacturer Product Descri tion Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Cast -Crete USA Inc High Strength Concrete Lintels FL158-R8 Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 6/9/2017 Florida Building Code Online K Business & Professional Regulation r aa SCIS Home I Log In I User Registration I Hot Topic I submit Surcharge I Stats a Facts I Publications I FBC Staff I RCIS site Map I Links I Search I dbpr a ... Product Approval USER: Dubuc user e,r, „ iy rl'• i Product Aoaoval Nenu > Product or Aoollation Search > Application Liu > Application Data 11 OFFICE CF THE FL # FL15000-R2 SECRIETASY Application Type Revision Code Version 2014 Application Status Approved 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 rlckw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies 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 Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan I. King, P.E. 01 Validation Checklist - Hardcopy Received Certificate of Independence FL15000 R2 COI Certificate Of Independence. odf Referenced Standard and Year (of Standard) Standard year AAMA/WDMA/CSA101/I.S.2/A440 2005 ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 202 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect httpsJ/ loridabuilding.org/pr/pr app dtl.aspx?wam=wGEVXQwtDquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8p/o2fuCfc2MRiSC82wp/a3da/a3d 1/3 6/9/2017 Florida Building Code Online FL15000 R2 Eauiv FL - 15000 Eauiv of Standards.odf Sections from the Code Product Approval Method Method 1 Option D Date Submitted 05/29/2015 Date Validated 06/28/2015 Date Pending FBC Approval 07/05/201S Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15000.1 a. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 11 INST 15000.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.1 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.1.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.2 b. 'Aber -Classic" or "Smooth -Star" 61 "Non -Impact" Opaque Fiberglass Door with & without Sldelite(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Umits of use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.2 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.2.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelltes, which have been stained or painted within 6 months of installation.) 15000.3 c. "Fiber -Classic' or *Smooth -Star' 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldeiite(s) - Outswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.3 far Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.3.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.4 d. "Fiber -Classic" or "Smooth -Star" 8'0 "Non -Impact" Opaque Fiberglass Door with & without Sldellte(s) - Inswing (X, OX or XO, OXO, XX, OXXO Configurations) Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL15000 R2 II INST 15000.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.4 for Design Pressure Ratings, any FL15000 R2 AE EVAL 1S000.4.odf additional use limitations, installation instructions and Created by independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors and sidelites, which have been stained or painted within 6 months of Installation.) 15000.5 I e. "Fiber -Classic" or "Smooth -Star" 18'0 "Non -Impact" Glazed Double Flberglass Door - Outswing Inswing (XX Configurations) https://OoridabLilding.org/pr/pr app U.aspx?param=wGEVXQwiDquS73Fr2ZyiPozAnASCzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 2/3 619=17 Florida Building Code Online Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL1S000 R2 II INST 15000.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.5 for Design Pressure Ratings, any FL15000 R2 AE EVAL 15000.5.Ddf additional use limitations, installation instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of "J" part number doors, which have been stained or painted within 6 months of Installation.) 15000.6 f. "Fiber -Classic" or "Smooth -Star" 6'8 "Non -Impact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL15000 R2 If INST 1S000.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 15000.6 for Design Pressure Ratings, any FL1S000 R2 AE EVAL 1S000.6.odf additional use limitations, Installation Instructions and Created by Independent Third Party: Yes product particulars. (This product approval requires the use of 'J" part number doors, which have been stained or painted within 6 months of Installation.) 0:,clr Hex, Contact Us :: 2601 Blair Stone Road. 7Allahassee FL 32399 Phone: 8S0.487-1824 The State of Florida Is an AA/EEO employer. Coovrlaht 2007-2013 State of Florida.:; Privacy Statement :: Aetesslblllty Statement :: Refund Statement Under Florida law, email addresses are public records. 9 you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395. 'Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Oeparinent 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 rem . If you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public To determine If you are a licensee under Chapter 4S5, F.S., please tilde here . Product Approval Accepts: 99 M Credit Card Safe https:llnoridabUlding.orglprlpr epp dtl.aspx?param=wGEVXQw(DquS73Fr2ZyiPozAnA6CzHQ3yMKg2Hy8%2fuCfc2MRiSC82w%3d%3d 313 z S 3EXTERIOR 4 i ''s,•=".`• ..'."':'iti t , i s .L!' •3.'rl}. i. 2 .j,. 9•' r S.:' 2 '' 1! .K , i i e:t. .s.. l'w:('f't _.;,F •z= 8 .=a o-'ey Q `Z INTERIOR 0 6.6 ODOR 1 HOR ZONrAL CROSS S=ON , PAHMWIDIH 3 DOOR PANEL. a`:4 ;'. t; a Q+ i{ lip iv EXTERIOR INMIOR m _ 6 urcN 4ru.ap ti`••+`F 3 rises cuEsslc) s (rFIBER CtAssrc) cr r N DOOR PANEL }!4 Sid Fr" r Crosse t a •'..C' E 0 4 HrNCE SrtLE H BOTiaLI RAR aae N.TS Z 9 FIBER CUISSIC) (FIBER CLISsV) Lam_\ VERgCAL CROSS SECOON imsn qlK m g \, If DOORPANEL me an Lcs ; Dili" {w d FL-15MCL3 c 1 srtc 3 ar 12 Or 13"y MAX. l PARMWIDM SIDEIITE PANEL Smooth Star ITCA ItS 1/2' MIN. CLASS 1NIC lie. TEMPERED CLASS 1/2' MIN. CLASS THK I8s TEMPERED CLASS ALR SPACE LASS E 1 a8 J 5rt NNult 1 P4 gnu l OWX CROSS SEC71011 m 4 St0ELIT PANEL 215Y' LUC 42 n PL S7fC UP LIIE FRAAfE PLASRC UP LRE FRA1iE EXTRUDED PVC DCrR[IDED SNC a ! 2- ti I 4 SIDFLRE PANEL L41T6' aac O2 24 12 i 1. Spoaalp for Hem #29 h p41 (p!e homa eaena) sWa isasPollowrFromthebottomOponsidexSX. with ( 7) more spaced at 9.575' o a thane are (23 o e er: JK e L % 1 SIOFIRE BLANK SIDE SJILE °ue bath top and bottom at 2 125' In tram each OIL ft Lis e SIDELtTETOPdoB01Tt]!f RAIL FENCER JOtVfED PONDEROSA PULE; W-0.43 " F—I JOINTED PDNDER0 PINE; SOQOA3 FL 15000.3 40 yam' 49 73 77 4..- 16'Mh1 cswK is Fi C'7•. C rj ma r77Cjjyy i FA; 1. Rho zMAte AP dhaot sot blto the Jamb :With (72) Rem 143 a 18 x 2' pfh• (rood screw. Thane are Q•' :.r 13 4) at each veMbd Jamb, from the top dawn at 18 13.5. 31' 48.9' & Sr. There are (2) at the headerWXMRL2118 at 4' from the outride eornera of Vie yv, HOB tnrP.j frame. There are (2) at the a8C 4' from the Q PB outride comere. Hc)RZ0I4TAL CROSS SECTION 7 48 49 1-1/4' WN. eA& (1"P) I 1SMK 77 1J 45 8C-M e µ 43 lL1,L' r J!>tffB1Gs ro IA ACM t r s' f r . a •• 34 r`'f..j P SEE NOTE 1 EXTM8 8 b 43 21 aaa 24 2 z H.T.S. sggqi0J8T2 ma Or, JK a 2 HORIZONTAL CRM SWWN 3 HORIZONTAL CROW SECTION l4$ fa US 3 aaae sac 7 18 A-iWou a1e7 -19 ram. K u ll V 1 MULUON a l l I SHOWN FOR a II MASONRY II49 RFFMIE NCE a I I OPENING A y ONjll MASS SHCIWI( FOR II REFERENCE ll t II II I I Ii FOR 11 a S OWN II 0 REFERENCE II a It O II 8 II N• 7;f 1[ a II DOUNLE BUCK W/SI2E1= ANCHORING MASONRY OPENING C]7tiCREiEOR NOTM 1. conaz%aruiQM CJiA.11 E.& the—m.maybeadpolbdtomaPifdnfilem9L 2X BUCK edge dsknmfo maftJo nfL 2- canaafe andwboaftunoted as wAX ON C@dt nr dbe a*mted to rridhtab fftemft edge dlr —to matarMft addHondoonaeleanchors mayberegttdedtoOng" Me M.AXONCffIf rdkmngmaswtecoeeded. 3. Cool= fa Midwtabfm TTw TAPCONO FJCO N O t/4' 1' 4' A G C 8" 4• r y. t a a OPENING nP. HEAD a tt JAMBS 2X BUCK 1 Ia I ` ASTRAGAL I SHOWN FOR REFERENCE I a t 1 r a• 1II NFOR 11 SHOWNll49 REFERENCE I I TtP. HEAD II JAM83 I I 11 II II II II II Il t1 I I MUWON d II SHOWN FOR I I REFERENCE If II it II MA.SONR1 OPENINC Km-:! Tg R 1.- 4' 1 7 O ( j cO t;: 0 8 law W6 JK Po tFS ri-fL- i 100.J ig r 9SZ4 1p PI 18w 181T ffi6T 16S 14Sfr g - Romm ME 27 V TYP. 27 TYP. TYP. a 6 J ur W II SEE MOTE 1 p O II a NOTE: ASIRAGV DE71VL 444L 4 12 S tLrs 1. THE ASTRAGAL BOLT HAS A 3' THROW AT THE TOP a1c LFS opaso , n AND THE BOTTOM. FL-15000.3 u 1-1 or-12 9 T.-HERMAITRU' THERMA TRIJ DOORS T 1 e moueTtflL C"., nacmam. OM 4iS17 FIBER CLASSIC/"SMOOTH STAR° 8'01NSMNG w/ & WOUT S1DELITES FIBERGLASS DOOR NOf"MPACr GBdFRAL tIpTB 1.lhoprodudh=beene"*xdedoWtsln=vvft ovwihtheSfr16ftnC2M4jftga6tfflV Code (FBC stNofltmltegubemrntsiischr D the Vdodlylluri telane' IYFii. 2 PsodudmrhwtabamMeda10spcadasfwmandetchArd"entma etoboo oloWd sadl bo beyond wal ,' -& y ord=oo, Wllarl Iced Ch 41e 11VFR' fhb pmducYhlegl ed 1s bepnxeded Wffi an tolpoctn slala wrabip WcompVWWM$eetion l" of theFr- 4. Whentsed in areas ouhfde offhe'FN C nq%f Wstd borne debis pvtedon fhb p'odud's mqAe6lobe prolededwflhanhpadm9dmitcoveAlgfhotoompfts*M5edon IWJIof 9+ a rBG , 3. Far2c still hanbl9 caratnxEon,andlub®of theca uldtccha1' be Hls amemfflafshowst htrlbc bus= masaaY awshucllan. 6 site aorldabuthoRderioteesmtfmdeta aflhbQlavbpce9t>ZellrAhefen6'+Y+fsb alsa d women cra gbimed ad gocL 7. lttf3pnsduddoesrornreetfhewaferilAhhaitanlegvtemer wttro HVF¢.bew5lgurllbslta6be hstabed a(y hn*n4mb8dbEe areas orathablaftio pmtecW by w oleft%or oanopywdt tbatlhe allgk bels+een the adga of afIIgpy a avelhatQfo kle flson 4g de8 a asvlwt SHELT 6 g DOME VROMM lP6WIN6 tnurT 0) m Pl? 41 OEM 'A'/ SHW 6 5 g 34WMAX DOOR PAN&WIDTH z 2 23 g ,e N Vf I DOOR PANEL Sm0oM SEar L1 1_HORQOMM CROSS SECTION 2 DOOR PANEL r ` W lzw r d ut>rrr smE 7DP RA2 s doarN SMR) 9 ( SNOOTFI STAR) 9 MN6E 571TE BOT1t7M RAfL z VERIRGy CROSS SECTfOmom N.T.S. S toanR s>aR) oorH STAR) 2 o00R PANEL P wo n 1S atvimM R—lawo.4 c MW -Za112 Q° 38 38 4 1 i6 1$ i YS. i• 4f @ 13 31 a 060 17 17 e : ggIt 45 so 77 47 4i, f1 SEE NOTE 2 r, 46 30 O Ita E2'B Iff=OR EXTERIOR JN¢F8[48 FXrFRIOR a i.trs i G1 J L* NOTE 2 46 SEE NOTE 2 lA . •v ;' r" ,;5" 47 r'• J VEHfiCM. CROSS SEVnON c,t.,^ :• i? T *'\,V Shown w 1% cub —buck 28 19 OPWNAL SURF)%CE BOLTS ON ACME PANEL w 30 i9 is SEE OEM PRESSURE CHARD g J1 14 14 r:x st<r^, •,;y SEE HOTE 1 1 r• •°' , : 4 i x . t I. The slde8te Is davot set Qlto tha jamb with (12) a Rem P3 a ®8 x 2' pft wood screw. Thar° as (4) c. .•. .• t7 at each vefticol jamb, from the top down at 135: 4 1231'. 48S' dt 66. fiara are (2) at the heady at t"" N.TS4' (rum the outside comers of the frame. Uwe are 2 IIJ a P8 x 2-1/2' pft wood crew at the ana. ec JH i siQ 4' from the oublda comers. LFS 3 1 VER77CM. CROSS SEMON 2 VE]i7M CROSS SECTION 2. OPAOMAL SURFACE BOLTS OH AVMT PANEL F1-15000 455SEEDESIGNPRESSURECHARM) c O SEE NOTE 1 r 1. The sddlte Is direct set We the Jarrdi rrUrf;lllllt t``` > 43 bith 02) P.em fO a #8 x 2' p(h. Weed a e 3=m. Thera are (4) at eoch Vertiea) 4 ll u ^' jomb, from the top dorm at 135', 31 48_+l d: 86'. Thera aare(T) at the headerp1 ACTIVE o a is m cIat4' from the aattfds camera of the a di gs s •,. { : n hmee. them ere (2) 113 a /8 x 2-1/Y pfh eood suae of the elq 4 fmm the911, t a+;fit• vufsid0 flamers. s' WTMOR 36 cc 4t29 43 14 QETAIC A35 1718 OprIONAL SURFACE BOLTS ON ACTIVE PANEL tSEEOESIGNPRESSUREOW*l B HOR1ZONfAL CROSI 622 0. 1SMW. c-% K tB 43 SEE NOTE' 1 27 L 6 7 43 33 INACINE' I ACTNE 10 G1 i. B n.. t spa P. 1J jNTMOR 4 44 36 7 u 9 to 37 45 aae 02 4 12 g gnaw tma N.T.S. am let o fB aLFS d HORQOHTALCROSSSEOTIONf2HORIZONULCROSSSECTIONe tTr15000. 4 n 6 B 4. MASONRY I I 1 1 OPENING I I I IAD hVSONRr OPENING 6SD 4 BRA isrrrtua a ,> n aN FiASTRAGAL SHOWN FOR FORIIlll REFERENCE1 F SHOWN REFERENCESIII2xBUCK1 11 F it 11 B II 1 1 36 MULLION mLFJ" II FENCE 1 WcOE OOiJBLE DOOR W/SMFIffEs BUCK 1 Y'V'^nOUB[E BUCK DOOR ANCHORING m m MOORING 4• 4. I r1 1 I I is OPEN G II . HEAD II OPENI G T HEAD doII II MSS 2X Buac I I I I II wWOµII 2x SUCK 0QXCF3EANaf0RN0TK 1. cartcteta antdtortacaBonr at Ow cant m nWbe acQ~ to mdrttoln the mft edge dWame II SHOWN FOR 11 II REFERENCE II II I2feanchacab6oncnofedas°AtAXONC8J7Bt'mwtbeaoUctedro nx&dc t the trAL edgec0tanoe to matajohbr additnd cw=Wa andtw the AtAlC ON C_9P7tR' dnrlctdon are rotMULLIONditeaeeded SHOWN FOR I j r3CorMJefemkt I REFERENCE II II p m a ttas 24 12 i R; I I I I rar, N.TS 3 ffw r tw: er JK mVs SINGLE DOOR W/SInELITES SINGr F 150 oBUCKANCHORINGB L a of 1Ft t'Ri4 Vl'6 TAt}CON' UlTN1CON 1/4 1•t/ P 4` MhSOHF OPFMIN FRAN 2X SUC OETAIL 3, e' OE7AR ' Y 7 y//7[ G WS1 H aY w X BUCK E aselsrncJ K SEE DETAIL '7' 7YP• Sul 14 b` WNC RUEANC HOR NOA3 1. C:orraefe ondlwb altons at the carsrea maybe actpated fa nx&& r lfmnft adge arfunce to rnedory0 e. 2 ConauManchorloralfonrnatedes7MX ONCEMB!'nnntbeod(usladfo rna'rtfcds fie mh odge Of aloe to morftpkdt addBond cwo=fa anollm aWbemquted to ermue ft WX bN CI34Wcftmmbn ore not avameded. concretemwlwtcfe T= Nut TLCt!22 J}ter---Fr a- rZ. 1<31 fJ-.•' i7 f I MY t Ile u 11uIa M1. S/H' edge d6lance l e wood=emtoPmmtMerpf Vo}wood T 7HES& (2) ANCHORS REWD ONLY WHEN OP > 47 PSF WZONRY FS. w auor OPENING I w tK Bt1Cli FRAME—,,,.• HEAD JAMSS o BUCK 2X BUCK TIP. n 14• SILL L•. a eCau Vim. gh Na o e'l a S X b g 4 6 SEE DETAIL. 51 S 17 ;; DOOR : /. r 4 DE 111 13 ' m 0 30 W/2x BUCK' '0 mASTRAGAL e BOLTDETAILloi= c 73 0 D ETA EW BOLT •, 1PLATE S r 1 F1-150W.4 a eCau Vim. gh Na o e'l a S X b g 4 6 SEE DETAIL. 51 S 17 ;; DOOR : /. r 4 DE 111 13 ' m 0 30 W/2x BUCK' '0 mASTRAGAL e BOLTDETAILloi= c 73 0 D ETA EW BOLT •, 1PLATE S r 1 F1-150W.4 17 ;; DOOR : /. r 4 DE 111 13 ' m 0 30 W/2x BUCK' '0 mASTRAGAL e BOLTDETAILloi= c 73 0 D ETA EW BOLT •, 1PLATE S r 1 F1-150W.4 MAL •J' I' iU WEW M/ SONRYJ I' OPENING 19 MWSHEW a JA FRAME 2X BUCK SEE OLZVL •''\ n' SEE IUA1L ' 2' o f1rv. slll. Um 1 1 A' DWBLF f mg CONCWWANC HORNO1ffi T. Cohoeh3 endwrbmfiam at Ore caroms maybe ccpAiedto mchMm fie a& edge d1kknce to malor)o mtL 2. Cor=to a ndwrlooalbmnoW as TWC ON GB:TF.R"must ba adJLoted to md"* i the a*L edge dWrtotloe to mortarroha admBoncicamcate anehoa moybL mgLOe4fo erwge the A4AX ONCRZB'dhrermon cm Wt w=wdecL 3. Concmfeanchortchke fi R' A' TAPCOxeOr1-T/r Irlyxe 311P 1-1/4' T 1-1f? RLSlALLlT1ON NOrM 7' enddat me,d,T'o.atpodrlq^a WSCRWur'co S/ wadee 7. a DdrlDraaa wood screws to of wood. MASONRYJ 11•' OPENING _ IA1®SFWE 2X BUCK O OE7 AiL14 TV. SILL — T r I 1 1 49 1 nl 30 W/ 2x BUCK 73 O 31 INSTALLATION91 W/ 7X BUCK 46 INSTALLATION - OETAIL ' 2' g ASTRAGAL & SURFACE 130LT STRIKE PLATES ® HEAD 12 31JrI O ^ Gan 24 12 i JO o JO Qmw N.T.S. DETAIL ' 1' am art JK E SURFACE BOLT STFUE PLATE awlo ° THRESHOLDa e gbi e Pi 9124 fif g 27 27 TYP' 7YP. V^ 32r o7r ass Oars {-- SEE ME 1 4 d II10 O]28" i 24=an o0c QT/74 T2 N.T.S, a Mo. an & a 1. THE AFMGAL BOLT HAS A 3` PMW C THE TOP oar. n LFS ; AND THE Byrom. MUM - rttsooa< M 0l 700N 1ltieial ` * 4i Fm OLISiS PANEL N (ur WE TIK TE9ECASS or ''`•` 1 i,' 111EflSAF TRU LfAb sy01 Tj(mh}g00DFSONM rAML 0 FC 1w PAL ul( s 0fAmlsnc NO amvwamr fA' i S efIss>•aa — 170 f - S aREWIOY amw DowQ i,j'' T 1 ",5ri n e MIGE.0yr10o : u vEir fmoo I f aSO o asl aaL amp araar c ro al ® ® O $ g o o JOr o1 0I0of oorc m timf rsw crofwPtiE t m a i f0 [ IG f1N MOOD SGfE: S1g,I, 4' J : E f G sm 46 SURFACE BOLT Off& 5" SM ) L4 f 2-1 dIDSUE= lOOf .WO EnW ER vom A If 2y m $6 ). OM BOOp l! 1 l J 1 17 i r 61100 l -sue 10n - SWARM S m MT T— I SBE SURF BOLT SYRRE PLATE ! 124' SrM IPD& Spa SURFACE Jltre m0.A Imm fmi AM SD,& Joao 27 lfNCZr -SIC/( 1Ltt u Asrwia I nlmf eI¢r flmael ALMM EIIxeuacsc E 27 0 r f-1 IS WK I 000E y 70 SMACE SR$ 4 51E8 F 0 r t-1 PIWIIPS SIM b I IHL" m416 UPE: -1 2 14DOe FRAtIF 43 PYC FINGER JOIWED PONDEROSA P ME S -0.4S 8 + x ro IfIE — 1fIALK.aAe? O 1Wm @ WSWM DOOR SOTrOU SWEEPSDBAEEmE t f r 2 4 BLo mf ea 1E 3 .035' ASN. WALL,' T s { ffi PM LXYt W SEM a M Amw 10 r f L PIAM& Ste. Y so.n 1129 S r r Lc PW Vm SMW J 31ir OIIIM R110 fWCER 1 L s d!0 BDID NIL S aa46NFSSWACENUAN .75 SMM SIR8 y. ya,, .: L'^ -, . • . t tz 2 T !! 1 Sn SEX ffl[i N 1 7 r J-1 otrSUFJE SfRBf S)E8 Im FellC>BtLAF]E SC7Ap' I cmO 24 12 E SS lmwffm 18 SELF M ICR1V!_ N11 F TULRESNO O m 2 SS S1AE S>?mP7 O i5 WSWM Sit) om fsAEUMMLIMtilrl .efa• WA 1 IIIAt 57 5J h0m C0.YPE .M). TMLL.BOTTOM BOOT as a: vs 0.09' EXTRUDED YnM WALL FL-10 OAr FlO00. 4 n amr JZ ar-MG R W •R W Building Consultants, Inc. B Consulting and gngineeringSezvIces for the BWIding 6ldaetry C P.O. Box 230Vabloo,FL3359S Phono813AS93197 Plarhla Board of Prufttdoe°i Boraaeerr Cunnente ofAuthadradon No.98 U Product Category Sub Category Manufacturer Product Name Swfngleg Therma-Tru Corporation Fiber Classic" / "Smooth Star' Exterior Mdertor Door 1181ndustrlal Drive 810Inewrng w/ and w/out 81delltes Doors Assemblies Edgerton, ON 43517 Fiberglass Door Phone (419)298-1740 Non-Im sot° Bocpe: This Is a Product Evaluation report Issued by R W Building Consultants, Inc, and Lyndon F. Sphmldk P.I- (System ID # 1998) for Themut Tru Corporation based on Huts Chapter No. 61G20-A Method 1 D of -the State of Florida Product Approval, Departmerd of Business & Professional Regulation. RW Building Conauttants and Lyndon F. Schmlc% Q.E. do not have nor will acquire financial interest In the company manufacturing or dlstrlbuting the product or in any other entity Involved In the approval process of the product named herein. Lwfadans: 1. This product has been evaluated and to in oompllanco with the 6th Edition (2014) Florida Building Code (FBC) structural requirements Including the't11gh Velocity Hurricane Zone' (HVHZ). 2. Product anchors shall be as listed and spaced as shown on detalla. Anchor embedment to base material shall be beyond waft dressing orstucco. 3. When used In the'HVHZ" this product is required to be protected with an Impact resistant ooverngthat compiles with Seollon 1 We of the FBC. 4. When used In areas outside of the °HVFO requiring wind borne debris protection this product Is required to be protacted with an impact resistant covering that caompnes Wth section 1609.12 of the FBC. U. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions #hat deviate from the details of drawing FL-15000.4 require further engineering analysis by a licensed engineer or registered architect. 7. Inswing configurations do not meet the water infiltration requirements for the 'HVHZ', inswing units shall be Tnetalled only In non - habitable areas or at habitable fooations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to Bill Is teas than 46 degrees. 8. See drawing FL-16000.4 for size and design pressure limitations. Su offing t)ocu nents. 1. as e art Test Standard TEL 01480387-A,B,C ASTM OM-M,ASTM 1)1929-W ASTM b2843.99 TEL 01480338-A,8,C ASTM D83y-W, ASTM 01929.96 ASTM 02848-90 STT600001 ABTM WQ-95 16427-107362 ASTM E84-00a ATI 87608.01.108-18 ASTM 01990.06 ETC 01-741-10701.0 TAS 202.94 ETC 01 741.10703.0 TAB 202.94 ETC 01-741-10693.0 TAS 202-94 TEL 06-1031-3 TAS 202.94 TEL 06-1031-4 TAS P-02-94 Testing Lebli atmv Stoned by Testing Evatuation Lab.,lnc. Lyndon F. Schmidt, 10,11, Testing Evaluation Lab.,lnc. Lyndon F. Schmidt, P.E. Sub Tropical Testing Omega Point Labomiodes Architectural Testing, Ina. ETC Laboratories ETO Laboratories ETC Laboratories Testing Evaluation Leb.,lno. Testing Evaluation Lab.,lnc. Drawing No, Prepared by r5, ciLK$11s/++ 8 No. FL 150004 RW Building Consultants, Inc. (CA 69813) at Calculations Prenaredbv v.°'r.?Ks.1 '6r4' Anchoring RW BuRding Consultants, Inc. (CA#0813) V , e ASTM Et300 Glass road Lyndon F. Schmidt, P.E. QualitvAssurance Certificate of Participation issued by National Accreditation and Manageme Institute , oertifl4ng that ThelmaTru Corporation Is manufacturing products,. or : r ;, • . A,. within a quality assurance program that compiles with ISOAEC 17020 and Guide 6& oSheetoft l-°S`?` F;•?` Lon Hicks, VP Operations William E FRO, P.E. Joseph A. Reed, P.E. Wendell W, Haney, P.E. Wendell W, Haney, P.E. Mark D, Pasero, P.E. Wendell W, Haney, RE Wendell W. Haney, P.E. Signed Sealed Lyndon F. Sohmldt, P.E. Or F. Schmidt. P.E. Lyndon V. Schmidt, P.E, FL PE No. 43400 2*=16 n Florida Building Code Online Pagel of 3 i;= r.t: "rr :v1 B a.l'. ^, ' i,`a: - . s', _ - 1 !' i'z - c t ya;!'-z i' Professional Regulation r i.,'C•C - - - .n}ti- ({-_ ;- ooranmc nnancnpn•_arrtmyrnioks ccwucr,oern 9Profes2 Product ApprovalOUSM Regulation li<: n:r imurn•,ly rr9-,q.ehhl. AvolIntion_ Application Type Affirmation Application Status Approved Comments Archived Product Manufacturer Address/PhonAlEmall Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative AddresyPhone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bslttinger@mlwd.com Brent Sitlinger bsltiingerQmlwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardeopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE Validation Checklist - Hardoopy Received Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 6111 affirm that there are no changes In the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. Documentation from approved Evaluation or Validation Entity OYes ONo ON/A https://www.floridabuilding.org/pr/car app dtl.aspx?param=wGEVXQwtDgtH8572gvdWI... 8/31/2015 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products s FLIS332 RZ COC FLIS332-COMP.odf Method 1 Option D 04/30/201S 04/30/201S OS/06/2015 Page 2 of 3 FL ak Model, Number or Name Description 1S332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGO OXO 14S-3/4"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use In HVHZs No FLIS332 R2 11 08-0Q500C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lamas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressurai N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN RA5332 R2 AE 5108078.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLLS332 R2 11 08-00498C.odf Approved for use outside HVHZ.• Yes Verified By: Luis Roberto Lomas 62SL4 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN R-IS332 R2 AS S1080SB.odf PRESSURE RATINGS Created by Independent Third Party: Yes 1S332.3 SERIES 420 ALUMINUM SGD, SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 14S-3j Vx96' Limits of Use Installation Instructions Approved for use In HVHZ: No ELIS332 R2 11 Oa-02248A.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto lamas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 512968A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96x96' Limits of Use Installation Instructions Approved for use In HVHZ: No FLLS332 R2 II 0B-02249A.odf Approved for use outside HVHZ:: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FUS332 R2 AE S12969A.odf PRESSURE RATINGS I Created by Independent Third Party: Yes 15332.S SERIES 420 ALUMINUM SGO REINFORCED SERIES 420 ALUMINUM SGO REINFORCED XXX 143 A96' Limits of Use Installation instructions Approved for use In HVHZr No FL15332 R2 II 08-02250A.odf Approved for use outside HVI1Ze Yes Verified By: Luis Roberto Lomas 62S14 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE S12970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 I SERIES 420ALUMINUM SREINFORCEDGO 196SERIES 420 REINFORCED ALUMINUM SGO OX, XO, XX I Limits of Use installation Instructions Approved for use in HVHZ: No FLIS332 R2 U OB-00499C.odf Approved for use outside HVHZs Yes Verified By: Luis Roberto Lomas 62514 Impact Resistants No Created by Independent Third Party: Yes Design Pressures N/A Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 RZ AEJIQ806B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 I ASERIES 4201LUMINUM REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146'x96' I https://www.floridabuilding.org/pdpr app_dtl.aspx?param=wGEVXQwtDgE8572gvdWI... 8/31/2015 Florida Building Code Online Limits of Use Installation Instructions Approved for use in HVHZ: NO Ft15332 R2 [I 01-0Q 01C.2ig Approved for use outside HVHZI Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant, No Created by independent Third Party: Yes Design Pressures N/A Evaluation Roports other. REFER TO APPROVAL DOCUMENT FOR DESIGN ELt5334 R2 AE 5108080.odf PRESSURE RATINGS Created by Independent Third Party: Yes Page 3 of 3 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD )= 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL LS332 R2 II 08-00502C.04 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1533Z R2 AE 5108096.odf PRESSURE RATINGS 1 Created by Independent Third Party: Yes 15332.9 SERIES 4301440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGO 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLiS332 R2 li OB-00503G.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: WA Evaluation Reports Others REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2 AE 510810B.odf PRESSURE RATINGS Created by Independent Third Party: Yes aoek —t Contact Us :t 190 north Mo ew."L Tallahassee FL 32t99 Fflort . e e7-1s24 The State of Florda Is an AA MEO ampforar. [oovttoht 2007-2013 state of FtodA.i. 1: PitOex50dtmd t1 Apmi :: f)ehnd Statement Under liarida law, arrrall addrasses are public records. If you do not want your e•mall address released In response to a pubd&mcorda rdpuem do not send eloetronle mac to this entity. Instead, contact the office by phone or by traditional re@8. It you lave ant 4trestfons, plaaso contact 11150.457. 09S. Tumrant to Sta>;IaI 455.275 jM)t Flalds Statutes, effective October 1, 2012, Ikeml ees licensed under Chapter 455, P.S. must provide the Oopartrrm *Man ernat addressif UMtaware. The smalls provided may be used for official communication with the tcerd-W However small addresses are publk rawn% If you do not wish to supply a personal address, please provide the DeparUnent with an errei address which an be mado available to the publle To determine If you are a Ikwsee under Chapter 455, F.S., please did LSE. Product Approval Accepter CrZ- ditSAFiE hops:// www.floridabuilding.org/pr/pr_app dtl.aspx?param--wGEVXQwtDgtH8572gvdWI... 8/31/2015 ROTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE Z. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1% 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 1.14 THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS :JSEO FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERK- 3RRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTI1r SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REWONS. S. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR :VTTH 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 i.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE f 10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6• MINIMUM EMBEDMENT INTO SUBSTRATE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONR /CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT Lu*TH TO,ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALATION DETAILS. 12. FOR ANCHORING INTO MZAL STRUCTURE USE #10 SMS OR SELF ORILUNG SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEY040 STRUCTURE INTERIOR WALL LOCATE ANCHORS AS S40WN 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 S. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063—TS 1/6' 7MCK MINIMUM 15. APPROVED CONFIGURATIONS: OX. X0, XX, XP. PX, XIP. PDA L TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 I NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS Imoso6 1 AW 1 o noN 1 CAI[ I APe1tam I A I ADDED FLANGE AND FIN DISTAILATION 1 12/10/13 I R•- SIGNED: 12/1612013 MI WINDOWS AND DOORS LLC \`xojll1llf 1001 W. CROSBY RD\,\5 - CARROLLTON, TX 75006 r• .\GENa SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" e NOTES•_STATE t V.L. NTS OB-02249 6 MAX 95- MAX FRAME MOTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORSSPER LOCATION SEE CKkRT FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 6' AX AME IC14T L 8' MAX SERIES 420 SOD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW OESIGNPRESSURERATIP0 04PACTRATINO t35.0PSF A WRHP-far SILL SEE CHARTS 01 ANO /2 FOROTHER WITS RATINGS on;M PRWWRERATING NPACTRITIMS 25.0%2B.6PSF NONE KTM 1-1R'SILL SEECNARTS #s AND s1 FoR ores l/NTTS RATINGS 6' MAX C(ARrsl WRH24MI SILL WHERE WATER INFLTRA770N RESISTANCE IS REQU07ED. cer u.xc a ewe Dedan Pncmo Ch•rt 090 F•M1.ro Tbtll Farm VVWh MO F qM 20.0 364 1 40 11410 7L00 I •400 IlROO Poe 0 I Pa4 I sea I V.- I Nep I r" I Ney t40 40.o 68A 4oA eoA 40d 40 4 4tA1 4oA I 410 1 344 07A 4 40A 97.1 37.1 am 4&J 36.4 9S0 0 CNARTA2 W7TN2611jYSILL WHERE WA TER WFLTRATIONRESfSTANCEIS NOTRECURED. SEE NOTE a SHEET 1 Design Pr•lm ~ cmo Fn 9k de em m) 3110 e3,00 310 7i00 4L0 too Ito i lt00 Po! Vey os Nev Po! Hey Pro K f40 a.4 420 420 aA ei2 552 1 aA a•A0 43A 39A s9A nA 52A OZA i .1 0 4" 4 REA$" oEs=mv I wx I A/P1 m ADDED FIANCE AND FIN INSTAUATION 1 12/10/13 JR.L. CNARr43 vmm 1-frrs u WHERE WATER INFL7114TXOf RESISTANCE IS REQUIRED. DeSlye premm Chad *4 P•4aw 1 wan r.. rteFcWm t 360 seav 360 l oo 4zo 8440 aA o0 Ass Ne0 Poc Hey w N4y Pm I Meg 0 20.0 1 47A z&A Na zsA flA 2tA 34A 1SD 322 taa 25A 1 4%0 2&0 3rr250 3 A 40a 7 25A i .4 7 CHARTi4 WITH 1.12.su WHERE WATER WPLTRATAW RESISTANCE 15 NOT RECUREa SEE NOTEa SHEET I IT. 7 OOdon pr"wm c"r1 Nsf1 64p11 n&ul ab T4441 teen• Rare Nova 3t0 7SA0 ILO K00bLoo a.0 pop I Noy I PO! Nep PO! 049 1Po! N49 0 47A T 1 41.7 4 37A 37A 34,4 3AA ato 1 2 2 ffi2 020 3A 43A i 2 2 33 2 x0 3 3 1 7 tmtbM dendlWloptleN 2 Reu1 e00 Tool AW. % 4so aA 40 0 no S b Hie iamb N!SR-51. 4 e 6 e 6 e 6 e 4 e 6 0 6 e 1 5 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON. TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' z 96' ELEVATION OrJM'It oll0 110. F V.L 08-02249 NTS I o4IE ID/30/13 'mR'2 OF 10 X111 I I fill//// 6 HO B6' MAX FRAME WIDTH ANCHORS TO BE EQUALLY SPACED 2) ANCHORS PER LOCATION SEE CHART #6 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX 6- MAX I 6' MAX MAX FRAME 6' GHT 6' MAX SERIES 42O SGD REINFORCED WJTHOUT ADAPTER EKIERIOR VIEW DEWNPAS WRERA7TNG WACTRATINO 135.01PSF NONE WITH 2.far sfu SEE CHARIS Of AND42 SHEET2 FOR OTHER UNITS A47TNGS DESIGNPRESWRERATING IMPACTA47ING 25.W-28.6PSF NONE WTH I. t&* SLL SEE D:AR7S00ANDs4SHEET2"OTHER WJ NRA77NGS RV ociawmN oNE 'rvRo+o A ADo D FIANCE AND nN *wm. ATION 12/10/13 R. CWT 86 Nvwbw elaneew Iee7Hens wif-d a PAnd 466 TOCI LM MtN IW v Me 1L0 QO YA DN fee TLO o 9" H64 w" Hie haro Hoe JanO Hle bmb Ile 4 6 S 6 6 6 6 6 tl.0 4 6 S 6 6 6 6 6 IAA 6 6 e I 6 6 e ILO 4 1 0 6 6 0 6 6 6 5 3/8' -1 2' 2 932' SlU ALLMfbVUM 606'GFT5.053THICK 5 3/8' { 1 1/2' SILL ALUMDJUN 6C63-Tb.D56THICK MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96, x 96' FIN ELEVATION V.L. I 08-02249 I A I UTE 10/30/13 Ium3 OF 10 1/2" MIN. EDGE DISTANCE 1 3/8" MIN. W000 FRAMING EMS ENT OR 2X BUCK 1 BY OTHERS MAX. SHIM SPACE 110 WOOD SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR LLU LLJJ INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK AISTALLiTRW NOTES 1.INT IaRAND Ek7EWRFlAllShES SYOTNLRS NOT SHOWN FOR CLAM Y. 2. PFRmETER AND JOINTSEALANT BYOTMWS TO8E DESIGYZD aACCOROl4NCE N?ITiASTU E2112 SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL EE SHEET 3 OR SILL OPTIONS MIN. IENT oTsowlloM a1E rvlmvm ADDED FLANGE AND FIN INSTALLATION 12/10/13 RA. 1 3/8" MIN. EMBEDMENT 1/ 4" MAX. r SHIM SPACE INTERIOR 1/ 2" MIN. EDGE DISTANCE 10 WOOD EXTEI SCREW WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK w000 :RAAONGOR2X9UCXWSTAILITRW BY OTHERS MI WINDOWS AND DOORS LLC A\ tImICDli,, 1001 W. CROSBY RD 75006 J\S GEN• y' 8t.8tcBdCARROLLTON, TX r. \ SERIES 420 SGO REINFORCED WITHOUT ADAPTER 98" z 96" V*AieOF FRAMEINSTALLATIONDETAILS10 , auV. L IRW n0 08- 02249 RA O/ sii Rl aG etas Dwe — NTS10 30/13 4 OF 10 II/INA 1\\\ METAL STRUCTURE BY OTHERS 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS O(MRIOR 1 /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN 3ED OF VUVEM 116 NSTRUCTION ADHESIVE EQUAL SEE SHEET 3 FOR SILL OPTIONS VERTICAL CROSS SECTION METALS OTUREMrAUAT)ON NOTM C 017E771OR AND EX7EWR FW04M BYOTNERA NOTSWINNFORCLARl71: 2. PERIUETT R AND JVAIT SEALAN7BYOTN&LS'rO BE DESIO14EO94ACCOR014MCE WTTNASTME2112 T- 7/8' Ml EDGE 0IST1 L 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS v msaronou aai ureovm A I ADDED FIANCE AND FIN INSTALLATION 12/10/13 RL JAMB INSTALLATION DETAIL METAL STRUCTURETNSTALLATION Mf wlNooww. caose00oS LLC CARROLLTON, TX 75008 It.'Q v •CENS 4SERIES420SGDREINFORCEDWRHOUTADAPTER 96" x 96' FRAME INSTALLATION DETAILS 70 , AT t 301110' ORAM N0. nEv V.L 08-02249 A sIpNA 1 scut: NTS R"E 10/30/13 5 OF 10 2 1 /Z' MIN. EDGE DISTANCE r a• y 1 1/4' MIN. EMBEDMENT CONCRETE/ MASONRY 1 1/4' MAX. BY OTHERS r SHIM SPACE OPTIONAL rIXBUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR WJ U__U INTERIOR SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL 3/16' TAPCON SEE SHEET 3 FOR SILL OPTIONS MASONRY/ CONCRETE BY OTHERS t . a 1 1/4' MIN. EMBEDMENT as 2 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECT70N CONCRET E4ATA40NRY INSTALLATION RcashIs ocwumow I DATE I omww AWW FLANGE AND FIX WSTALLATMI I 1Y,10/13 I R.L 1 1/4' MIN. EMBEDMENT T—T. 1 /A.' LIAX. a .. 2 1/2• a r SHIM SPACE MIN. EDGE DISTANCE 3/16' TAPCON CONCRE E/MASONRY BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCAEMM4SONRYIN'TALL4T1014 N07E5: I. INTERIOR AND EXTERM RNISHES, 0Y07HFRS NOT BNOVIM FOR CLARITY. 2 PERINFTFiiANDjobvrSEALANTBYOTMERS TO BE DESIGNED W ACCORDANCE NTTH AST)/ al IP MI WINDOWS AND DOORS LLC tool W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96, FRAME INSTALLATION DETAILS am%ft oae I% A V.L OB-02249 M" NTS o`er 10/30 13 JOWS OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS 1 /2' MIN. E DISTANCE r 1 3/8' MIN. 1 EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR LLU UA INTERIOR 0 BE SET IN OF VULKEM 116 RUCTION ADHESIVE IUAL 10 WOOD SCREW SEE SHEET 3 FOR SILL OPTIONS WOOD FRAMING OR 2X 8U0 BY OTHER: MIN. ENT VER7TCAL CROSS SECTION W1700 FRAMINO OR?X SUCK #J5TALLA"ON NOTES., 1. PJTERIORAND EXTMRIOA FMME6, BYOTHERS, NOT SHOWN FOR CLARITY. YPEAlAe-r 'iANDJOQWTSEALANTBYOTHEA8TOBE DESIGNED INACCOROANCE WTTHASIV E2112 1 3/8- MIN. EDGE DISTANCE 10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS 1 /4' MAX. SHIM SPACE r ooz lwrl a,E rvlewm ADDED F-ANGE AND FIN INFEMAAMON 12/10/13 FLL fAl=Mlno JAMB INSTALLATION DETAIL WOOD FR,VWX6OR 2X 8UCKWSTAU AXON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION! DETAILS oA.vte oeo No. V.L. 08-02249 Q SCAM NTS 'MIC 10/30/13 "W7 OF 10 IN 11/,' i METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS EXTERIOR 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR SET IN VULKEM 110 ION ADHESIVE SEE SHEET 3 FOR SILL OPTIONS VERUCAL CROSS SECTION METAL STRUCTURE 1NSTALLATION NOTES: 1. INTmoRAND EXTERIOR FRJwfm BY 07NERS, NOTsHowFDRCLARITY. 2 vER1METERANDJCW sEALANT BYOflMERS TO BE DESIGNED INACCORVANCEIMTNASTMEt112 NMI" vcwurmo WTG omvm ADDED FUWCC AND Fa NSGLLATION I 12/10/13 R.L. 1/4' MO. SHIM SPACE T- 7/8• MIN. IMFRIOR EDGE DISTANCE I-- n 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTIEITS A C: EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE WSTALLATCN IdI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON, TX 75006 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 95" x 96" FLANGE INSTALLATION DETAILS AWM orc wa L OB-02249 NTS JWM 10/30/13 *Eff8 OF 10 1 v TAT 5EOF •s_ Z4ORVOV" CONCRETE/ MASONRY BY OTHERS OPTIONAL I BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/18" TAPCON MASONRY/ — CONCRETE BY OTHERS 2 1/2" MIN. EDGE DISTANCE a g 1 1/4" MIN. a. EMBEDMENT 1/4" MAX SHIM SPACE 1 EXTERIOR 3/18" TAPCON INTERIOR VERTICAL CROSS SECTION CONCR E TEA&SONRY MSTALLA"ON SILL TO BE SET IN A BED OF VULKEM 118 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 3 FOR SILL OPTIONS A 1 1/4" MIN. EMBEDMENT f 2 1/2" MIN. EDGE DISTANCE 1 Ile MIN. EMBEDMENT r 1 MAX. j SHIM SPACE 21/2" I INTERIOR MIN. EOCE ..... •. DISTANCE .. 3/16" TAPCON m CONCRETE/MASONRY BY OTHERS . EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CObY RETEMASO6NRYWSTALLATVN TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES:' 1. WIER10R AND EXTERIOR MESHES, BYOT HERS, NOTSHOWN FOR CLARrtY. 2. PERIMETER AND J00k?SEALANf8YOTHERS TO BE DESIGNED INACCORDANCEWITH ASTNE2112 WOOD FRAMING r 1/4- MAX BY OTHERS 1 SHIM SPACE I INTERIOR MIN. EMBEDMENT 1 is -woo SCREW EXTERIOR 7/16- MIN EDGE DISTANCE 8 WOOD SCREW 7/16- MIN EDGE DISTANCE EXTERIOR MOOG xscAvina — sPVAOVEn ADDED FlANOE AN0 FlN INSTAUATION 1 12/10/13 1 R.L. 1 5/8- MIN. EDGE O)ST. TRIM d • d 1 1 /4- MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE er OTHERS IX BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 3/16- TAPCON JAMB INSTALLATION DETAIL EXTERIOR PANEL INTERLOCK wOoDFRAABNGOR2XBUCK eaSTALLA=N HOOK STRIP INSTALLATION AUSANRY. CONCRM 1 1/4" MIN. METAL STRUCTURE EMBEDMENT W000 BY OTHERS FRAMING TRIM BYOTHERSINTERIORTRIM1 3/8' MIN. SHIM" SPACE CEEMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR2YBUCKPJ TALLAnON FOR SILL TNSTALLATlON SEESHEETS Ii. HOOK STRIP HOOK STRIP SC1REW° OD SCRJID SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X81K7( ANOODFRAMWG METAL STRUC7URE 1TIToMI WINDOWSCRLLC5C11 .OSBY RD zz 9''' CARROLLTON, TX75006SERIES420 SOD REINFORCED WITHOUT ADAPTER =1k•4TA 0 *_ 1.INTERvRANOEkTERTOAnAMHES, BYOTHE71S, OKNOTEST x TAL ( Bad` NAILFlN &HOOK INSTALLATION DETAILS %qTE NOTSHOWHFORC1ARm , OF ; [ b 2.pf AWMAND JoAT1iASTMEPi T EI' EWTERSTOBE eMYpy owe NwAsauLoAa08-048 22A i /7RIONA1IE\ NTS 10/30/13 10 OF10 1/2' MIN. IIEV 0cxFwnm we APPROM EDGE DISTANCE A ADDED GNARLS 03/05/12 R.L B REVISED PER MOO TESTING 10/15/13 0.L 1 3/6' MIN. C ADDED FLANGE INVAL AT10N5 12/06/13 R.L. W000 FRAMWG EMBE ENT OR 2X BUCK BY OTHERS 1 3/6" MIN. 1/4' MAX. 1/4, EMBEDMENT r SHIM SPACE MAX , I oSHIMINTERIOR 10 W000 SPACE 1/2" MIN. SCREW EDGE OISTANCE a aEXTERI0l4INTERIOR 10 WOOD SCREW a SILL TO BE SET IN 10 WOOD A BED OF DM SCREW CONSTRUCTIONAOHESIVSNE OR EQUAL Illu ll SEE SHEET 2 EXTERIORFORSILLOPTIONS WO00 FRAMING OR 2X BUCK W000 FRAMING JAMBINSTALLATION DETAIL BY OTHERS OR 2X BUCK WOW AiAfONGCV?TXBUWCM4STALLATIONBY OTHERS 1 3/ 6" MIN. EMBEDMENT VERTICAL CROSS SECTION WOOD FR4N0Pfi0R2x8u0XIN3rAUo4TIWV MI WINDOWS WCRODOORSYRLLc W. 1SB CARROLLTON. TX 75006 ` J GEN6, 40 SERIES 430/"0 XIX SGID *• NOTES 143" x 96" REINFORCED a t.INTER(ORAND E7cTEJaORFW1SNES eYOTHER$ FRAMEINSTAUATIONDETAILS ` J • TAT OF NOTS:OIMWFOR CLARfrY 0 • , 2P6NNETERM'OJOMTSEAIAKrBYOTHBq$TOBE ftv 1psO0Rl Q`` N F.A.op DESIGNED ,ACCOROANCE WMASTN E211P 08-00503 C aayn`. KTS 02 23/09 16m3 OF 9 METAL STRUCTURE BY OTHERS 10 SMS OR SELF ORIWNG SCREW I METAL STRUCTURE BY OTHERS EXTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. Va ERIORANO S(TEA)0R RNISHEA BY OTHERS NOT SHOWN FOR C LARfTY. 2 FERrMETERAHDJOAVTSEALANTBYOTxERS TO BE DESIGNED INACCORDANCEWITHASTM E21 f2 1/4- MAX uSHIM SPACE r 7/8" MIN. 10 SMS OR EDGE DISTANCE SELF DRIWNG "- SCREW INTERIOR #10 sMs OR SELF ORIWNG SCREWS 0 BE SET IN OF WLKEM 116 RUCTION ADHESIVE IUAL METAL STRUCTURE SEE SHEET 2 BY OTHERS FOR SILL OPTIONS 1µ' MAX r SHIM SPACE INTERIOR EXTERIOR 11FAFQrS Ntiv OESC'wNON 1H1E I APPe W A ADDED CHARTS 03/05/12 1 R.L. L REVISED PER NEW TESTING 10/13/13 1 R.L C ADDED FLANGE INSTALLATIONS I IVOGI13 I RL J If JAMB INSTALLATION DETAIL A/6TAL STRUCTUREWSTAT1ATXW Ml WINDOWS AND DOORS LLC toot W. CROSOY RO CARROLLTON, TX 75006 GENg 11111!'II/i, JJ S It. L o 0S 0 6SERIES430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS E OFREVi•..0 h '• Fss 9RLSay.' 1Cf jjAI110 08-00503 C SME ONRC -- NTS 02 23/09 4 OF 9 2 1/2E MIN. EDGE DISTANCE 1/4" MIN. t EUSEOMENT 1 1 /4E MIN. EMBBE•DME—NT MASONRY f BY OTHERS 2 1/2E MIN. OPTIONAL EDGE DISTANCE 1X BUCK TO BE 1/4E MAX. PROPERLY SECURED SHIM SPACE 3/10 TAPCON SEE NOTE 3 1 SHEET 1 3/16E TAPCON CONCRETE/MODE EXTERIOR INTERIOR SILL TO BE SET IN A BED OF VULIEM 116 3/16- TAPCON CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS i CONCRETE BY OTHERS i s ° • T 1 1 /4' MIN. EMBEOMENT S 7. d VER7ICAL CROSS SEc7foN AYINSTALLA7iON 2 1/2' WN. EDGE DISTANCE KAMM RFV uaaivna aIE AIT100R0 A ADDED CHAR15 03/05/12 R.L 8 RV49EO POR NEW TFSIINC 10/15/13 RJ.. C ADDED FIANCE O:STAlLA110NS 1VO6113 R.L 1/4E MAY - SHIM SPACE 1 0 INTERIOR a0 0 0 EXTERIOR J:acl JAMB INSTALLATION DETAIL OPTIONAL 1X SUCK WNCAEFEWSONRYIMSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES 1, R4MORA D EXTERIOR AAISHES. 6Y OTHERS NOTSHOM FOR GLARrrY. E PERnwer R AND JOWSEALANroYorNeRs TO BE OESKV4ED vAGOORDANCE WM ASTM 22f 12 LLCMIWINDOWS1001CROSBYRD CARROLLTON. TX 79006 CENT ds% SERIES 430/440 XIX SGD 143E 96+ REINFORCED FRAME 1NSTALLATION DETAILS p*f; TA O4FE = Oi0R1OG` `` anwx oxo na rev Ob-00503 Y IONIA1111\\ NTS a.02/23 09 ITS OF 9 1OOD FRAMING IOR 2X BUCK BY OTHERS 410 WOOD SCREW EXTERIOR 10 WOOD SCREW X WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. aev otsawllaN aat vreoveo EDGE DISTANCE A ADDED CHARTS 03/06/12 RL B REVSED PER NEW TESMG 10/15/13 RL MIN. C ADDED FLANGE INSTAW'RONS 12/06/13 RL Fa+eEQMENr L 7ml/'e' X,- 13/8- MIN. 1/4' MAX. EMBEDMENT FSHIM SPACE SHIM INTERIOR Il_ SPACE 1/2" MIN. EDGE DISTANCE 5 INTERIOR VERTIG4L CROSS SECTION WOW FIL14VG OR 2X 6UCKlNSTATIATTON NOTES. 1.1NTSWORAND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIAE M AN0J09VT SE 1MTBY OTHERS TO BE OESIONEOOVACCORDANCE W/THASTME2112 10 WOOD SCREW SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE OR EQUAL SEE SHEET 2 FOR SILL OPTIONS WOOD FRAMING 1 OR 2X BUCK 8Y OTHERS 1 3/8' MIN. EMBEDMENT EXTEROR JAMB INSTALLATION DETAIL WOO FRAMNG OR 2X BUCK INSTAILITTON MI WINDOWS AND DOORS LLC 1001 W. CROSBY RO CARROLLTON. TX 75006 SERIES 4301"0 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS ptRwTu OWO N0. F.A. 06-00503 luu5 NTS — 02/23/09 —6 OF 9 BEN p,.. d. 1m)m REV otsmo m UTE uv weo A ADOED CHARTS 03/06/12 fLL METAL 0 REV= PER NEW TES M 10/15/13 fLL STRUCTURE 1/4^ MAX, C A00D) FL44M INSTALLATIONS 12/00/0 R, BY OTHERS SHIM SPACE T 1/4• MAX. r SHIM SPACE 10 SMS OR 7/g^ MIN. 1_ J SESCREW EDGE DISTANCE INTERIOR EXTERIOR INTERIOR #10 SMS OR [milli II SELF DRILLING SCREWS SILL TO BE SET N A BED OF WLXEM 116 CONSTRUCTION ADHESIVE R10 SMS OR OR EQUAL METAL SELF DRILLING SCREW STRUCTURE BY OTHERS EXTERIOR METAL SEE SHEET 2 STRUCTURE FOR SILL OPTIONS JAMB INSTALLATION DETAIL BY OTHERS METAL 6TRUCIURElAISTALIATIQV VERTICAL CROSS SECnON METAL STRUCTURE OVSTALL41710N MI WINDoww. AND caose0Y00RS LLC \\StIRlICo1l//i CARROLLTON, TX 75006 SERIES 430/4AO XIX SGD NOTES 143' x 96' REINFORCED y'G9 E 1. INTERIOR ASOSaERIORFOYMES,BYOTHE A FLANGE INSTALLATION DETAILS f1 ^ AT OFNOT SWK V FOR CLARITY. tPERMCTERAMDJOIMSEALAWUYOTHERS TOBE OEM&XV INA000RDANCE WRNASTME2112 F.A. 08-00503 C SIpNA. swum NTS 0" 02/23/09 *w7 OF 9 ////IIIILNI\\ 2 1/2' MIN. av ots o CONCRETE/ EDGE DISTANCE A HOED CHARTS 03/oe/12 RL MASONRY BY OTHERS B REVISED PER NEW TESTING 10/15/13 R.L. t ADDED FWCE 91STAIlATRM•S IV06/13 R L 1 b • 1 1/4' MIN. a s ' EMBEDMENT x •' 1 1/4" MIN. 1/4' MAX. I EMBEDMENT SHIM SPACE OPTIONAL 2 1/2" MIN. 1X BUCK EDGE DISTANCE INTERIOR TO BE PROPERLY • SECURED 1/4' MAX. E NOTE 3 SHIM SPACE 3/16' TAPCON SHEET 1 3/16- TAPCON CONCRE'1E/MASONRY EXTERIOR pVTERIOR BY OTHERS 3/16" TAPCON •, ' SILL TO BE SET IN A BED OF VULKEM 116 CONSTRUCTION ADHESIVE mu OR EOUAL SEE SHEET 2 FOR SILL OPTIONS MASONRY/ CONCRETE l BY OTHERS 1 1/4' MIN. EMBEDMENT VEATTCAL CROSS SECTION 2 1/2' MIN. CONCREMIwIS10NRYWbTaLL4T10N EDGE DISTANCE EXTERIOR OPTIONAL 1x Bucx JAM9INSTALLATION DETAIL TO BE PROPERLY CONCNETE/MAS0NF1Y1NSTALLAT/ON SECURED SEE NOTE 3 SHEET 1 NOTES: 1. INMFV0R ANO EXTr.-M0R F7NMXa SYOTHERS, NOT SHOWN FOR CLARITY. E PER9IETERANOJ00?SE4L NT8Y0TF/0STOHE OESIONW IN ACCORDANCE WTH ASTU EV 12 MI WINDOWS AND DOORS LLCLp i,, 1001 W. CROSBY RO CARROLLTON, TX 75006 J, • 9 oSERIES430/"0 XIX 500 143" x 95" REINFORCEDa+ FLANGE INSTALLATION DETAILS 3 • TAT OF • 1y1` IIOIlU111?\` FaRa1t one m 08-00503 av scat NTS 1011, 02/23/09 10=8 OF 9 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE ^ BY OTHERS HOOK STRIP ---_ 1 1 EIABEOMENT IX BUCK BY OTHERS. 1X BUCK TO BE SPROPERLYSECURED 3/16' EXTERIOR _.%= --— PANEL INTERLOCK HOOK STRIP INSTALLATION GI4S0NRYA071iCRE7P INTERIOR TRIM 1 3/6- MIN. EMBEDMENT HOOK STRIP l 410 WOOD SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2XBUCKA V00D FRAMING RLN9oN5 Atv anownoR DnE wAm4D A ADDED CHARTS 03/05/12 Rl. B Remo Pot NEW TCSTWC 10/13/13 R.L C ADDED FLANGE INSTAL1AT10NS 12/06/13 R.L METAL STRUCTURE BY OTHERS TRIM NTERlOR HOOK STRIP 10 SELF DRILLING SCREW PANEL EXTERIOR INTERLOCK HOOKSTR(P INSTALLATION INErAC STRUC"E NOTES: 1. R479MORAND EXTPRWRFWSNEA BYOTHER$ NO 'SHOWN PORWmm. Z PERWETERAND.ADAR'SEAL4Nr8YOrMERSTUBE DESIGNED INA000RDANW WMASTM E21 U MI WINDOWS AND DOORS LLC loot W. CROS3Y RO CARROLLTON, TX 75006 SERIES 430/440 XIX SGD 143' x 96' REINFORCED HOOK INSTALLATION DETAILS DRAW wo No. FA 1 08-00503 ME N75 0"X 02/23/09 3m¢T9. OF 9 C I-HSF, 10127/2016 Florida Building Code Online pa oa Business 81 Professional Regulaft SCIS Home I Log In I User Registration I Hot Topics I submit Surcharge I Stacs 6 Facts I Publications I FBC staff I SCI5 site Map I Links I search F iica r DA-T Product Approval I f'USER: Public User Product Aooroval Menu > Produet or Aootleauon Search > Application List > Application Oetall FL # FL9174-R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived set to re -apply per applicants request 4/28/15-rb Product Manufacturer Wayne -Dalton, a division of Overhead Door Corporation Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 Mark_Garon@Overheaddoor.com Authorized Signature Greg Taylor gtaylor@Wayne-Dalton.com Technical Representative Greg Taylor Address/Phone/Email 3395 Addison Drive Pensacola, FL 32514 850) 474-9890 gtaylor@wayne-dalton.com Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies 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 John E. Scates the Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 06/27/2038 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard DASMA-108 DASMA-115 Year 2002 2005 MtpsJ/www.floridabuilding.org/pr/pr app gd.aspx?param=wGEVXQwtDqufIIJRfWxflxi7ojnlOheH%2bRKJkizESWxAzegKuYSGeGQ%3d%3d 1/6 10/27/2016 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 04/06/2015 04/28/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 9174.1 5120 / 6100 / 9100 #0228 9' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL2174 RI II 0228 318958 P7.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: Yes FL9174 Rll If WDJambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 1111 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.2 15120 / 6100 / 9100 #0229 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +15.30/-17.00 Other. Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure Is designed as partially enclosed or door is a replacement door. 9174.3 15120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +25.90/-28.80 Other: 9174.4 1 5120 / 6100 / 9100 #0231 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used In the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 If 0229 318959 P8.odf FL9174 R11 It Track Suoolement Chart P10.odf FL9174 Rll II WDJambSuor)lementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports R-9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0230 318960 P10.odf FL9174 Rll II Track Suoolement Chart P10.odf FL9174 R11 II WQ]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLU9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Parry: Yes 16' Max width. 8'-9" Max height. Max section height 21". Solid only - no glazing available. Installation Instructions FL9174 RI II 0231 318996 PS.odf FL9174 Rll 11 Track Supplement Chart P10.odf FL9174 Rll If WDJambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.5 15120 / 6100 / 9100 #0234 19' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Installation Instructions FL2174 RI If 0234 319022 P5.odf FL9174 Rll II Track Sunolement Chart P10.odf FL9174 Rll If WD]ambSuoolementP16 s.odf Verified By: John E. Scates P.E. FLORIDA PE 51737 MMJ/www.floridatxrilding.org/pr/pr app dU.aspx?param=wGEVXQwtDqufIIJRfVVxf6u7ojn10heH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 2/6 10J27/2016 Florida Building Code Online Design Pressure: +43.20/-49.60 Created by Independent Third Party: Yes Other: Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.6 5120 / 6100 / 9100 #0235 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0235 319023 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 Pl Post.pdf Impact Resistant: Yes FL9174 R11 II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 R11 II WD3ambSuoplementP16 s.odf Other. Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL2174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rept 9100 s.odfrl FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.7 5120 / 9100 #0232 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0232 318999 PS.pdf Approved for use outside HVHZ: Yes FL9174 Rll II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WD]ambSuoolementP16 s.odf Design Pressure: +12.40/-13.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.3df door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.8 5120 / 9100 #0233 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0233 319000 PS.pdf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.pdf Impact Resistant: No FL9174 Rll If WD]ambSuoolementPl6 s.pdf Design Pressure: +18.50/-20.70 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other. Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.ndf door. FL9174 1111 AE Eval Reot 9100 rl s.ndf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.9 5120 / 9100 #0236 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0236 319024 P6.pdf Approved for use outside HVHZ: Yes FL9174 R11 [I 319040 Pl Post.odf Impact Resistant: Yes FL9174 R11 II Track Suoolement Chart P10.ndf Design Pressure: +30.00/-33.50 FL9174 R11 II W12]ambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 1111 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FLO9174 r9 Affirmation for FBC Sth 2014s.ndf Created by Independent Third Party: Yes 9174.10 5120 / 9100 #0237 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 1111 II 0237 319025 P6.odf Approved for use outside HVHZ: Yes FL9174 R11 II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Supplement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll II WDJambSuoolementP16 s.odf Other: Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes hltpsJ/www.Aoridabuilding.org/pr/pr_app dtl.aspx.param=wGEVXQwtDqullJRfWxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 3/6 10/27/2016 Florida Building Code Online 9174.11 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24". Glazing 0600 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll If 0600 319026 P4.odf Approved for use outside HVHZ: Yes R-9174 RI1 li Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +26.90/-30.80 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.12 5120/5140/6100/9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 0601 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 If 0601 319027 P4.odf Approved for use outside HVHZ: Yes FL9174 Rll II Track Supplement Chart P10.odf Impact Resistant: Yes FL9174 R11 It WDJambSuoolementP16 s.odf Design Pressure: +41.00/-46.30 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 6S3.odf FL9174 R11 AE Eval Reot 9100 r1 s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.13 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0602 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0602 319028 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll If Track Suoolement Chart P10.3df Impact Resistant: No FL9174 Rll 11 WDJambSuoolementP16 s.odf Design Pressure: +15.30/-17.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 R11 AE ASTM A 6S3.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.14 5120/5140/6100/9100/9400/9600 16' Max width. 10' Max height. Max section height 24". Glazing 0603 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 II 0603 319029 PS.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf Design Pressure: +23.00/-25.00 Verified By: John E. Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the wind- Created by Independent Third Party: Yes borne debris region unless protected or unless structure is Evaluation Reports designed as partially enclosed or door is a replacement FL9174 RI AE ASTM A 653.odf door. FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.15 5120/5140/6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing 0604 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 R11 11 0604 319030 PS.odf Approved for use outside HVHZ: Yes FL9174 Rll II 319040 P1 Post.odf Impact Resistant: Yes FL9174 Rll II Track Suoolement Chart P10.odf Design Pressure: +39.20/-43.70 FL9174 Rll 11 WD3ambSuoolementP16 s.odf Other: Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.13df FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.16 5120/5140/6100/9100/9400/9600 18' Max width. 10' Max height. Max section height 24". Glazing 0605 available in top or intermediate section. Limits of Use Installation Instructions Approved for use in HVHZ: No FL9174 Rll 11 0605 319031 P4.odf Approved for use outside HVHZ: Yes FL9174 R11 II Track Suoolement Chart P10.odf Impact Resistant: No FL9174 Rll II WDJambSuoolementP16 s.odf hffplAvww.loridabdiding.org/pr/pr_app_o aspx?param=wGEVXQwtDquFl1JR1Wxf6u7ojn10heH%2bRKJkizESWxAzegKuYSGeGQ%3d%3d 416 10/27/2016 Florida Building Code Online Design Pressure: +15.30/-17.00 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.ndf FL9174 1111 AE Eval Reot 9100 rl s.adf FL9174 R11 AE FW9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 9174.17 15120/5140/6100/9100/9400/9600 118' Max width. 8' Max height. Max section height 24" Glazing 0606 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.00/-33.50 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure i designed as partially enclosed or door is a replacement door. 9174.18 I5120/5140/6100/9100/9400/9600 0609 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other. 9174.19 15140/6100/9400/9600 #0608 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant, No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174.20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 Other. Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FL9174 Rll 11 0606 319032 P6.odf FL9174 RI If 319040 Pl Post.odf FL9174 RI 11 Track Supplement Chart P10.ndf FL9174 R11 tI WD]ambSuoolementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653,odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FLD9174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 24" Solid only - no glazing available. Installation Instructions FL9174 RI II 0609 319035 PS.odf FL9174 Rll II 319040 Pl Post.odf FL9174 R11 II Track Supplement Chart P10.odf FL9174 Rll II WD3ambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports R-9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rapt 9100 rl s.odf FL9174 1111 AE FLO9174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party, Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0608 319034 P4.odf FL9174 R11 II Track Suoolement Chart P10.odf FL9174 Rll II WD1ambSuooIementP16 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 Rll AE ASTM A 653.odf FL9174 R11 AE Eval Reot 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC 5th 2014s.odf Created by Independent Third Party: Yes 16' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9174 R11 II 0607 319033 PS.odf FL9174 Rll 11 Track Supplement Chart P10.odf FL9174 Rll II WD3ambSuoolementPl6 s.odf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE ASTM A 653.odf FL9174 R11 AE Eval Rent 9100 rl s.odf FL9174 R11 AE FL09174 r9 Affirmation for FBC Sth 2014s.odf Created by Independent Third Party: Yes Back Ne:t Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida Is an AA/EEO employer. Cooydoht 2007-2013 state of Florida.:: Privacy Statement :: Accessliolllty statement :: 0.efund 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to section 4SS.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.5 , please dick hSgL Product Approval Accepts: hUpsJA~.floridabLdlding.org/pr/pr_app dU.aspx?param=wGEVXQwtDquf11JR1Wxf6u7ojnlOheH%2bRKJkizESWxAzegKuY8GeGQ%3d%3d 516 10/27/2016 Florida Building Code Ordine R"`- Credit Card Safe https://www.floridabuilding.org/pr/pr app O.aspx?param=wGEVXQwtDqufllJRfWxi6u7ojnl0heH%2bRKJkizESWxAzegKuYBGeGO%3d°k3d 6r6 1.. A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage door jambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. P/N 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 1 6 800 9 7 1 6 No. W737 4 STATE OF Lowo j1Fa4s O`` NAL 0 4/111111 1. BASED ON 5/16' DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH - 16ft LOAD PER JAMB = 30psf x 16f1/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD 818.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB/FT NOTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 n/a n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a 1 9 No. M737 STATE OF 0, ••,!ioa ot' sIONA - 1. BASED ON 16d COMMON WIRE NAILS (0.162"x3-1/2') OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2') WITH A MINIMUM PENETRATION OF 2' INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB (LB/NOTE 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 1 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 O STATE OFzz 10Ni ; NX 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB NOTE 4 2500 PSI CONCRETE "OTE' 4000 PSI CONCRETE"oTE' 2000 PSI GROUT FILLED CMU"ore 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 N/A 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A No.51T37 O STATE OF p 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4" AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM 0476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 1611/2 = 240lb/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/1`2203 Revision P16 SCHEDULE 5 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB (IN) LOAD PER JAMB LB/FT NOTE4 2500 PSI CONCRETE"oTE' 4000 PSI CONCRETENOTEi 2000 PSI GROUT FILLED CMU"ore' 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 18 18 8 780 18 18 8 800 17 17 8 Ho. M737 O STATE Of y` 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30pst x 16ft/2 - 240lb/ft S. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE S1737 TX PE 56308/1`2203 Revision P16 w 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 F i No. 51737 O . STATE OF / 1 Ok." !c[ OR%O'- 1SIONi ,,\\ Digitally signed by John E. Scates, P.E. Date: 2015.02.20 0958:53-06'00' JOHN C SCATES. PE 3121 FAIRGATE OR CARROLLTON. TX 75007 FL PE 51737 TX PE 56308/F22D3 PROI'MONAL LMONEER'S SEAL PROWDED ONLY FOR VERIFICATION OF WINDLOAD CONSTRUCTION DETAILS. SEE DETAILS 1. 2. AND 3 REOUIRED FOR VER71CAL POST REINFORCING 1 - SYSTEMS 6' MAX MISF MINIMUM 2x6 /3 Q HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 2- 3/4' 23/8- SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4- AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DETAIL 1 MINIMUM 2500 PSI CONCRETE NOTE MAXIMUM DESIGN LOAD CAPACITY OF 2085 LBS MINIMUM 2x6 43 HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4- 4) 3/8- SIMPSON 71TEN HD SCREW ANCHOR WITH A 1-1/4- WASHER AND A MINIMUM EMBEDMENT DEPTH OF 2- 3/4' AND A MINIMUM EDGE DISTANCE OF 4' MINIMUM 2x6 /3 fL HEADER LOCK SOUTHERN PINE BRACKET LUMBER. 4' 4' 4) 3/B' DIA LAC SCREWS WITH 1-1/4. OD. WASHERS. LAG SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32- INTO THE MAIN SUPPORT MEMBER REVISIONS MINIMUM 2000 POUT FILLED CMU DETIAIL STRUCTURE 3NOTE: MAXIMUM DESIGN LOAD MAXIMUM DESIGN LOAD DATE I NAME CAPACITY OF 2400 LEIS CAPACITY OF 2430 LOS IDRAWN 1 5 24 07 1 CRT SHEET 1 OF 2 CHECKED JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV.324620 P16 waquc® Dalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474-9890 Z, Yz No. 51737 O • STATE OF l OR QP' p 21 RSS ONA; I1111 Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOIN E. SCATES, PE 3121 FAMCATE OR. CARROLLTON. 71I 75007 FL PE 51737 TX PE 56305/F2203 PROFESSIONAL ENCJNEER'S SEAL PROVIDED ONLY FOR VERInCAT10N OF WINDLOAD CONSTRUCTION DETARS MIN 2500 PSI CONCRETE WM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/5' SIMPSON 717EN HD, 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCA71ON JAMB BRACXET- 1/4-20R9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK 2 314- EDGE I MIN 2 R 4 SPF (G-0.42) OR BETTER WALL STUD RM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE EXTERIOR 5/16' LAG SCREW WITH 1-9/32' EMBED IN CENTER OF STUD (3 1/4') FOR EACH JAMB BRACKET LOCATION JAMB BRACKET 1/4-200/16- TRACK BOLT AND 1/4-20 NEX NU SHEET 2 OF 2 JAMB CONNECTION SUPPLEMENT REVISIONS DRAWING PART NO, I REV, 324620 P16 The Genuine. The Original. lot-' 0 April 28, 2015 Subject: ASTM A653-00 To Whom It May Concern: Ovorh*ad poor Corporation 2S01 S. State Hwy 121. Suit* 200 Lowisvillo. TX 75067 Phone 4695497100 fax 4695497281 v mv.overheaddooccom This letter is to state that ASTM A 653-00 as tested in FL 9174 meets or exceeds the requirements of ASTM A 653-06. Please feel free to contact me if you need any additional information. Sincerely, Dwayne J. Kornish P.E. FL PE 77945 Overhead DOOr.Corporat(On ASubsidiary a(SenwaHolding sQoporatbn ` .. :. Horton :..Tonto John E. Scates, Professional Engineer June 10, 2011 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Evaluation Report for Residential Model 5140/9100/9600 family FL 09174-117 To Whom It May Concern: 3121 Fairgate Dr. Carrollton TX 75007 972) 492-9500 At the request of Wayne -Dalton, a Division of Overhead Door Corporation, I have reviewed the drawings and tests listed below. These doors were tested at an accredited laboratory according to ANSI/DASMA 108-2002 and ANSI/DASMA 115-2005 test procedures. The pressures listed on the drawings are a direct result of these tests. I have concluded that the construction shown on these drawings comply with the structural requirements of the 2007 Florida Building Code. I certify that I meet the requirements of "independence" as detailed in Florida Statute 9N-3.005. Code References 2007 Florida Building Code Section 1609 Wind Loads Section 1609.1.2 ANSI/DASMA 115 - Windborne Debris testing Section 1714.5.3.1 ANSI/DASMA 108 - Static windload testing Test Procedures Testing was conducted in accordance with ANSI/DASMA 108-2002 and 108-2005. ANSI/DASMA 108-2002 is forward compatible with ANSI/DASMA 108-2005. All tests included holding the door at design pressure for a minimum of 10 seconds, and achieving a 150% overload test" or "proof") pressure for 10 seconds. In addition, some of the doors were also tested for windborne debris according to ANSI/DASMA 115-2005. Not all windborne testing included glazing with the door panels. These are itemized in Tables 1 and 2. FL 09174-117 Test Reports ETC-06-976-17575.1, static per 108-02, dated 5/30/2006 ETC-06-976-18185.0, static per 108-02, dated 10/27/2006 ETC-06-976-19011.0, impact per 115-05, dated 4/25/2007 CTLA 1911W static 108-02 and impact 115-05, dated 10/21/2008 CTLA 1911W-3 static 108-02 and impact 115-05, dated 2/10/2009 CTLA 2020W static 108-05 and impact 115-05, dated 3/9/2010 CTLA 2020W-1 static 108-05, dated 3/9/2010 OHD/TREQ ETR 06182-2 static 108-05, dated 5/26/2011 ETC = ETC Laboratories, 297 Buell Rod, Rochester, NY Testing was conducted by ETC at Wayne -Dalton Test Facility in Pensacola, Florida. CTLA = Certified Testing Laboratories, Architectural Division, 7252 Narcoossee Rd., Orlando, FL Testing was conducted by CTLA at Wayne -Dalton Test Facility in Pensacola, Florida. OHD/TREQ = Overhead Door's TREQ facility in Dallas, TX. This facility had a current accreditation per ANSI/IEC/ISO 17025 at the time of testing, listed with International Accreditation Service, Certificate No. TL-368. Installation Instructions The drawings provide installation instructions peculiar to windload reinforcement. In addition, Drawing 307494, Rev P10, provides supplemental track assembly details. Jamb attachment: Methods of securing the door to the mounting surface is detailed in the Jamb Connection Supplement, P/N 324620, Rev P9. This Evaluation Report does not address design of the wall/jambs themselves. These drawings only illustrate common means to attach the door to the jambs. Walls and Jambs should be designed (by others) to withstand the loads imposed by door onto the building. Additional information is available in DASMA Technical Data Sheet TDS-161 at www.dasma.com. C-A, 1Ls OM Drawings TABLE 1. FL09174-R7 Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 318958 0228 9 8.75 26.9/-30.8 Yes Yes Yes 17575 19011 Rev P7 318959 0229 16 8.75 15.3/-17.0 No Yes No 17575 Rev P8 318960 0230 16 8.75 25.9/-28.8 Yes Yes Yes 17575 & 19011 Rev P10 1911W3 & ETR6182-2 318996 0231 16 8.75 30.0/-33.5 Yes No No 1911W 1911W Rev P5 318999 0232 18 8.75 12.4/-13.8 No Yes No 17575 Rev P5 319000 0233 18 8.75 18.5/-20.7 No Yes No 17575 Rev P5 319022 0234 9 8.75 43.2/-49.6 Yes Yes Yes 17575, 19011 & Rev P5 18185 & 1911W3 1911W3 319023 0235 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 Rev P6 18185 319024 0236 18 8 30.0/-33.5 Yes Yes Yes 17575 & 19011 Rev P6 18185 379025 0237 18 8 39.2/-43.7 Yes Yes Yes 7575, 19011 & Rev P6 18185 & 1911W3 1911W3 iLA-U-4= rwt/ FL 09174-117 TABLE 2. Drawing Option Width Height psf Impact Glazing Glazing Static Impact Door Avail Impact Test Test Avail 319026 0600 9 10 26.9/-30.8 No Yes No 17575 Rev P4 319027 0601 9 10 41.0/-46.3 Yes Yes Yes 17575 & 2020W Rev P4 2020W 319028 0602 16 10 15.3/-17.0 No Yes No 17575 Rev PS 319029 0603 16 10 23.0/-25.0 No Yes No 17575 Rev P5 319030 0604 16 8 39.2/-43.7 Yes Yes Yes 17575 & 19011 & Rev P5 2020W 2020W 319031 0605 18 10 15.3/-17.0 No Yes No 17575 Rev P4 319032 0606 18 8 30.0/-33.5 No Yes No 17575 & Rev P6 2020W-1 319033 0607 16 8.75 25.9/-28.8 No Yes No 17575 Rev P5 319034 0608 18 8.75 18.5/-20.7 No Yes No 17575 Rev P4 379035 0609 18 8 39.2/-43.7 Yes No No 17575 19011 Rev P5 fjp$,,+ C. - 4 10(la / t FL 09174-117 Model Descriptions Model 5120/9100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.1" for sections with a maximum height of 21" and a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 5140/9400 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a %" deep recessed facer panel that may use optional decorative trim. Model 9600 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior galvanized and painted 32 gage skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a stamped or flush facer design. Model 6100 is constructed of 30 gage, ASTM A653-00 CS Type B exterior steel skin with an ASTM A525 G-30 galvanized coating and two coats of polyester paint, a foamed in place polyurethane core, with an interior polylaminate skin, having a thickness of 1.4" for sections with a maximum height of 24". Includes foamed -in -place ribs and a flush facer design with %" MDF decorative overlay. JA . 5 f0(1O fly FL09174-R7 Additional Limitations The drawings cited above are an explicit part of this evaluation report. The text of this report does not attempt to address all design details, but relies upon the illustrations and text of these drawings and instructions as well. Selected products within this Evaluation have been tested for Windborne Debris according to ANSI/DASMA 115. Tables 1 and 2 indicate the Windborne Debris doors by a "Yes" in the Impact Door" column. Doors with available impact glazing are also indicated in these Tables. These products are not intended for the Florida High Velocity Hurricane Zone (HVHZ). Sincerely, CIEAcA., JoTrn E. Scates, P.E. Y Florida PE # 51737 l0(` 3121 Fairgate Dr. Carrollton TX 75007 John E. Scates, Professional Engineer fax (972) 492-0077 1 office (972) 492-9500 February 3, 2015 Wayne -Dalton, a Division of Overhead Door Corporation 3395 Addison Dr Pensacola, FL 32514 Re: Statement of Affirmation to FBC 51" Edition (2014) FL09174-R9 To Whom It May Concern: To the best of my knowledge, the products listed in FL 09174-119 conform to the requirements of the 5" Edition (2014) of the Florida Building Code. I, John E. Scates, P.E., certify that I meet the requirements of "independence" as it relates to Wayne -Dalton (A Division of Overhead Door Corporation). Specifically, 1) 1 do not have, nor intend to acquire or will acquire, a financial interest in any company manufacturing or distributing these products. 2) 1 (my business) is not owned, operated or controlled by any company manufacturing or distributing these products. 3) 1 do not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the reports are being issued. 4) 1 do not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. Digitally signed by John E. Scates, P.E Date: 2015.02.03 13:32:17-06'00' John E. Scates, P.E. Florida PE # 51737 a E• e lr i No. 51737 0 STATE OF 910Nii\\\ 1T PANEL NON-WPACT RESISTANT GLAZING OPTION - 090' MINIMUM SSB GLAZING IN MGLDO FRANCS SCREWED TOGETHER WITH A MINIMUM OF (6) /B 1' SCREWS INSTALLED IN 13 CA HORIZ ANGLE - TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS ORAWING GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 CA FLAG ANGLE - OF 13.75' AND A MAXIMUM LENGTH OF 16.75'. GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WINO -BORNE DEBRIS REGIONS 16 CA MIN HHORITRAIZZ• 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/160-5/8' 090' MINIMUM SSB GLAZING IN MGLOED FRAMES CA W WITH LAG SCREWS A 1 BEAD OF BOSTIK 1100 OR EQUIVALENT UNDER THE MIN 3 AS OUTER FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) /Bal' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION( WITH OR WITHOUT DECORATIVE INSERTS MEETS 16 GA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON US DRAWING. TRACK GLAZING 94ALL HAVE A MAXIMUM HEIGHT OF 13.75" AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DINES NOT MEET THE REQUIREMENTS FOR WIND-BORNE 5/16 1-5/8" LAO DEBRIS REGIONS GLAZED SECTION REQUIRES 18 CA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL RIB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL 91 I/4-14 7/TY SELF DRILLING CNMPTTE SCREW TO 1/4-20t9/I6' TRAGIC ATTACH E J-STRUT TO THE INTEGRAL RIB AND OPERATOR DOLT AND 1/4-20 NEC STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JS JAMB SHEET 2. BRACKET LOCATION 3. IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT LAZING SYSTEM MAY BE INSTALLED IN TOP OR INIERNEOIATE SECTION ( WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR PGLYCARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21' A10 A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS SEE DETAIL E GN SHEET 2 FOR ASSEMBLY DETAILS. GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS IS GA STIFFENED ATTACKEDTOU-BAR ON UPPER INTEGRAL RIB (SEE DETAL G JAMB BRACKETS SHEET2118GAJ-STRUT SCREWED TO LOWER INTEGRAL RIB SEE SCHELOU E FOR OFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. QUAHITY, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-140/6' SELF AND TYPE DRILLINGCRMPTITESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERUNE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR SLIDE IOC( 4. VINYL OR WOW DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH ENDS (NOT MUST OVERLAP TOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/ 16' TO MEET NEGATIVE PRE59URES. SEE NOTE 5). SLIDE LOCK SHOWN FOR S KEY LOCK. SLIDE LOCKS, OR 03MATOR REQUIRED. CLARITY S. SECTION SHALL BE CONSTRUCTED VWTH FOAMED IN PLACE NOTE., (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHELOCALLY BONDED TO 30 DOOR SHOWN. SEE SHEET GA MINIMUM FACER STEEL AND A PGLYLANINATE BACKER 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE OESON OF THE SUPPORTING STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBILITY OF THE PROFESSIONAL OF ON THIS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS. ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON THIS DRAWING S DOOR JAMB TO BE MINIMUM 2116 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) f5x1' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WINO -BONE DEBRIS REGIONS LOUVERED SECTION REQUIRES OPERATOR STILE TO BE FACTORY INSTALLED AT THE CENTERLNE OF THE DOOR JOHN E. SCATES PE 3121 FAIRGATE OR CARROLTON, TY 7So07 f1 PE 31737 TY PE ww/1'2203 HPROESSIOHAL a' MEETS SEAL PRONGED ONLY FOR VERIFICATION Of YANOLOAD CRNSIRUCRW OETMLS. SEE U-BAR NOTE ON SHEET 2 FOR U-BAR INSTALLATION CA END CAP REVISIONS P4 CHANCES TO GENERAL FORMAT AND CHANGED DOOR U-BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER id CHANGED CENTER HINGE GAUGE AND ADDED LOUVER OPTION. CHANGED STRUT IDENTIFICATION METHOD FROM COLORED PAINT TO STAMPED NUMBER. GRT 3/6/06 P5 ADDED SUPERIMPOSED DESIGN PRESSURE LOADS I NOTE, ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'- 0-. (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-W. JAMB BRACKET SCHEDULE DOOR HEIGHT NO. OF SECTIDNS Na OF JAMB BRACKETS EACH JAMB)TYPE LOCATION OF CENTERLINE OF JAMB BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS ! 2') 7'- 0' 4 8 JB 13 01 , 25-1 JB . 34 JB , 45-1 4 QI , 63 JB 7'- 0' 4 6 3FA- JB 10 JB 21-3 4 JB 29-3 4 JB , 42 JB , 63-1 4 JB8'-0' 5 8 JB 13' 01 , 23' JB ,34'JB , 47-1 4' q ,5B' JB ,67' q 75' JB8'-0' 5 B JB 10 JEI21-3 4 JB 29-3 4' JB 48' JB , 57-1 4 JB , 86' JB , 75-1 2 JB8-0 UGHLffTOOFPITCHNOTEBELOWWILLJO) FOLLOWING OIMEN90N DENOTES SLOTTED JAMB BRACKET ATTACKED TO TRACK WITH 1/4-204/16' TRACK BOLT AND NUT. 12 FOLLOWING GIMM90N DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SAT. NO ADDITIONAL HARDWARE NEEDED ATTACH TOTRACKALLDOORS WITH HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 6' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE. SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE MAX DOOR DOORHOGHT UNIFORMLOAD EACH JAMB (PLO MOTH 16'- 0" ALL 207.2 -230.4 14'-0" ALL IBLJ -201.8 1T-O" ALL 135.4 -172.8 10'-O" ALL 129.5 -144.0 Wa De® onDIVISIONOF OVERHEAD DOOR C M95 ADDISON DRIVE PENSACOLA. FLORIDA 32514 STRUCTURE AND CLARIFIED NUMBER OF FASTENERS AND CENTER HINGES REQUIRED FOR NARROWER DOOR MOTHS. MRB 5/ 10/06 P6 ADDED IMPACT RESISTANCE TO DOOR. ADDED MODEL 6100. MODIFlW NOTE 6 TO STATE THAT LOUVERS ARE NOT IMPACT CRT 6/ 6/07 P7 MODIFEO JAMB BRACKET SCHEDULE FOR FAT OPTION ADDED LHR TRACK DETAIL SHEET 2. CRT 4/ 17/08 PS ADDED IMPACT RESISTANT GLAZING, ADDED TEXAS LICENSE NUMBER TO TITLE BLOCK. CHANGED LOUVER NOTE. INCREASED MAX HEIGHT TO 8'- 9' ADDED HIGH LIFT AND ROOF PITCH TRACK NOTE. CRT 7/ 22/08 PSI UPDATED TITLE BLOCK CRT 6/ 26/10 PIO ADDED LONG PANEL GLAZING OPTION CRT 3/ 15/11 STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A DESIGN (PSF): + 25.90/-28.80 MAX WIDTH. 16'-0' DATE NAME TEST (PSF): + 38.85/-43.20 MAX HEIGHT: 8'-9" 10RAM 3/8/06 CRT IMPACT/CYCLIC RATED (YES/NO). YES MAX SECTION HEIGHT: 21" CHECKED 4/6/06 MRS MODELS 5120/ 6100/9100 SHEET 1 OF 2 DRAWING PART NO. I REV WINDLOAD SPECIFICATION OPTION CODE 0230 318960 P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO NTH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOES EACH END FACING UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU END CAP7A/TT NTH (2) SELFACHEND NTHCR?3P111E'SCREYfS FOR STANDARD TRACK AND (3) D 1/4-14x7/8' SELF ORLUNG CRIMPTITE SCREWS FOR LOW HEADROOM TRACK (2 ON NHICC °. ARE USED TO ATTACHED 1F TOP DETAIL A BRACKET As SHOWN} LOW HEADROOM TRACK DETAIL A 13 CA ROLLER SLR)E ATTACHED TO PRE -PUNCHED HOLES W TON OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITn (2) 1/4-14x5/B' CRIMPTITE SCREWS THE (8) PRE -wham HOLES EACH ENO USE MEWING HOLE IN SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU ENO PROPER ALIGNMENT OF ROLLERS CAP AT EACH END NTH (2) 1/4-14x7/6' SELF ORRLNG CRIMPTITE SCREWS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP NTH (4) 1/4-14x5/B' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACED THRU ONO CAP AT EACH MICR ARE FACTORY ENO NTH (1) 1/4-14x7/8' SELF DRILLING ATTACED) CRIMPTITE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOTE, WE TO CLEARANCES REQUIRED TO 2' NYLON STORMGARO INSTALL SCREWS AT THE ENDS OF THE ROLLER NTH U-BARS, ALL U-BARS SHALL BE 4-1/2' STEM INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROILS SUOES AND TOP FIXTURE ON THE U-BARS SEE ATTACHMENT NOTES ON THIS SHEET. 18 CA HINGE ATTACHED CE U-BAR OVER WITH (6) 1/4-20x5/8' CRIMPTITE SCREWS (2 OF INTEGRAL RIB 20 ATTACK NTH (2 1/4-20x5 WHICH ARE FACTORY CRIMPTITE SCREWS THRU PRE -PUNCHED HOLES AT ATTACHED. 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGETOPLEAF. AND 1 OF WHI04 IS FIELD INSTALLED OF U-BAR AND BOTTOM THRU PRE -PUNCHED HOLE HINGE LEAF AND 1 THRU WED OF U-BAR AND IN U-BAR INTEGRAL RIB CH SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED NTH ' O 3) 1/4-14x5 8' / CRIMPTITE SCREWSS CE U-BAR OVER INTEGRAL RIB NTH NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8' SELF ORIWNC CRIMPTITE SCREW AS FOR IMPACT RES TANCE, SHOWN AND USE (1) 1/4-140/8' SELF BOTTOM BRACKET MUST BE ORIWNG CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM -• BOTTOM OF THE BOTTOM U-BAR AT U-BAR NTH EACH PRE -PUNCHED HOLE AT EVERY 2) 1/4-140/8' SETT DETAIL D HINGE LOCATION. USE (1) 1/4-204/8' ROLLING CRIMPTITE SCREWS. CRIMPTITE SCREW AT ALL OTHER SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL THIS SHEET. USED ONLY ON IMPACT -• GLAZED SECTION - 11 CA REINFORCEMDff BRACKET ATTACHED NTH (4) 1/4-14x7/B' SELF ORIWNG ; CRIMPTITE SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G I 1/4-140/8' SELF ORIWNO CRIMPTITE SCREW AT CENTER LINE OF DOOR THRU J-STRUT & OPERATOR BRACKET. NOTE, J-STRUT & SCREW ONLY REQUIRED ON LONG PANEL AND IMPACT GLAZED 60/4' MIN STAINLESS SCREWS NTH STAINLESS BA04 0 RUBBER WASHERS 3-1/2' 0.0 MAX 1 /8' BEAD // SSG4000AC I L STRUCTURAL SEALANT OR EQUIVALENT FACER STEEL— JO N E. SCATES PE NON-STRUCTURAL 3121 FAIRGATE OR DECORATIVE INNER CANOLLTON, Tx 75007 WINDOW TRIM fL PE 31737 TX PE 363OE/F2203 PROi SSKWAL DIG IXIVS SEAL PROMDED ONLY FOR DETAIL E VEWCAnON OF WIMLOAD CQIMMCTM DETAILS ATTACH BOTTOM BRACKET TO BOTTOM U-BAR WITH (2) ( mo' 1/4-14x7/8' SELF ORIWNG CRIMPTITE SCREWS f8 / IMPACT BOTTOM BRACKET 5) SECTION DOORS NTH (6) 3% 18 GA. 80 KSI U-BARS LOCATED OVER INTEGRAL R®S AS 4) SECTION DOORS NTH (5) 3% 18 GA, 80 KSI U-BARS LOCATED OVER INTEGRAL NOS AS SHOWN DETAIL F UBAR ATTACHMENT 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES NTH (2) 1/4-14x5/8' CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-107/8' SELF ORIWNC CRIMPTITE SCREWS AT EACH ENO CAP (EXCEPT BOTH U-BARS ON BOTTOM SECTION - SEE DETAIL B AND 0 THIS SHEET), (2) 1 4-14x5/8' CRIMPTITE SCREWS APPROXIMATELY MIDWAY 8 END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-144/8' CBMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0', THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-0', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-SAR EXCEPT BOTH U-BARS ON BOrrONl SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH, OUTER WINDOW TRIM I NTH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN 1/4' POLYCARBONAIE THE TOP OF EACH ENO USED FOR ATTACHMENT OF THE ROLLER SUDES AND THE (6) PRE -PUNCHED HOLES IN THE BOTTOM OF EACH ENO USED FOR THE ATTACHMENT OF THE TOP FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR NTH 1/4-14x5/8' CRIMPTITE SCREWS. 3, 18 CA U-BARS SHALL BE STAMPED '46' APPROXIMATELY 8' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0 TV TEST (PSF): +38.85/-43.20 MAX HEIGHT: 8'-9' Billion IMPACT/CYCLIC RATED (YES/NO). YES MAX SECTION HEIGHT: MODELS 5120/6100/9100 PENSAICOLA, FLOORRGA32514 I NNDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANCED U-BAR FASTENER TYPE AT ENO CAPS AND BOTTOM RETAINER, CHANGED CENTER HINGE 1TIFICATION METHOD W COLORED PAINT TO MPED NUMBER. 3/8/06 ADDEO SUPERIMPOSED ION PRESSURE LOADS SUPPORTING IOWER DOOR MOTHS. 5/10/06 DOEO IMPACT iTANCE TO DOOR D MODEL 6100. RED NOTE 8 To E THAT LOUVERS NOT IMPACT iTANT. 6/6/07 CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. 4/17/08 ADDED IMPACT ISTANT (LAZING. iED TEXAS LICENSE 18ER TO TITLE BLOCK JNGED LOUVER NOTE. REASEO MAX HEIGHT 8'-9'. ADDED HIGH AND ROOF PITCH CK NOTE. 7/22/08 UPDATED TITLE BLOCK 8/26/10 ADDEO LONG PANEL I 1 3/8/06 1 CRT EO 4/6/06 1 MRB SHEET 2 OF 2 DRAWING PART NO. I REV. 318960 1P10 i 14" MAX 1 12" MAX 12" MAX I 12" u MAX 12" MAX 12" MAX T CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. JOIN L SCAMS. PE 3121 FAIRCATE DR. CARROLLTON. TX 7501)7 FL PE 51737 TX PE 36MII/1`2203 PROFESSIONAL ENONMIrS SEAL PRONDED ONLY FOR VERIFICATION Of VANDLOAD CONSTRUCIIa DETAILS. PLATE LOCATION HEDULE CLIP DETAIL CLIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIS CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE TRACK 3) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1 /4"-20 NUT TYPICAL CLIP BOLTING DETAIL 13 GA MIN _ CONTINUOUS TRACKWALLANGLE j D .\ 2) 1/4" X f 17/16 SEMI TUBULAR _ _ ; 11 GA MIN \ ( 1) 1/4"-20 TRACK CLIP SEE OR CARRIAGE BOLT SCHEDULE \ - / WITH 1/4"-20 NUT TYPICAL CUP RIVETING DETAIL 0 28 ; ' a I I III SEE SCHEDULE2 P l IL( l) 1/4"-20 TRACK 13 GA MIN OR CARRIAGE BOLT CONTINUOUS WITH 1/4"-20 NUT WALL ANGLE TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART MAX DOOR MAX PSF WIDTH 9--0" 46.0 PSF -52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF 18'-0" 46.0 PSF/-52.0 PSF REVISIONS 2 2 INCH RACK -CUPS -TEXAS ALL ANGLE 12 FOOT IPDATED Pi 6/11/03 3 UPDATED FORMAT. JCREASED ALLOWABLE RESSURES TO 46.00/-52.00 PSF FOR LL DOOR WIDTHS. HANGED TEXAS WALL NGLE' TO 'CONTWUOUS ALL ANGLE'. ADDED SUBSTRATE MOUNTING ETAIL. CHANGED TO TEN HD ANCHORS RT 4/2/07 4 CHANGED FORMAT. ADDED MODELS 98DO ND 8024 WITH OVERLAY 0 TRACK CUP CHEDUL£. RT 8/21/07 5 UPDATED MODELS ISTED IN CHARTS IPDATED SPLICE h CUP HEDULES. LP 9/05/07 6 UPDATE MOUNTING ETAIL DRAWINGS RT 10/05/07 7 UPDATED CHARTS TO LIMINATE THE USE OF HE 68 CUP (REPLACED ATH /9 ACROSS THE iOARD). LP 10/24/07 9 UPDATED STEEL IOUNTING DETAIL IRB 04/11/08 9 EXPANDED 1-1/2- TO 3/8- DOOR THICKNESS HART UP TO 14' HIGH. RT 12/11/08 10 UPDATED TITLE LOCK RT 6/2/10 wage® Di DRAWN DATE B/21/07 NAME GRT CHECKED 0/21/07 MRB SHEET 1 OF 2 3395 ADDISON DRIVE DRAWING PART NO. 307494 REV. P1 oTRACKSUPPLEMENTCHARTPENACOLA. 850) FLORIDA32514 2 3/4" t1" EDGE DIST E60XX MINN148 2-24 1/8 V 2-24 MIN 3/16" THICK STEEL FOR MOUNTIN 5/16" x 1-5/8" WALL ANGLE-----" v LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CLI SPF (G=0.42) OR BETTER AT EACH 1/4-200/16" HOLE OR PAIR OF TRACK BOLT AND HOLE LOCATIONS 1/4-20 HEX NUT MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL d WITH MIN. (1) 1/4-20x7/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDINI CONCRETE MOUNTING DETAIL JOHN C. SCATES. PE 3121 FURwTE DR. CARRO LION, 7X 750D7 FL PE 51737 1K PE 5W05/F22W PROFESSIONAL ENIAMEEn SEAL PROVIDED ONLY FOR VERIFICATION DF NINDLOAD CONSTRUCTION DETAILS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-2Ox9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP CLIP AND SPLICE PLATE SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY 2-1 2 THICK DOORHEIGH CLIP #'S FROM BOTTOM TO TOP SPLICE # 7'-0' 7, 9, 9, 9. 9, 11 16 8'- 0' 7, 9. 9. 9, 9, 11, 11 16 9'- 0' 7, 9. 9, 9, 9. 11, 11, 11 18 10'- 0" 7, 9, 9, 9, 9. 11, 11, 11, 13 18 11'-0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12'-0" 7, 9. 9. 9, 9, 11. 11. 11. 13. 13. 13 20 13'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2 THICK DOOR HEIGHLATECLIP #IS FROM BOTTOM TO TOP SPLICE 7'-0' S. 6. 6. 7. 7, 9 12 8'-0' S. 6, 6. 7, 7, 9, 9 12 9'-0' 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5. 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'-0" 5. 6. 6. 7, 7, 9, 9. 9, 11. 11, 11 16 13'- 0" 5. 6. 6, 7, 7, 9, 9. 9, 11, 11, 11, 13 18 14'- 0" 5. 6. 6. 7. 7, 9, 9. 9, 11, 11, 11, 13, 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK D OR CLIP #IS FROM BOTTOM TO TOP SPLICE PLATE # 7'-0' 4, 4, 4, 4, 5, 6 8 8'-0' 4, 4, 4, 4, 5, 6, 6 8 9'-O' 4. 4, 4, 4, 5, 6, 6. 7 8 10'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7 8 11'-0" 4. 4. 4, 4, 5. 6, 6. 7, 7. 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9. 9 10 13'-0" 4, 4. 4, 4, 5, 6, 6. 7, 7, 9, 9, 9 12 14--0" 1 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOORHEIGH CLIP #IS FROM BOTTOM TO TOP SPLICEPLATE # 7'-0' 4, 4. 4, 4, 4, 4 6 8'-0" 4, 4. 4, 4. 4. 4. 4 6 9'-0' 4, 4. 4, 4, 4, 4, 4. 4 6 10'-0" 4. 4, 4. 4. 4, 4. 4. 4. 4 6 REVISIONS 2 2 INC14 tACK-CUPS-TEXAS ALL ANGLE 12 FOOT DATED J 6/11/03 S UPDATED FORMAT. CREASED ALLOWABLE PESSURES TO 46.00/-52.00 PSF FOR L DOOR WOTHS. 4ANCED TEXAS WALL YCLE TO *CONTINUOUS ALL ANGLE. ADDED JBSTRATE MOUN71NG TAIL. CHANGED TO TEN HD ANCHORS iT 4/2/07 1 CHANGED FORMAT. DED MODELS 9800 Q 9024 WITH OVERLAY TRACK CUP HEGULE. PT 8/21/07 S UPDATED MODELS STED IN CHARTS DATED SPLICE h CUP HEOULES. P 9/05/07 10/05/07 UPDATED CHARTS TO RNATE THE USE OF 08 CUP (REPLACED 1 /9 ACROSS THE RD} 10/24/07 UPDATED STEEL INTWG DETAIL 1 04/11/08 EXPANDED 1-1/2' TO 8' DOOR THICKNESS AT UP TO 14' HIGH. 12/11/08 ADDED MODEL 8700 IATED TITLE BLOCK 6/2/10 r® DATE NAMEwagDRAWN5/21/07 1 CRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE PE" ( 850) A, 780)A474 o989D 32514 DRAWING PART NO. 307494 REV. 1plo, TRACK SUPPLEMENT CHART Florida Building Code Online Page 1 of 2 FLORIDA QqPAQM0NT OF IE RegulationBusiness & Professional rkAM1 a QepaMWl(d SCIS Home I Lop In I User Repbtratlon Hot Topics i SuWA Surcharge Slats a Facts PublluUons I F8C Staff SOS Slte Map Links Search i Busines Professi nal 0 us wblic1Useroval Regulation Produ[t Approval Menu > PfoduG a Aooltutlon Search > Aoolicatlon Lbt > Application Detail FL # FL19715 Application Type New Code Version 2014 Application Status Applied For Comments Archived Product Manufacturer Address/Phone/Emall 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 n Silverline Building Products Corp. One Silverline Drive North Brunswick, NJ 08902 800) 234-4228 Ext4644 Jonberrian®slbp.com on Berrlan onberrian®slbp.com Windows Single Hung Certification Mark or Listing Window and Door Manufacturers Association Window and Door Manufacturers Association Standard AAMA/WDMA/CSA 101/I.S.2/A440 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 02/16/2016 FL # I Model, Number or Name I Description Year 2011 2008 http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzk 1... 2/ 19/2016 Florida Building Code Online Page 2 of 2 19715.1 1 Series 2900/4900 Single Hung Extruded Vinyl Single Hung Window Limits of Use Certification Agency Certificate Approved for use in HVH2: No EL19715 RO C CAC 2-4-16 CCL-_Ist.odf Approved for use outside HVH2: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 12/16/2016 Design Pressure: N/A Installation Instructions Other: See Installation Instructions, SW0002, and Product FL19715 RO 11 SWD002 SS 2016-02-03.odf Evaluation Report, PER3947, for design pressures and Verified By: Hermes F. Norero, P.E. Florida P.E. 73778 Installation requirements. Created by Independent Third Party: Yes Evaluation Reports FL19715 RO AE PER3947 SS 2016-02-12.0f Created by Independent Third Party: Yes Back Nord Contact gs :: 1940 North Mona Street Tallahassee FL 32M Phan: 8S0487.1824 The State of Florida Is an AA/EEO employer. Comiraht 2007-2013 State of Florida.:: privacy Statement :: Aoressl ollity Statement :: liefund Statement Under Florida law, email addresses are public records. It you do not want your e•mall address released In response to a pub0arecords request, do not send elemonic mail to this entity. Instead, contact the *Mot by phone or by traditional mall. If you have any questions, please contact 850.487.139S. •Pursuant to Section 4S5.27S(1), Florida Statutes, ~Ive October 1, 20t2, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emaits provided nay be used for official COntmunlCatibn with the Ilmnsee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an small address which can be made available to die public To determine If you arc a licensee under Chapter 45S, F.S., please tlkk k&CIL. Product Approval Accepts: EN ava Cie' Ity rd 1 _-?SASE http://www.floridabuilding.org/prlpr app_dtl.aspx?param=wGEVXQwtDgtvA%2bxmzkl... 2/19/2016 INSTALLATION NOTES: 1. ONE 111 INSTALLATION ANCHOR 6 REQUIRED AT EACH ANCHOR LOCATION SHOWN. L THE NUMBER OF INSTALLATION ANCHORS DEPICTED 6 THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PROOUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF t1/2 INCH THE DEPICTED LOCATION B SPACING IN THE ANCHOR LAYOUT DETAILS I.E, Wm TOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NOR. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD SFARLVG SHIM(S)• MAXIMUM ALLOWABLE SHIM STACK TO BE 34 INCH. SHIM WHERE SPACE OF 2/16INCH OR GREATER OCCURS. SHIMIS) SMALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER S. FIN INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 08 WOOD SCREWS OR It GAUGE ROOFING NAILS OR IOd COMMON NAILS OF SUFFICIENT LENGTH TO ACHIEVE I-V2 IN'& MiNIMUM—MBEDMENT IWO WOOD SUBSTRATE INSTALLATION SHALL MAINTAIN MIN. 3/1' EDGE DISTANCE. 6. FIN INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 48 SELFTAPPING SCREYK, OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 R NETRATO BEYOND METAL WALL INSTALLATION SHALL MAINTAIN MIN. 3/B' EDGE INSTANCE 7. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO WOOD FRAMING USE 910 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE WA INCH MINIMUM EMSEOMENT INTO WOOD SUBSTRATE. S. THROUGH FRAME INSTALLATION: FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONAY• OR DIRECTLY INTO CONCREMIMASONRY, USE 3/16INCH DIAMETER Ff W TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1.114 INCH MINIMUM EMBEDMENT. INSTALLATION SHALL MAINTAIN MIN.13/4- EDGE INSTANCE. 9. THROUGH FRAME INSTALLATION: FOR INSTALLATION INTO METAL STUD USE 410 SELF -TAPPING SCREWS OF SUFFICIENT LENGTH TO ACHIEVE A MINIMUM OF 3 H ENETMYTON BEYOND METAL WALL 10. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIOING. 11. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. SILVER LINE BUILDING PRODUCTS SERIES 290014900 EXTRUDED VINYL SINGLE HUNG WINDOW NON -IMPACT) GENERAL NOTES. L THE PRODUCT SHOWN HERON 6 DESIGNED AND MANUFACTURED TO COMPLY WITH THE STH EDITION 2014) FLORIDA WILDING CODE (FOCI), EXCLUDING MVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WOMMCSA 101A.&VA44046/11 L ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, 2X FRAMING, AND METAL FRAMING AS A MAIN WHO FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROIECTOF INSTALLATION. 3. IX AND ZX BUC13 (WHEN USED) SMALL BE DESIGNED AND ANCHORED AS SPECIFIED HEREIN. REFER TO SHEET 6 FOR FURTHER DETAILS OF BUCK INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HERON ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. IN H41R AREAS, ONE TIME PRODUCT APPROVAL TO BE OBTAINED FROM MIAMWAOE REA OR AM S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 12. FOR HOLLOW BLOCK AND GROUT FILLED BLOC(, DO NOT INSTALL 7, IN ACCORDANCE WITH THE STH EDITION FBC WOODINSTALLATIONANCHORSINTOMORTARJOINTS. EDGE DISTANCE IS MEASURED COMPONENTSCUTS SHALL HAVE BEEN PRESERVATIVE NBC, W TREATEDFROMTREEEDGEOFBLOCKOREDGEOFMORTARJOININTOFACESHELLOF OR SHALL BE OF A DURABLE SPECIES AS DEFINED INBLOCK CHAPTER 23. L3. 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 BY THE ANCHOR MANUFACTURER. 14. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OFQSS. L CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 300D PSI. C.GROAT-FRLEO=U- UNIT STRENGTH CONFORMS TO ASIM CAO WITH MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI AND GROUT CONFORMS TO ASTM C 476, MINIMUM GROUT COMPRESSIVE STRENGTH OF 20DO PSL 0. HOLLOW BLOCK CMU - UNIT STRENGTH CONFORMS TO ASTM CAO WITH MINIMUM COMPRESSIVE STRENGTH OF 20DO PSI. E. STEEL- MINIMUM YIELD STRENGTH OF 33 KSL MINIMUM WALL THICKNESS OF 47.6 MIL M.0178• or 18 GAUGE). MIN. 1/2' EDGE DISTANCE F. ALUMINUM- MINIMUM ALLOY 6063-TS. MINIMUM WALL THICKNESS OF 1/16'. MIN. 1/2- EDGE DISTANCE S. GRASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. TABLE OF coNTENrs SHEET REVISION SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATION 3 ANCFIOR LAYOUTS 4 VERTICAL 6 HORIZONTAL SECTIONS (NAIL FIN) 5 VERTICAL 6 HORIZON AL SECTIONS (THROUGH FRAME) 6 MOREZONTAL SECTIONS, BUCK INSTALLATION, 6 6LAZING DETAIL M,4X OVERALL SM DESIGN PRESSURE MISSILE IMPACT RATINGWIDTHHEIGHT' 36' 64' O/X 35 / -35 PSF NON IMPACT 38• 66' O/X 50 / -W PSF NON IMPACT 38' 74• O/X 50 / -50 PSF NON IMPACT 38' 7T O/X 35 / •35 PSF NON IMPACT 44' 62' O/X 50 / •50 PSF NON IMPACT 4B' 72• O/X 35 / -35 P5F NON IMPACT 48' 84' 0/X 20 / -20 PSF NON IMPACT 52' 72' O/X 23 / -25 PSF NON IMPACT 36' 3.75' O/X (ORMJ 35 / •35 PSF NON EMPACT 46' 96' O/X (ORIEL) 20 / -20 PSF NON IMPACT 72- 62' O/X-O/X 35 / -35 PSF NON IMPACT T2' 84• O/XO/X 35 / -35 PSF NON IMPACT 76' 62• O/X•O/X 50 / •50 PSF NON IMPACT 76, 72' O/X-= 50 / .50 PSF NON IAWACT TV 7T O/XO/X 25 / -25 P5F NON IMPACT 60' 74• O/X-O/X 35 / •35 PSF NON IMPACT 96• 74' O/XO/X 30 / .30 PSF ANON IMPACT 108' 62' O/XO/XO/X 50 / -50 PSF NON IMPACT tOB• 7z• O/XO/X•O/X W / -50 PSF NON EAWACT 108• B4' O/X-O/X-O/X 25 1.23 PSF NON IMPACT Digitally signed by Hermes F Norero, P.E. Reason:I am approving this document FL#: FL19715 Date: 2016.02.03 09.40:44 -05'00' SilverUne bYAndersen looe s•ooe4F arE w.veunHE IYLSVE NonN4looHwucwaao: raMAa_= um h W Z b 04 W co F w dW i; o. WF 0 * Nfa A J iiZ y ••K pFL L Ly 19-1; z vp Go N Zf ]L z a u OW& #: SWD002 SHEET: 1 OF 6 MAX. FRAN HEIGHT 9T f C 4 MAX. FRAME HEIGHT 74• MAX. FRAME WIDTH 46• ELEVATION SINGLE HUNG WINDOW MAX. FRAME WIDTH 96" da) ELEVATION TWIN SINGLE HUNG WINDOW QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL 29014WI RATINGS, SINGLE UNIT CONFIGURATIONS QUALIFIED CONFIGURATIONS ARCH TOP CONFIGURATIONS FOR ALL ZM-4902 -r RATINGS, TWIN UNIT CONFIGURATIONS MAX FIL HEIGHT t MAX FRAM HEIGHT 94 MAX. FRAME WIDTH 48- ELEVATION SINGLE HUNG OIULL WINDOW MAX FRAME WIDTH 106' TRIPLE SINGLE HUNG WINDOW Silver Line tryArKkrSM vueavt.seeu e/Y 50.HT LOE 1i4'E Nek111Cle6WIa W aODt M 431) 4,1-%= JZ N O N -. y i cim Z m 41 W CD W d F G ZO i a0 m yI j V1 X :k < ZOQ uYV1l V& n SWD002 IEET: 2 OF 6 2' MAX r J 11• MAX. FROM I O.C. CORNERS j 2' MAX a ln• MAxL CORNERS r O.C. I1' MAX. - O.C. a 1/2' O.C. 1 x.7 L 2' MAX. 2' MAX. FROM CORNERS, T— 2'MAX NM'4eI6rWMATW30PW 6 Au.4EAW4EirAXt'04' FROM ATNLAp. IA#W ANo SML CORNERS ANCHOR LAYOUT NAIL RN - SINGLE HUNG WINDOW 6' MAX. FROM 3— w MAX CORNERS I O.C. 6' MAX. FROM CORNERS 20. O.C. L 6' MAX. FROM Lli I ANCHOR LAYOUT THROUGH FRAME - ANGLE HUNG WINDOW 161) 6' MA FROM CORNERS I _ 41/2' MAX O.C. ANCHOR LAYOUT NAIL FIN -TWIN SINGLE HUNG WINDOW I' MAX FROM { 6• MAX• CORNERS I r — r O.C. 6' NI 0.4 I- 11011MILE 1' MAX I 6' MAX. FROM F O.C. CORNERS ANCHOR LAYOUT NAIL FIN • TRIPLE SINGLE HUNG WINDOW 6' MAX. FROM L 12 3/4' MAX CORNERS 16 U ANCHOR STRAP FROMP/N 50-2995-2 CORNERSSEESHEET5FOROETAU.S ANCHOR LAYOUT THROUGH FRAME -TWIN SINGLE HUNG WINDOW 12' MAX O.C. 22 NINE Si verLind byAndersm YI tOYt Ot tt ME SG.YERDE l tiN: Wlw 4utwawrc& W m : M oft cm, 8 ALu 49 N3 _ N ~ < Z x ILN < Wp F a 0 I ANGHOR a m Vf m J VI STRAP Y < Z zP/N 50.2999-2 o v SEE SHEET S FOR DETAILS OWG #• ANCHOR LAYOUT SWD002 THROUGH FRAME- TRIPLE SINGLE HUNG WINDOW SHEET. 3 of 6 CONCRETE/MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY 6 ZX WOOD BUCK BY OTHERS ZX WOOD BUCK BY OTHERS SEE SHEET 6 FOR CONNECTION DETAILS 8 WOOD SCREW INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER O.A. SEALANT UNIT BY OTHERS HEIGHT EXTERIOR 1 O.A. UNIT HEI6HT SEE GLAZING DETAIL. SHEET 6 L R/2' MIN. EMBEDMENT l INTERIOR B1 VERTICAL SECTION J NFAD-ZXWOOD BUCK NAIL FIN SEE GLZING DETAIL. SHEET 6 EXTERIOR TT INTERIOR 3/ B' Mm EDGE DIST. 1MAX. 1/4' MAX. SHIMM SPACE SHIM SPACE SASH REINFORCD46 SEE SHEET 6 FOR REQUIREMENTS SEE GLAr DETAIL SHEET6 INTERIOR PERIMETER 1 SEALANT 1 BY OTHERS 1/4' MAX EXTERIOR FINISH SHIM SPACE BY OTHERS 8 WOOD SCREW INSTAUAITION ANCHOR 77r 3/8' MIN. EDGE DIST• 2X WOOD BUCK BY OTHERS SEE SHEET 6 FO CONNECTION DETAILS a a~ CAULK BETWEEN CONCRETE/MASONRY CONCRETE/ MASONRY 6 2X J MIN. BY OTHERS WOOD BUCK BY OTHERS EMBEDMENT q VERTICAL SECTION 4J SILL- Ix WOOD BuOc NAIL FIN EXTERIOR OA. UNIT WIDTH MIN. 3/ 8' EDGE DISTANCE MTN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE 8 GIL 5 SELF-TAPP516 SCREW INSTALLATION ANCHOR METAL STUD BY OTHERS. SEE SHEET 1 INSTALLATION NOTE M EXTERIOR FINISH BY OTHERS PERIMETER SEALANT BY OTHERS HORIZONTAL SECTION 4 JAMB . METAL STUD NAIL FIN SilverUne gMdewn i aea a•eoees oamvenraonnF wane aavwwmc w onet naoanariafeo N O h Z a I O Ova v aCr 26 Lu tju moA xx aaea LWa de v mtn mN 0,; h ry S Y Z O 0 N6 M. 5WD002 4EET: 4 OF 6 10 WOOD SCREW 3/a• MININSTALLATIONANCHOR EDGE OtSTANCE 2X WOOD BUCK/STUD BY OTHERSCONCRETE/ MASONRY a SEE SHEET 6 FOR 1/4' MAX BY OTHERS CONNECTION OETAn 5 SHIM SPACE CAULK BETWEEN °• ; •° SASH REINFORCING CONCRETE/MASONRY ' ' e` ' SEE SHEET 6 FOR REQUIREMENTS IF By OTHERS '.' SEE Gt G 11/2" MIN. DETAIL SHEET 6 EXTERIOR FIMS14 EMBEDMENT BY OTHERS INTERIOR 1/4' MAX PERIMETER SEALANT SHIM SPACE BY OTHERS i O.A. EXTERIOR ( / UNIT INTERIOR HEIGHT f SEE GLAZING 11 DETAIL, SHEET 6 VERTICAL SECTION S HEAD -2K WOOD BUCK THROUGH FRAME SEE GLAZIr16 DETAIL, SHEET 6 EXTERIOR O.A. UNIT / \ HEIGHT PERIMETER SEALANT BY OTHERS MIN. 3 THREADS PENETRATION BEYOND METAL STRUCTURE MIN.1/2' EDGE DISTANCE 10 6R b SELF -TAPPING SCREW INSTALLATION ANCHOR METAL TUBE/STUD OR APPROVED MULLION BY OTHERS, SEE SHEET 1 INSTALLATION NOTE 14 PERIMETER SEALANT EXTERIOR SY OTHERS O.A. UNIT WIDTH F HORIZONTAL SECTION 11 5 JAMS - METAL TUBE/STUD ORAPPROVED MUWON THROUGH FRAME 5) # 14 PANCAKE HEAD SCREAMS FROM STRAP TO FRAME, HOLES PROVIDED TO ACCOMODATE 014 DIA. INTERroR ANCHOR STRAP, AT TWIN 6 TRIPLE CONFI6.ONLY. SEE 0.0620 PLANVIEW -ANCHOR STRAP P/ N 50-2995-2)' DETAIL AT RIGHT FOR INSTALL REQ. 0.5 ) r 1/4" MAX ISHIMSPACEEXTERIOR FINISH 11/1° MIN. BY OTHERS a :• • ' e • : - EMBEDMENT PRECAST SILL I a BY OTHERS i 3/ 16' rTW TAPCON INSTALLATION ANCHOR ° 13/ 4' MIK• ° EDGE DISTANCE TVERTICAL SECTION SILL- CONCRETE/MASONRY THROUGH FRAME 0( 2)—r6.0000 1 INSTALLATION ANCHORS FROM ANCHOR STRAP TO PLAN VIEW - ANCHOR STRAP (P/N 50.2995.2) OPENING. SEE ANCHOR REQUIREMENTS BELOW. ANCHOR STRAP ANCHORING REQUIREMENTS: A. FOR INSTALLATION TO CONCRETE/MASONRY, USE (4) 3/16' ITW TAPCON5 PER STRAP, MIN. 1-1/4' EMBEDMENT, MILL 1-3/4- EDGE DISTANCE. S. FOR INSTALLATION TO METAL STUD, USE (4) #10 SELF-DRULD46 SCREWS, 6R. 5, PER STRAP. MIN. 3 THREADS PENETRATION, MIN. 3/4' EDGE DISTANCE. C. FOR INSTALLATION TO WOOD, USE (4) #10 WOOD SCREWS PER STRAP. MIX 1- 1/2' EMBEDMENT, M13N.1' EDGE DISTANCE. SilverLine 6YMdP. mn ram a o wiwwwsw( o:.wanu rw(=° lsIDm Q3 a Q$ d o oa ZCCC o iL'e aZyu b m c y yw v m J JL Fm0 Zmaau a 4( LJj -"/, a 8 n 4 = s E! T mVI m coZ J Yf Z C N DWG #: 5 ` • 0002 SHEET: 5 OF 6 INTERIOR EXTERIOR INTERIOR 0 SMALL' FRAME 'LARGE' FRAME REINFORCING EXTERIOR AMFORLM46 SEE BELOW FOR REINF. SEE BELOW FOR REINF. REQUIREMENTS REQUIREMENTS. r, VERTICAL SECTION 114-\ HORIZONTAL SECTION 6 MEETING STILE 6 INTERMEDIATE FRAME MULLION I- ALUMINUM SASH REINFORCING IS REQUIRED FOR THE FOLLOWI46 SIZE/RATINGS: 48 X 7Z, (O/X), DESIGN PRESSURE •/- 35 PSF 36 X $4. (O/X), DESIGN PRESSURE •/- 35 PSF 38 X 74, (O/X), DESIGN PRESSURE •/• 50 PSF 38 X 77, (O/X), DESIGN PRESSURE •/- 35 PSF 72 X 84, (O/X-O/X), DESIGN PRESSURE •/• 35 PSF 76 X 72, (O/X-OM, DESIGN PRESSURE •/- 50 PSF 108 X 62, (O/X-O/X-O/X), DESIGN PRESSURE •/•50 PSF 108 X 72, (O/X-O/X-O/X), DESIGN PRESSURE •/-50 PSF c- STEEL INTERMEDIATE FRAME 'LARGE' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RAT"S: 76 X 62, (O/X-O/X), DESIGN PRESSURE •/- 35 PSF 0 - STEEL INTERMEDIATE FRAME'SMALL' REINFORCING IS NOT REQUIRED FOR THE FOLLOWING SIZE/RATINGS: 76 X 62, (O/X-O/X), DE5I6N PRESSURE •/- 35 P5F NOTE: ALL 6LAZING CONFIGURATIONS SHALL COMPLY WITH SAFETY GLAZING REQUIREMENTS OUTLINED IN CURRENT FBC AND ASTM E 1300 6LA55 LOAD RESISTANCE 5/8' O.A.1:.6.GLASS EXTERIOR / \\ INTERIOR MIN. GLASS 1 p am 1/2, 0 -1 1/8' SETTING BLOCK GLAZING DETAIL 1 NOTE: 1. LOCATION OF BUCK OR WINDOW ANCHORS MAY BE ADJUSTED TO MAINTAIN 1' MIN. CENTER TO CENTER SPACING BETWEEN ANCHORS SUCH THAT MAX. O.C. SPACING SPECIFIED I5 NOT EXCEEDED. 2. BUCK MAY BE FLUSH WITH FACE OF THE BLOCK 1/4' ITW TAPCON ANCHOR 4' FROM CORNERS 16' MAX O.C. THEREAFTER ZX WOOD BUCK OF SUFFICIENT DEPTH TO FULLY SUPPORT L WINDOW FRAME. BY OTHERS I v4' MIN. EMBEDMENT e. - t 1/2' MIN. EDGE DISTANCE 2' MIN. EDGE DISTANCE CONCRETE/ MASONRY BY OTHERS BUCK INSTALLATION DETAIL Silverline brAWersw noe.e•oeeos aE mvelw a ogre NO" mm"m m w aam W..0=433-MO i F SaZ 1R Z wmi A•{( h gw QQ CN N S o;eLLo Z Z m < Fr y W O 5G 3CI FFmd1 F W d a O• •A.. A% 4'1 T luGWm1nmy) J VI Y t<dZvi DW6 #: SW0002 SHEET: 6 OF L WINDOW 8 DOOR MANUFACTURERS ASSOCIATION 10 W D M AConformance Hallmark® Certificate of and License CCL lit Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. Adtninisvati.-eManesemntt systans, Inc. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-023.09 2800/2803.2804 3 Panel Horizontal Slider 101/I.S.2/A440-11 Class R-PG30; Size Tested 2286mm 1219mm E7251.01-109-47 5/21/2015 5/26/2025 2286mm x 1219mm (90 x 48)' Type-HS; DP +30/-30 psf; Water Test Press 220Pa 4.59psQ 440-H-025.36 2900/4900170 Series 101/I.S.2/A440-08 Class-R-PG35; Size tested 914mm 2127mm B9241.01-109-47 7/17/2012' 3/8r2017 914x2127mm (36x84in}H, 440-H-025.38 2900/4900 70 Series ASTM E-1996-05 / Wind Zone 3, Missile level D, 914mm 1930mm NCTL-110-15665-2 6/7/2013 12/19/2016 ASTM E-1886-05 Cycle Pressure = +/-50 psf 440-H-025.39 2900/4900 70 Series 1011I.S.2/A440-08 Class R-PG50; Size tested 1219mm 1676mm NCTL-110-15664.1 5/22/2013 4/3/2017 1219x1676 mm (48x66 in}H 440-H-025.40 2900/4900 70 Series 101/I.S.21A440-08 Class R-PG50; Size tested 914mm 1930mm NCTL-110-15665-1 5/24/2013 4/3/2017 914x1930 mm (36x76 in)-H 440-H-025.41 2900/4900 Impact 70 Series ASTM E-1996-05 / Wind Zone 3, Missile Level D, 1219mm 1676mm NCTL-110-15664-2 6/7/2013 12/20/2016 ASTM E-1886-05 Cycle Pressure = +/-50psf 440-H-025.42 2901/4901 101/I.S.21A440-08 Class LC-PG25; Size tested 1118mm 1905mm C7074.01 7/1/2013 5/1/2017 1118x1905mm (44x75in)-Type H; Positive Design Pressure DP) = 1200Pa (25psf); Negative Design Pressure DP) = 1200Pa (25psf); Water Penetration Resistance Test Pressure = 180Pa (3.76psQ 440-H-025.43 2901/4901 101/I.S.2/A440-08 ClassjlCjPG5,0;.Size tested 965mm, 1676mm C7074.01' 7/1/2013 5/1/2017 965x•1676mm' (38x66in'}Type H; PosiUve,D_esign Pressure DP) a 2400Pa;(60psi); Negative Design` Pressure DP) = 2400Pa (50psQ; Water Penetratidn Resistance Test. Pressure = 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 7 WINDOW 8 DOORONMANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs W. IOWDMA Conformance and License CCL Adni°'ara`"Y°` systems, Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.44 2901/4901 101/I.S.2/A440-08 Class LC-PG50; Size tested 1118mm 1575mm C7074.01 7/1/2013 5/1/2017 111$x1575mm' (44x62in')- Type H; Positive Design Pressure (DP)'= 2400Pa 50po; Negative Design Pressure (DP) = 240UPa 50psQ: Water Penetration Resistance Test' Pressure = 360Pa (7.52psf) 440-H-025.45 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/1/2013 5/12017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf); Water Penetration Resistance Test Pressure 360Pa (7.50psf) 440-H-025.46 2901 101/I.S.2/A440-08 Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-1 7/12013 5/12017 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440-H-025.47 29001mpact ASTM E-1996 121ASTM Class R-PG50: Size tested 1016mm 1829mm NCTL-110-16178-2 7112013 5/12017 E-1886-05 1016x1829mmm (40x72in) - Type H; DP = 2400Pa (50psf); DP =-2400Pa (-50psf) 440•H-025.49 2900/4900 101/I.S.2/A440-08 Class R-PG35: Size tested 1219mm 1829mm C9979.01-109-47 91242013 7/222017 1219x1829mm (48x72in}H; DP+30/-30; Water Pen. Rsist Test Pressure = 360Pa 7.52psf) 440 H-025.50 2901/49D1 101/I.S.2/A440-08 Class. LC-PG50,, Size Tested' 965mm 1880mm D7075.01-109-47; 1/142014 2/24/2017 965mm x 1880mm • (38 x 74in') Type-H; DP +50/-50 psf; Water Test Press 360Pa 7.52psf) 440-H-025.52 2901/4901 Impact TAS 201/2021203-94 DP 8 Cycle Pressure +50/-50 52in 73in NCTL-110-16675-1 3/52014 2/202018 psf 440-H-025.53 2901/4901 Impact TAS 201/202/203-94 DP 8 Cyde Pressure +50/-50 38in 62in NCTL-110-16675-1 3/52014 2/202018 psf 440-H-025.55 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 1321mm 1854mm NCTL-110-16675.3 315/2014 12/122017 1321 x 1854mm (-52 x 73 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 8 f— WINDOW R DOOR L_J MANUFACTURERS ASSOCIATION Hallmark® Certificate of LEIWDMA Conformance and License (CCL) jlit D Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC. A°'°`°S 5,10C `"` Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.57 2901/4901 Impact 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1575mm NCTL-110-16675-3 315/2014 12/12/2017 965 x 1575mm (-38 x 62 in.) Type-H 440-1-1-025.59 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psf, Missile D. 1321mm 1854mm NCTL-110-16675-2 3/5/2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.60 2901/4901 Impact ASTM E-1996 121ASTM DP +50/-50 psf, Missile D, 965mm 1575mm NCTL-110-16675-2 31&2014 2/20/2018 E-1886-05 Wind Zone 4 440-H-025.61 2900-4900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm, 2134mm D9957.01-10947 10/9/2014 8/6R018 1219mm x 2134mm (48 x 84) Type-H, DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-025.62' 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class R-PG25; Size Tested 1321mm 1829mm D9957.01-109.47 10/9/2014 8/6/2018 1321mm x 1829mm (52 x 72) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-025.63 29004900 Series/29014901 Single Hung Window 101/I.S.2/A440-11 Class LC-PG30; Size Tested 1219mm 1956mm D9359.01-109-47 1/28/2015 7/22024 1219mm x 1956mm (48 x 77) Type-H; DP +30/-30 psf; Water Test Press 260Pa (5.43psQ 440•H-025.64 29004900 Series29014901 Single Hung Window 101/I.S.2/A440-11, Class LC-PG35; Size Tested 1219mm 1829mm D9964.01-109-47 1/29/2015 8/42024 1219mm x 1829mm (48 x 72)' Type-H; DP +35/-35 psi; Water Test Press 260Pa (5.43psQ 440-H-025.65 2900-4900 Series29014901 Single Hung Window' 10111.S.2/A440-11 Class LC-PG35; Size Tested 965mm 1956mm. D9964.01-109.47 1/292015 8142024 965mm x 1956mm (38 x 77) ' Type-H; DP +35/-35 psf; Water Test Press 260Pa (5.43psQ 440-H-025.66 29004900 Series2901/4901 Oriel Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 1219mm, 2438mm E5610.01 31162015' 4/13/2025 1219mm x 2438mm (48 x 96) Type-H; DP +20/-20 psi; Water Test Press 150Pa (3.13psQ 440-H-025.67 29004900 Series2901/4901 Single Hung 101/I.S.2/A440-11 Class R-PG50; Size Tested 965mm 1676mm E5611.01-109-47 3/162015 7/22024 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.68 2900-4900 Series29014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50; Size Tested "965mm 1880mm E5612.01-109-47 6/12015 9/82025 965mm x 1880mm'(38 x 74) Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ WD-20 10114109 Friday, May 13, 2016 Page 9 1 WINDOW 8 DOOR L_—i MANUFACTURERS ASSOCIATION Hallmark® Certificate of ter' AMS, INC. WDMA Conformance and License CCL Adminisusr veMeousernen` systems, tne. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-025.69 2900-4900 Seriesr29014901 Single Hung 101/I.S.21A440-11 Class LC-PG50; Size Tested 965mm 1676mm E5611.01-109.47-rl 8/21/2015 2/25/2025 965mm x 1676mm (38 x 66)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-025.70 2900-4900129014901 Single Hung 101/I.S.2/A440-11 Class LC-PG50: Size Tested 1118mm 1575mm E9219.01-10947 1/15/2016 2/812026 1118mm x 1575mm (44 x 62)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.19 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15; Size tested 2032mm 2134mm C1050.01-10947 12/28/2012 8/9/2016 2032x2134mm (8Ox84 in)-H 440-H-027.20 2907TW/4907TW 101/I.S.2/A440-08 Class R-PG15: Size tested 2286mm 1880mm C4709.01-10947 1/31/2013 12/1312016 2286x1880 mm(90x74 in)-H 440-H-027.21' 2900/4900 101/1.S.21A440-08 Class R-PG35; Size tested 1829mm 2134mm C9952.01-109-47 9/24/2013 7/24/2017 1829x2134mm' (72x84in')-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ, 440-H-027.22 2902/4902 101/I.S.21A440-08 Class R-PG50; Size tested 1994mm 1524mm C7070.01-109-47 9124/2013 7/22/2017 1994xl524mm' (79x60in')-H; DP+50/-50; Water Pen. Rsist. Test Pressure = 360Pa 7.52psQ 440-H-027.23 2902/4902 Twin Single Hun_ g Window 10111.S.2/A440-11 Class R-PG35; Size Tested 2032mm 1880mm C0328.01-10947 2/5/2014 9/19/2017 2032mm x 1880mm (80x74in) Type-H; DP +35/-35 psf, Water, Test Press 260Pa (5.43psQ 440-H-027.24, 2902/4902 Twin Single Hung Window 1011l.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm C0328.01-109.47 215/2014 9/19/2017 1918mm x 1575mm (7642in) Type-H; DP +50/-50 psl; Water - Test Press 360Pa (7.52psQ 440-H-027.25 2902/4902 Twin Single Hung Window 1011I.S.2/A440-08 Class R-PG30: Size Tested 2426mm 1880 mm C0375.01-109-47' 3/5/2014 1/18/2017 2426 x 1880 mm (-96 x 74 in.) Type-H 440-H-027.26 2902/4962 Twin Single Hung Window 1011l.S.2/A440-11 Class R-PG35; Size Tested 1829 mm, 1575 mm D9358.01-109-47' 1/27/2015 8/6/2024 1829 mm x 1575 mm (72 x 62) Type-H: DP +35/-35 psf; Water Test Press 260Pa 5.43psQ, WD-20 10114109 Friday, May 13, 2016 Page 10 WINDOW 8 DOOR MANUFACTURERS ASSOCIATION Hallmark® Certificate of *X>\ IOWDMAConformance and License CCL Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMS, INC, Ad'°`°````Y''''°°`°` sysum"' lax. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-027.27 2900-4900/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG15; Size Tested 2426mm 1880mm E7252.01-109-47 5/12/2015 5/27/2025 2426mm x 1880mm (96 x 74) Type-H; DP +15/-15 psf; Water Test Press 180Pa (3.76psQ 440-H-027.28 2900-4900129024902 Twin Single Hung 101/I.S.21A440-11 Class R-PG25; Size Tested 2032mm 1880mm E7252.01-10947 5/12/2015 5/27/2025 2032mm x 1880mm (80 x 74) Type-H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-1-1-027.29 2900.4900 Sedes/2902-4902 Twin Single Hung 101/I.S.2/A440-11 Class R-PG25; Size Tested 1918mm 1956mm E7244.01-109-47' 8/6/2015 9/8/2025 1918mm,x 1956mm (76 x 77)' Type-H; DP +25/-25 psf; Water - Test Press 180Pa (3.76psQ, 440-H-027.30 29004900 Series/2902-4902 Twin Single Hung 101/l.S.2/A440-11 Class R-PG15; Size Tested 2184mm 2134mm E9218.01-109-47 12/29/2015 3/27/2026 2184mm x 2134mm (86 x 84) Type-H; DP +15/-15 psf; Water Test Press 360Pa (7.52psQ 440-H-027.31 29004900129024902 Twin SH 101/I.S.2/A440.11 Class R-PG50; Size Tested 1918mm 1829mm. E9220.01-109.47 1/15/2016 1/27/2026 1918mm x 1829mm (76 x 72)' Type-H; DP +50/-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.32 2900.4900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG50; Size Tested 1918mm 1575mm F2423.01-109.47 1/15/2016 10/22/2025 1918mm x 1575mm (76 x 62)' Type-H; DP +501-50 psf; Water Test Press 360Pa (7.52psQ 440-H-027.33 29004900/29024902 Twin SH (Finless) 101/I.S.2/A440-11 Class R-PG30; Size Tested 2426mm 1880mm F2252.01-10947 2/19/2016 10/21/2025 2426mm x 1880mm (96 x 74) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psQ 440-H-028.14 2903/4903170 Series 101/I.S.2/A440-08 Class R-PG50;Size tested 2737mm 1575mm B643001 41SQ012 12/16/2016 2737xl575mm (108x62in}H 440-H-028.15 2900/4900/ 70 Series 101/I.S.2/A440-08 Class R-PG15; Size tested 2718mm 2134mm C4710.01-109-47 2/19/2013 1/17/2017 2718x2134mm (107x84in}H 440-H-028.16 2900/4900/ 70 Series 1011I.S.21A440-08 Class R-PG30; Size tested 2718mm 1575mm C4710.01-10947 2/19/2013 1/17/2017 2718x1575mm'(107x62in'-H 440-H-028.18 2903/4903 Series 101/I.S.21A440.11 Class R-PG35; Size Tested 2737mm 1880mm D5516.01-109.47 3/26/2014 3/22/2018 2737 x 1880mm (-108 x 74 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 11 WINDOW R DOORmMANUFACTURERS ASSOCIATION IOWDMAConformance Hallmark® Certificate of . and License (CCL) lit > Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 AMs, INC. Adm'°''""r"'°`°` Systems, lee. Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-028.19 29004900 Series/29034903 101/I.S.2/A440-11 Class R-PG50; Size Tested 2737mm 1829mm 'C0329.01-10947' 11f7/2014 2/21/2018 2737mm.x 1829mm (108 x 72) Type-H; DP•+50/-50 psf; Water Test Press 36013a'(7.52psQ 440-H-028.20 2900/4900 Series 2903/4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG20; Size Tested 2743mm 2134mm E5617.01109.47 4/10/2015 4/14/2025 2743mm x 2134mm (108 x 84) Type-H; DP +20/-20 psf; Water Test Press 150Pa (3.13psQ 440-H-028.21 2900/4900/70-2903/4903 Triple Single Hung, 101/I.S.2/A440-11 Class R-PG25; Size Tested 2737mm 2134mm E7250.01-109.47 8/21/2015 10/14/2025 2737mm x 2134mm (108 x 84) Type=H; DP +25/-25 psf; Water Test Press 180Pa (3.76psQ 440-H-028.22 2900-490012903-4903 Triple Single Hung 101/I.S.2/A440-11 Class R-PG30: Size Tested 2737mm 1575mm E9222.01-109.47 2/4/2016 2/16/2026 2737mm x 1575mm (108 x 62) Type-H; DP +30/-30 psf; Water Test Press 220Pa (4.59psQ 440-H-029.06 2907/4907 101/I.S.2/A440-08 Class R-PG20; Size tested 1219mm 2134mm C1542.01-109-47 12/28/2012 9/5/2016 1219x2134 mm (48x84 in}H 440-H-029.07 4900/2900170 101/I.S.2/A440-08 Class R-PG35; Size tested 1118mm 1524mm C7073.01-109-47 10/31/2013 &1/2017 1118x1524mm' (44x60'in)-H; DP+35/-35; Water Pen. Resist. Test Pressure = 260Pa 5.43psQ 440-H-029.08 2900490012907-4907 Single Hung 101/I.S.2/A440-11 Class R-PG35; Size Tested 1016mm 1727mm E5613.01-10947 3/3/2015 3/8/2025 1016mm x 1727mm (40 x 68) Type-H; DP +35/-35 psf; Water Test Press 26013a (5.43psQ 440-H-030.15 2900/4900 Series 101/I.S.2/A440-11 Class R-PG20; Size Tested 2032mm 1575mm D2935.01-109.47 1114/2014 11/1212017 2032 x 1575mm (80 x 62in}H; DP +20/-20psf; Water Pen Resist. Test Press = 150Pa 3.13psQ 440-H-030.16 2907TR/4907TR Series 101/I.S.21A440-11 Class R-PG20; Size Tested 2718mm 1880mm D5514.01-109.47 3/26/2014 5/6/2018 2718 x 1880mm (-107 x 74 in.) Type-H 440-H-030.17 2907TR/4907TR Series 101/I.S.2/A440-11 Class R-PG35; Size Tested 2718mm 1575mm D5514.01-10947 3f26/2014 3/23/2018 2718 x 1575mm (-107 x 62 in.) Type-H WD-20 10114109 Friday, May 13, 2016 Page 12 WINDOW R DOORI._.. j MANUFACTURERS ASSOCIATION Hallmark® Certificate of AMs, INC. V. AdminisUed-c Management Conformance and License (CCL) systems. Inc. Silver Line Building Products Mfr ID: 440 One Silver Line Drive For more Information visit www.amscert.com North Brunswick, NJ 08902 Website: TEL: 800-234-4228 ext 4644 Product No. Product Name Standard Rating Wide High Test Report # CertDate ExpDate 440-H-089.00 5500/5510 Side Lite (Specimen 2) 101/I.S.2/A440-11 440-H-089.01 5500/5540Transom (Specimen 1) 101/I.S.2/A440-11 WDMA HEREBY CERTIFIES that the aforesaid Company ("Licensee"), at its participating manufacturing plant(s), is licensed to use the WDMA Registered Hallmark on product lines that have been manufactured in accordance with the standards. It is further certified that the plant(s), facilities, quality control procedures, methods, and processes of Licensee have been inspected by WDMA, and are subject to regular follow-up inspection and test. It is further certified that samples of the product set forth above were tested and found to comply with the standards. Class R-PG35; Size Tested 1245mm x 2432mm (49 x 96) Type-SLT; DP +351-35 psf; Water Test Press 260Pa 5.43psQ Class R-PG35; Size Tested 2734mm x 914mm (108 x 36) Type-TR; DP +35/-35 psf-, Water Test Press 260Pa 5.43psQ By: 1245mm 2432mm E6290.01-109-47 2734mm 914mm E6290.01-109-47 JtL I-c(_ John McFee, VP c 11 /23/2015 4/27/2025 11 /23/2015 4/27/2025 Ii'DAM Hallmark By. 102,a j, Rhonda Schott, Authorized Representative, AMS Program Sponsor: Program Administrator: Window and Door Manufacturers Assoc Administrative Management Systems, Inc. 330 N. Wabash Avenue, Suite 2000 PO Box 730, 205 West Main Chicago, IL 60611 Sackets Harbor, NY 13685 TEL (312)673-4828 www.wdma.com TEL (315)646-2234 staff@amseert.com WD-20 10114109 Friday, May 13, 2016 Page 26 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 398 East Dania Beach Blvd. Suite 338 Dania Beach, FL 33004 954.399.8478 PH 954.744.4738 FX contact@buildingdrops.com Product Evaluation Report Of Silver Line Building Products Series 2900/4900 — Extruded Vinyl Single Hung Window Non -Impact) for Florida Product Approval FL# FL 19715 Report No. 3947 5th Edition Florida Building Code Method: Category: Sub — Category: Product: Material: Product Dimensions: 1— A (Certificate) Windows Single Hung Series 290014900 Single Hung Window PVC See Installation Instructions, SWD002 Prepared for: Silver Line Building Products One Silverline 'Dr. North Brunswick, NJ 08902 Prepared by: Hermes F. Norero, P.E. Florida Professional Engineer # 73778 Date: 12/15/2015 Contents: Evaluation Report Pages I — 4 Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2016.02.12 12:20:17 -05'00' O O 7 s/ONAL Hermes F. orero, P.E. Florida No. 73778 BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 Manufacturer: Silver Line Building Products Product Category: Windows Product Sub -Category: Single Hung Compliance Method: State Product Approval Method (1)(a) Product Name: Series 2900/4900 Single Hung Window FL#: FL19715 Date: 12/15/2015 Report No: 3947 Scope: This is a Product Evaluation Report issued by Hermes F. Norero, P.E. (FL # 73778) for Silver Line Building Products based on Method la of the State of Florida Product Approval, Florida Department of Business and Professional Regulation - Florida Building Commission. Limits of Use: Hermes F. Norero, P.E. does not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. This product has been evaluated for use in locations adhering to the Sth Edition Florida Building Code. See Installation Instructions SWD002, signed and sealed by Hermes F. Norero, P.E. (FL # 73778) for specific use parameters. 1. This product has been evaluated and is in compliance with the 51h Edition 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 into substrate material shall be beyond wall dressing or stucco. 3. When used in areas requiring wind borne debris protection this product complies with Chapter 16 of the 5th Edition Florida Building Code and does require an impact resistant covering. 4. Site conditions that deviate from the details of drawing SWD002 require further engineering analysis by a licensed engineer or registered architect. 5. See Installation Instructions SWD002 for size and design pressure limitations. Hermes F. Norero, P.E. Florida No. 73778 Page 2 of 4 A\\ BUILDING DROPS A Perfect Solution in Every Drop Certificate of Authorization: 29578 FL#: FL1971S Date: 12/15/2015 Report No: 3947 Certification Agency: The manufacturer has demonstrated compliance of window products in Accordance with the Florida Building Code and State Rules for manufacturing under a Certification Agency through Window and Door Manufacturers Association (FBC Organization #: CER1508). Performance Standards: The product described herein has been tested per: AAMA/WDMA/CSA 101/I.S.2/A440-08/11 Referenced Data: 1. Product Testing performed by Architectural Testing FBC Organization # TST1558) Report: Dated: B6430.01-109-47 3/09/2012 C0329.02-109-47 3/17/2014 C0375.01-109-47 3/11/2013 C0328.01-109-47 1/03/2014 C7074.01-109-47 6/17/2013 C7075.01-109-47 8/16/2013 C9952.01-109-47 8/30/2013 D9358.01-109-47 9/17/2014 D9957.01-109-47 9/16/2014 D9964.01-109-47 1/05/2015 E5610.01-109-47 3/05/2015 E5611.01-109-47 3/03/2015 ES612.01-109-47 5/07/2015 E7244.01-109-47 6/16/2015 E7250.01-109-47 6/16/2015 E9219.01-109-47 10/21/2015 E9220.01-109-47 10/21/2015 2. Certification Agency Window and Door Manufacturers Association FBC Organization #: CER1508) 3. PVC profiles meet requirements of WDMA/HallMark WD-61 in accordance with AAMA 303 Hermes F. Norero, P.E. Florida No. 73778 Page 3 of 4 BUILDING DROPS A\\) A Perfect Solution in Every Drop Certificate of Authorization: 29578 Installation: 1. Approved anchor types and substrates are as follows: FL#: FL19715 Date: 12/15/2015 Report No: 3947 Nailing Fin Installation: A. For two by (2X) wood frame substrate (Min. S.G. = 0.55), use #8 PH Wood Screw OR 11 Gauge Roofing Nails OR 10d Common Nails type wood frame anchors of sufficient length to achieve minimum embedment of 1.50" into wood framing. B. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #8 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Through Frame Installation: A. For two by (2X) wood buck substrate (Min. S.G. = 0.55), use #10 PH Wood Screw type installation anchors of sufficient length to achieve a minimum embedment of 1.50" into the wood substrate. B. For concrete (Min. f c = 3000 psi) or masonry (Conforms to ASTM C90) substrate where one by (1X), non-structural, wood bucking is employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. C. For concrete (Min. fc = 3000 psi) or masonry (Conforms to ASTM C90) substrate where wood bucking is NOT employed, use 3/16" diameter ITW HWH Tapcon type concrete screw anchors of sufficient length to achieve minimum embedment of 1.25" into concrete or masonry. D. For steel stud substrate (Min 18 Ga., Fy = 33 ksi), use #10 TEK PH or HWH Screw type steel stud anchors of sufficient length to achieve minimum 3 threads penetration beyond steel structure. Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Design Pressure: Refer to Installation Instructions (SWD002) for anchor spacing and more details of the installation requirements. Hermes F. Norero, P.E. Florida No. 73778 Page 4 of 4 428/2017 Florida Building Code Online ecis Nome I Log in I User aegistration I Hot Topics I Submit Surcharge I Stats a Facts I Publiatlon9 I FSC Stall I SCIS Site Map I Unks I Se&Xh FIUfaL3 t . '+X;, " Product Approval USER: Public User Product Approval Menu > Product or Application Search > Anoliction List > Application Detail FL # FL12194-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, R. 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@al uminumcoi Islnc. com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Flame who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden t' Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R3 COI ALCIS001 Evaluation Report 2014 FBC 04 T4 Soffits Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 httpsltwww.Floridabuilding.orglpr/pr app dU.aspx?param=wGEVXQwtDquk24AUC%2fEHMrNrkL4bysALEZSXMjsXSGEO*lo2f1CXzY WI*3d%3d 12 4/28/2017 Florida Building Code Online Product Approval Method Method L Option O Date Submitted 08/27/2015 Date Validated 08/28/201S Date Pending FBC Approval 09/04/2015 Date Approved 10/16/2015 Date Revised 04/05/20t7 Summaiif of Products. . ,_ ..:fi `. •.+',.,' -. `- v,. :.' _.... .._... T,-- i •- ,: - ---:.,t ;,—,--....,. FL # Model, Number or.Narne Oescriptlon 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: Yes FL12194 R3 II ALC15001 Evaluation Report 2014 FBC 04 T4 Soffits.odf Impact Resistant: N/A Design Pressure: +80/-90 Other: See Evaluation Report for limits of use. Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: Yes Evaluation Reports FL12194 R3 AE ALClSO01 Evaluation Report I014 FBC 04 T4 Sofflts.Ddf Created by Independent Third Party: Yes Contact us :: 2e01 Blair stone Road. Tallahassee FI. 32399 Phone: ew-487.1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Aressibllity 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 mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact SS0.487.1395. -Pursuant to Section 4SS.275(11, 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 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 4SS, F.S., please dick here . Product Approval Accepts: Credit Card Safe httpsl/www.floridatxdlding.orgfpr/pr app dtl.aspx?param=wGEVXOwt0quk24AUC%2tEHMrNrkL4bysALEZSXMjsX5GEO%2f1CXzYpyxAOA3d%3d 212 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES 9nk Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5678) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. 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 FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-Inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. Thls•evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. FUM CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Soffits 16" 04 Soffit Preformed nominal 0.0135-Inch thick, 3105 H-14 aluminum soffit anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in? /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 In?, lin.ft for the 'full vent' configuration and 4.2 W/lin.fl for the 'center vent' configuration. See Appendix D for dimension drawings. ALClSO01 FL12194-R3 Page 2 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits 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. ttttllrrt R. G;P• R/F i No 74021 0: STATE OF •:40 AN 0N AtL. CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANES641 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. APPENDICES 1) APPENDIX A — Approved Systems (7 pages) 2) APPENDIX B —Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4tpages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCIS001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 6IG20-3. 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 APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specked, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 44nch o.c. Fastener Fastener Fastener Fastener Lotion Lo tioh Location Lotion c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location L tion ALC15001 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Lnralinn if - Fastener Fastener Location I ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 2F Approved Systems for 12-inch Overhang with F-Channel 12.14 Approved Systems for 124nch Overhang with J-Channel 16F-ff Approved Systems for 164nch Overhang with F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 2 F-# Approved Systems for 244nch Overhang with F-Channel Zul I Approved Systems for 24-Inch Overhang with J-Channel Appendix A Approved Systems for 12-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment Max. One (1) min. 3/8-inch head die. nail, One (1) min. 3/8 x 3/84nch One (1) min. 1 3/4-inch long x 12F-1 16-inch Wood min. 1.25-inch embedment -spaced Wood sown staple spaced 16-inch 0.3116xmin072-Inch dia. . 240.0 24=itch o.c. o t Inch head dia. trim nail spaced 36-Inch o c. Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-Inch x 1/4-inch One 0) min. 1 3/44nch long x 12F-2 164nch Wood crown staples in diamond pattern Wood crown staple -spaced 84nch O.C. 0.0724nch dia. x min. 1/4-inch 48 spaced 244nch o.c. and securing each panel lap head die. trip nail spaced 48- 64.2 inch o.c. 12F-3 Max Masonry One (1)14 ga. 5/84nch long T nail One (1) min 314-inch x 1/44nch One (1) min. 1 3/44nch long x 0.0724nch dia. xmin. 1/4-inch 48 16-Inch spaced 8-Inch o.c. Wood crown staple spaced head dia. trip nail spaced 48- 84.2 end securing each panel lapanellp inch o.c. ALC15001 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically. addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- Inch x 1/4-Inch crown One (1) min. #8 x 1/24nch One (1) min 314-Inch x One (1) min. 1 3/44nch long x 12J-1 Max. Wood staples in diamond long x head diameter Wood 1/44nch crown staple inch die. x min. inch 164nch pattern spaced 24- spacedscrewspaced Ili -inch o.c. spaced 84nch o.e.. head head die. trip nail spaced 48- spaced 64.264. inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel' MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-inch x 16F-1 Max Masonry One 1 14 5/84nch Ion T nail Woodfinishing 14nch le stapless ced maxg 0.072-inch diameter nag with min. 3/16- 53.312-inch spacedspacedd max. 8-inch o..c 4-inch o.c. and severing each inch head spaced panel lap 12-Inch o.c. One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max Three (3)18 ga.1/44nch crown x 1- 14nch leg staples spaced max 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-Inch o.c. and securing each finishing nag with min. 3/16- 253.3 spaced 164neh o.a panel lap inch head spaced 12-Inch o.c. Max One (1) 3/8-inchhead die. nag, min. One (1) min.3/8-inch x 3/8-inch One (1) mfn.1 3!4 inch long x 0.072 inch dia. x min. 16F-3 164nch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head die. trim nail 25.6 Inch o.c. 0.o. spaced 364nch o.c. Max. Three (3) min. 3144nch x 1/4-inch One (1) min 3/4-inch x 1/4-Inch One (1) min. 1 3/44nch long x 0.0724nch die. x min. 1/4- 2716F 164nch Wood txowr staples in diamond pattern spaced 24-inch o.c. Wood Byrn staple spaced 8-Inch o.c. Inch head die. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor.imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang .with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-5 Max. Merry One (1)14 ga. 5/84nch long T nail Wood 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 243.3 164nch spaced 84nch o.c. inch.o.c. and securing each inch head spaced panel tap 164nch o.c. Three (3)18 gaA/44nch crown x 1- One (1)18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 164nch Wood inch leg staples in diamond pattern Wood 1-inch leg staples'spaced 4- inch o.a and securing each finishing nail with min. 3/16- 243.3 spaced 164nch o.c. panel lap inch head spaced 164nch o.c. Approved Systems.for 164nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment- Attachment Max Three (3) min. 3/4-inchx 1/44nch OneOne (1) min 314-inch x 1/4-Inch One (1) min. 1 3/44nch long x 0.072-inch dia. x 23.5 16J-1 164nch sown staples in diamond pattern spaced 244nch o.c. nail Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 48-inch o.c ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not ekpress nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.0724nch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern Inch x 7d ring One (1) min. 1.754nch inch o.c. 3116-inch head spaced spaced 16-inch o.c. shank nail x 0.0724nch diameter 12-inch o.c. 24-Inch o.c. finishing nail with min. 3/16-inch head spaced 44nch o.c. One (1)18 ga.1/44nch crown x 1-inch leg Nominal,lx2 staples spaced One (1) min. 1.5- No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80124F-2 124nch Wood smooth,sliank rafter with one Wood leg staples spaced 8- finishing nail with min. 76.6roofingnail.spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o a 31164nch head spaced 16-inch o.c. inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 31164nch head spaced 44nch o.c. One (1)18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4 One (1) min. 1.75-inch x Max One (1)14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.0724nch diameter 80124F-3 12-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- spaced finishing nail with min. 76.6spaced8-Inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch 3/164nch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-Inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. ALCIS001 FL12194-R3 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Fave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-Inch Nominal 1x2 crown x 14nch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to a124ncho.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch Wood leg staples in 1) min 2.25- Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. and searing 31164nch head spaced spaced 164nch o.a shank nail x 0.0724nch diameter each panel lap 16-inch o.c. 24 inch o.c. finishing nail with min. 3/164nch head spaced 44nch o.c. One (1)18 ga.1/4-Inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 124nch o.c. searing One (1)18 ga. 1/4- One (1) min.. 1.754nch x Max inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F-5 164nch Wood Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 nail spaced 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and searing 3/16-inch head spaced 164nch o.c. Inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24.Inch o.c. finishing nail with min. 3/16-Inch head spaced flinch o.c. One (1)18 ga.1/44nch crown x 1-inch leg Nominal 1x2 staples spaced Not SYP 124nch o c. searing One (1)18 ga. 1/4- One (1) min. 1.75-inch x One (1)14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.072-inch diameter 24F-6 164nch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and searing 3/16-inch head spaced inch ring shank x 0.072-Inch diameter each panel lap 16-Inch o.c. na124-Inch o.c. finishing nail with min. 3116-inch head -spaced 4-inch o.c. ALC15001 FL12194-R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL.SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems.for. 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Attachment Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25-Inch x 7d One (1) 18 ga.1f4 InchNominal1x2 ring shank nail crown x 1-inch leg No.2 SYP anchored to Three (3) 18 g a.1/4-inch crown stralgh"aled through the raper Into the end staples spaced 12-inch o.c. searing One (1) 18 ga. /. One (1) min. 1.75 inch 24J-1 Max rafter with one x 1-inch leg of the barren or two (2) each panel lap Wood inch crown x 1-inch x 0.072-inch diameter finishing nail with min. 16012-inch 1) min. 2.25- inch x 7d ring staples in diamond pattern spaced 16- min. 225-Inch x 7d ring shank nals toe One (1) min 1'7Sirai' le staplesg paned 8-inch o.c. 3/16-Inch head spaced shank nail inch o.0 nailed on either side of x 0.0724nch diameter finishing nail with min. 12-Inch o.c. 24-inch o.c the batten at each battentrafter 3/164neh head spaced Intersection. Max. ch o.c. rafter spacing Is 24-inch o.c. Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.254neh x 7d One (1)18 ga.1/4;nchxNominal1x2 ring shank nail crown 1 neh leg No.2 SYP anchored to Three (3)18 9 a.1/4-inch Crown straight-rialed through the rafter Into the end staples spaced 123nch o.c. securing One (1)18 ga. '/. inch crown x 1-inch One 1 min. 1.75-inch 24J_2 Max rafter with one x 14nch leg of the batten or two (2) each panel lap leg staples spaced x 0.0724neh diameter 164nch 1 min. 2.25- staples in diamondP min. 2.25-inch x 7d 9 One (t) min. 1.75inch Wood 84nch o.c. and finishing nail with min. 3/16-inch head spaced 253.3 inch x 7d ringpattern spaced 16- sneak nails toe- nailed on elpner side of x 0.072dneh diameter securing each panel t 6anCh O.C. shank nail 24 inch inch o.c. the batten at each finishing nail with min. lap O.C. bafteNrafter 3116inch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 244ndh o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes -throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoven SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. 2/89 head die. nail %rith min. 1S:- engagementt°or 'wood -substrate} or min. 0.097' die. T-nail or.otub nail with min. 519* ongagemantl=tr- cw:creta or.t•luck subatra-:S • epeccd ss stud above. ASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \ ' I— SOFFIT OVERHANG WIDTH VARIES) 12F-3 wo-"4 concur. or slael: w FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 1.6" 01 C. L--PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTERS,AMU 3/4' x 1/4• ElDIAMOND PATTERN DETAILCROWNSTAPLESr USING A DIAMOND >w' D! sr r tsPATTERNFACIABOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWNJTIMbMMLFACIA BOARD 8' 1CIiANNEISTAPLEONCENTER 1-3/4- TRIM NAIL P CAN BE PAINTED S.S. 48' INSTALLED WITH THE D.C. FASCIA CAP NAILING FIANCE UP OR DOWN 3/4' X 1/4' CROWN STAPLE SOFFIT- max • 12 -inch span WOOD SOFFITSUBSTRATE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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. M.CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation'Detail OPEN RAFTER 2;A SOFFIT STAPLE r E ' DIAMOND PATTERN DETAILjFACIABOARD Wr vM ii3/4' X 1/4' CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN I FASCIA CAP 12J-1 3/4' X 1/4" CROWN 1_3/4• TRIM NAILSTAPLE8" ON CENTER FACIA BOARD CW NNEL 1-3/4' TRIM NAL PANTED SS. acrewed to soffit i ch one( 11 #8 x PAINTED S.S. 4a' FASCIA CAP 1/2" x 3/9' head diameter screw, O.C. 3/4' X 1/4" 16" o.c. CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11, TRIM NAIL FASCIA BOARD PAWED SS FASCIA [AP SOFFIT T'i' CROWN STAPLE OPEN RAFTER FASCIA BOARD li rJ LS i11:E 16F-1 SOFFIT 8 FASCIA W 6F-5 DETAIL FASCIA CAP; ACFER TO SCFFrr t FASCIA DEIAIL F' CHANNEL SOFFIT. MAX U' SPAY NASONAY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 System No. I Installation Detail 16F-3 Min. 3/ql head dia. nail with min. lX" ecyjagement(for good substrats) or min. 0.697" dia. T-nail or stub nail with min. 5/a .ngassmantifor cwcrete or block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood , wnc- - or Block W FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. a ht SOFFIT STAPLEOPENRAFTER 3/4• x 1/4• DIAMOND PATTERN D ETAI LI CROWN STAPLES t USING A DVWOND srnvus i PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4• X 1/4• CROWN FACIA BOARD 8" 1-3/4" TRIM NAIL STAPLE ON CENTER 1-3/4• TRIM NAIL PAINTED S.S. F CHANNEL CAN BE INSTALLED WITH THE PAINTED S.S. 48• FASCIA CAP NAILING FLANGE UP OR O.C. 3/4" X 1/4-- DOWN CROWN STAPLE SOFT_ max. 16-'Inch span WOOD SOFFIT SUBSTRATE. SOFFIT &FASCIAirDETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 r TRIM NAIL FASCIA BOARD PAINTED SS. fASCtA CAP SOffli rq CROMN STAPLE OPEN RAPIER T Ij FASCIA BOARD 1')4' CROWN USING A DUMOUD STAPLES SOFFIT 8 FASCIA 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL S TOCAP: / \ TO SOFFIT FASCIA tFASCIA9- DCTAIF' CNAKNEL 3/ 0 SOFFIT; MAX TV I L SPAN M000 / SUBSiRi, TE \ SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE OIST DIAMOND PATTERN DETAIL FAcu, soAIto It .-' r srvtcs 3/4- X 1/4' CROWN STAPLE -24' ON CENTTER USING A DI MONDPATTERN FASCIA CAP 3/ 4' X 1/4' CROWN STAPLE ' B" ON CENTER1-3/4' 1FACIA BOARD CWMEL 7RIM'NAIL JKMML PPAINTEDS.S. 48' FASCIA CAP O. C. 4" X 1/4"ROWN STAPLE SOFFIT— ulax. 16-inch spanS WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001 FL12194-R3 Page B of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11, 1RRI NAIL FASCIA BOARD PAINTEDS.S. STAPLES I FASCIA CAP USING A DIAMOND SOfftt PATTERN: REFER FO ram+' E.90WN STAPLE SOFFIT STAPLE DIAMOND PATTERN OEtAR. — T tM NAIL FASCIA BOARD PAINTED S.S. SOFFIT b FASCIA DE T AIL 24F-1 & 241F4 ref' CROWN STAPLE - fA5[U CAP; REFER TO SOFFIT S FASCIAo \ DEfAR Rfteftl . Ih S 7 I L 3/B Baden Manared to SOFFIT: MAX 2L' f-CNANNEL Rdten virn am )0 Ring Sh" Mae at every Rafter l W000 SUBSiRAlE \ / SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail 1 J' 1ROt NAZI FASCA BOARD PAINTED I 1.' SMOO T11SOFRT FASCIA CAP SAILS tRDWN STAPLE T I• TRPT NAL FASCIA BOARD PAWTED SS. SOFFIT & FASCIA 24F-2 8r DETAIL 24F-5 r.t ERowN srAPtE FASCIA CAP:•REFCR TO SOFFIT t FASCIADfTAR. zi Noeiotl F'ai St7 Batten Anchored to SOFFIT. MAX 21. F-MANXI. Rafters Qb as Td Ring Slant Nab at eery Rafter MOOD SUBSTRATE ALC15001 FL12194-R3 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report -is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. 3,CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t TROI NAIL FASCIA BOARD PAINTED S.S. itGA I' T-NAILS I I FASCIA CAP SOFFIT r4' CROWN STAPLE I TRL-1 NAIL PAINTED S S. FASCIA BOARD SOFFIT & FASCIA 24F-3 & I DETAIL 24F-6 1'4' CROWN STAPLE FASCIA CAP: REFER 10 SOFFIT t FASCIA DETAIL Nominal rat' SYP F•CIIAN.IEI Batten AathsreO to SOFFIT, MAX. 24' Rafters rilD are Id Ain Smnk Nall at every Ratter MASONRY ALCI5001 FL12194-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail t t• TRIM NAL-FASCIA BOARD PANTED SS. STAAPLESKES FASM CAP USM A DIAMOND SOFRi PATTERN: REFER TO ANnIEVEREO r ' CROWN STAPLE SOFTR STARE RAfTFRDIA11,00 PATTERN OCTAL FASCIA BOARD SOFFIT 3 FASCIA T TRin RAa PANTED SS. DETAIL 24J-1 & r ..CROWN srAPLE 24J-2 10 SO ui; REFER TO SOFFIT A FASCIA rrbttnnt r a r SYP DaOena sGormannotep)7dand DETAIL SOFFIT. MAX. It' t...- J- CHANNEL smeturw teCcxR am(1) 70 iufp Snoop MW atrmar naFAD I WOOD SUBSTRATE inouCh tha row Into the we of the bo-en or bw (2) rA INV * nk nab toe+talic on dMat sift of the batern a: ina bsUnhaRer Integpltlon SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20.3. The manufacturer shall ratify 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C. and D shall be as defined In section 1609 of the FBC. 3. Design wind loads are provided only for wallstsoffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10412 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vat is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Root Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-113 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shah 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 ALUMINUM COILS, INC Soffits Appendix C Desi n Wind'Pressures for Soffits in Exposure B Building Type :.. Zone . - Mean' Roof Height ft ' Basic Wind Speed. inph) 1- 20: 13b ''. 140 150.. ; 160 170 18d 190 200 " Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24:9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 NNegative Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 PositiveLoads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 217 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 1 14.7 1 17.0 19.5 22.2 25.1 28.1 31.3 1 34.7 60 13.1 1 15.4 1 17.8 20.5 23.3 26.3 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, reoommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design -Wind Pressures for'Soffitsin Ez osure C Building Type Zone. Mean Roof Hei ht ft Basic'Wind Speed:mph). 12Q 130 ' 140 150 160 170 180 . 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 A2.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 1 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 1 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n'Wind• Pressures for Soffits in Exposure D ' Building Type . Zone Mean Roof liei` ticn Basic Wind S- eed rno h 120. 130' • 140 • 150.. 160.. 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 522 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 1 -77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64A 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 402 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 1 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 1 20.2 1 23.7 1 27.5 1 31.6 35.9 40.5 45.4 1 50.6 56.1 ALC15001 FL12194-113 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which thls-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 318" F-Channel 318" J-Channel 3/8' ISOMETRIC VIEW are" PROf4E ISOMSFAC virw 3/P PROFrE ALUMINUM COILS, INC soffits Appendix D ALCIS001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4"' 3/8" 1 1/8" HEM T 6"FASCIA T" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18' BLANK 3 / 8 PROFILE 2.625 W. 25 71P. I I DDDDDD DDDD DDDDDD DDDDD- o DDDDD DDDDD Met IhwrO Palffu ! na cl ilDl/riJIS c64 G p 9wE OtREC110M AS PoBSi ALUMINUM COILS, INC Soffits Appendix D ALCIS001 FL12194- R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 31/8" 7/8" S/16" N 1/_ 1/2" 1/2" 3/4" 3/8" 13.75" BLANK 3/8" PROFILE 2.e2s ars. SO TYR 0000 DDODDD DDDDD m DDOODO 0 D 0 0 0 toot nrrw oim w mn er n u>vKRs tom4o a siwc a+ECiaN s roes) END OF REPORT ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not a)press nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE !P EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcollsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1. 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report Is not for use In the HV14Z. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. 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 FBC compliant installation detail shall prevail. S. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Feld fastener withdrawal may be required' by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum'load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61 G20-3. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-Inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix 0 for dimension drawings. ALC15001 FL12194-R3 Paae 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION ALUMINUM COILS, INC Sofflts 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 1-1-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2ft.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001 FL12194-R3 Page 2 of 3 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Sorvicos, 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttrtiti 2015.08.27 No 74021 0 / :05:00 a:=—04'00' STATE OF Qj 0 •• v O5A,4 O R % O P 1:1 Zachary R. Priest, P.E. FloridOrganizationRegistration No. 21 ation 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. APPENDICES 1) APPENDIX A —Approved Systems (7 pages) 2) APPENDIX 8 — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCI5001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others In accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate. shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Lotion b. 12" T4 Soffit — 44nch o.c. Fastener Fastener Fastener Fastener Location Lotion Lotion Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Location ALClSO01 FL12194-R3 Page 1 of 7 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. L CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 84nch o.c. Fastener Lnratinn IF Fastener Fastener Location 1i ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 121 Approved Systems for 12-Inch Overhang with J-Channel 16F-# Approved Systems for 164nch Overhang wilh.F-Channel 16J-# Approved Systems for 164nch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24 roved Systems for 24-inch Overharm with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max One (1) min. 3/8-inch head dia. nail. One (1) min. 318 x 3/84nch One (1) min. 1 V4-inch long x 0.072-Inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1 25-inch embedment spaced Wood crown staple spaced 16 inch inch head dia. trim nail 0 24-inch o.c. O.C. spaced 36-inch o.c. Max Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/44nch x 1/44nch One (1) min. 1 3/44nch long x 12F-2 164nch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dla. trip nail spaced 48- 48 64.2spaced24-inch o.c. and securing each panel lap inch o.c. Max One (1) 14 ga. 5/8-Inch long T Hall One (1) min 3/4-Inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.0724nch dia. x min. 1/44nch 4812F-3 16 inch Masonry spaced 8-inch o.c. Wood crown staple spaced o.c, head dia. trip nail spaced 48- 64.2cinchandseveringeachpanellapincho.c ALClSO01 FL12194-R3 Page 2 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/44nch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/44nch long x 12J 1 Max. W staples In diamond long x 3/8-inch head diameter W 1/4-inch crown staple inch dia. x min.1/dinch16-inch pattern spaced 24- screw sped 164nch o.c. spaced 8-inch o.c.. heed dia. trip nail spaced 48- head 64.264. inch o.c. connecting soffit to J-channel Inch o.c. Approved Systems.for 164nch'overhang with F-Channel Wail Cdnnection Eave Connection System Panel MDP No. Width psi) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/44nch crown x One (1) min. 1.75-Inch x 16F-1 Max. Masonry One (1)14 ga. 5/8-inch long T nail Wood 1-inch leg staples spaced max. 0.072-inch diameter finishing nail with min. 3/16- 253.3 124nch spaced max. 8-inch o.c. 44nch o.c. and securing each inch head spaced panel lap 124nch o.c. One (1)18 ga. 1/4-Inch crown x One (1) min. 1.75-inch x Max Three (3)18 ga.1/44nch crown x 1- 1-inch leg staples spaced max 0.072-inch diameter 16F-2 124nch- Wood inch leg staples in diamond pattern Wood 4-Inch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 164nch c.c. panel lap inch head spaced 124nch o.c. Max. One (1) 3/84nchhead dia. nail, min. One (1) min 3/84nch x 3/8-inch One (1) min. 1 314-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/164nch head dia. trim nail 525.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/44nch x 1/4.7nch One (1) min. 1 3/4-inch long 16F 4 Max. Wood crown staples idiamond pattern Wood One ( 1) min 314-inch x 1144nch x 0.072-inch dia. x min. 1/4- 27 164nch spaced 24-inch o.c. 2crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 go. 114-inch crown x One (1) min. 1.75-Inch x 16F-5 Max. Masonry One (1)14 ga. 5/84nch long T nail WOod 1-inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 143.3 16-Inch spaced 8-Inch o.c. inch o.c. and securing each inch head spaced panel lap 16-inch o.c. One (1)18 go. 114-inch crown x One (1) min. 1.75-Inch x Max. Three (3) 18 go.1/4-inch crown x 1- 1-inch leg staples spaced 4- 0.072-inch diameter 16F-6 16 inch Wood inch leg staples in diamond pattern Wood inch o.c. and securing each finishing nail with min. 3/16- 243.3 spaced 164nch o.c. panel lap inch head spaced 16-inch o.c. Approved Systems.for 164nch overhang with J-Channel Wall, -Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/44nch x 1/4-inch One (1) min 3/4-inch x 1/44nch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16J-1 16-inch Wood crown staples in diamond pattern spaced 244nch o.c. Wood crown staple spaced 8-inch o.o. min. 1/4-inch head dia. trip 31.4 nail spaced 484nch o.c. ALC15001 FL12194-R3 Page 4 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems.for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4- anchored to 124nch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inchinch crown x 14nch with one each panel lap Inch crown x 14nch 0.0724nch diameter 24F-1 124nch Wood leg staples in min' Wood leg staples spaced 8- finishing nail with min. 801-90 diamond pattern In ring InchxldringOne ( 1) min. 1.754nch i ncho.c 3/ 164nch head spaced spaced 164nch o.c. shank nail x 0.072-inch diameter 124nch o.c. 24inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. One ( 1)18 ga.1/4-Inch crown is 14nch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 124nch o.c. securing One (1) IS ga. 1l4- One ( 1') min. 1.754nch x Max inch x 11 ga. anchored to each panel lap Inch crown x 1-Inch 0. 072-inch diameter 80/ 24F- 2 124nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 78.8 roofing nails spacedpa1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3116- inch head spaced 164nch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 44nch o.c. One ( 1)18 ga. iXinch crown x 14nch leg Nominal 1x2 staples spaced No. 2 SYP 12-Inch o.c. securing One (1)18 ga1/4- inch One ( 1) min. 1.75-inch x Max One ( 1)14 ga.' anchored to each panel lap inch crown x 1-&8- 0. 072-inch diameter 80! 24F- 3124nchMasonry Masonry Inchlong T nail rafter with one Wood staples spaced 8- finishing nail with min. 76.6 spaced 8-inch o.c. 1) 7d x 2.2r One (1) min. 1.75-inch inch o. c. 3/164nch head spaced inch ring shank x 0.0724nch diameter 12-inch o.c. nail 24- Inch o.c. finishing nail with min. 3116-inch head spaced 44nch o. c. ALC15001 FL12194= 113 Page 5 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. HCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) IS ga. 1/4-inch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3) 18 ga.1/4• anchored to 12inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.754nch x Max inch crown x 14nch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F4 164nch Wood leg staples in min. 2.25- ch Wood leg staples spaced 8- finishing nail with min. 801-60 diamond pattern in nx7d ring One (1) min. 1.754nch inch o.c. and securing 3/164nch head spared spaced 164nch o.c. shank nail x 0. 0724nch diameter each panel lap 16-inch o.c. 24-inch o.c, finishing nail with min. 3/16- inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 14nch leg Nominal 1x2 staples spaced One (1) min.1.5- No.2 SYP 12-inch o.c. securing One (1)18 ga. 1/4• One (1) min. 1.75-inch x Max inch x 11 ga. anchored to each panel lap inch crown x 14nch 0.072-inch diameter 24F-5 164nch Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.754nch Inch o.c. and securing 3/16-inch head spaced 164nch o. c. inch ring shank x 0.0724nch diameter each panel lap 16-inch o.c. nail 24- inch o.c. finishing nail with min. 31164nch head spaced 4-inch o.c. One (1) IS ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-inch x Max. One ( 1)14 ga. 518- anchored to each panel lap inch crown x 1-Inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 801-60 spaced S- inch o.c. 1) 7d x 2.25- One (1) min. 1.754nch inch o.c. and securing 3/16-inch head spaced inch ring shank x 0.072-inch diameter each panel lap 164nch o.c. nail 24- inch o.c. finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001 FL12194- R3 Page 6 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP I No. Width psf) Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 2.25-Inch x 7tl ring sown x 1 inch te9 No.2 SYP Three (3) 18 shank nail sUaight nailed through staples spaced 124nch o.c. searing One (1) min. 1.754nch anchored to ga.1/4-inch crown the rafter Into the end each panel lap One (1)18 ga. /- x 0.072-Inch diameter 24J-1 Max. ratter with one x 1-inch leg ot.the batten a two (2) Wood inch crown x 1-inch finishing nail with min. i60 12-inch 1) min. 2.25- staples in diamond min. 2.25-Inch x 7d One (1) min 175-into leg staples spaced 31164nch heads ced Inch x 7d ring pattern spaced 16- ring shank nails toe- x 0.0724nch diameter 84nch o.c. 124nch o.c. shank nail inch O.C. nailed on either side of finishing nail with min 24-inch.o.c. the batten at e bstl 3/164nch head spaced Intersection. Max. M 4-inch o.c. rafter spacing Is 244nch o.c. Nominal 1 x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/44nch Nominal 1x2 min. 22SInch x 7tl ring shank nail crown x tench leg No.2 SYP Three (3)18 strai ht-nailed throughg staples spaced One (1) 18 ga. Yi- One (1) min. 1.75-inch anchored to 9 a.1/4-inch crown the rafter into the end 124nch o.c. searing each panel lap inch crown x 1-inch x 0.072-inch diameter 24J-2 Max rafter with one x 1 inch leg of the batten or two (2) Wood leg staples spaced finishing nail with min. t53.3 16-inch 1) min. 2.25 staples in diamond min. 225 Inch x 7d One (1) min. 1.75•Ineh flinch o.c and 3/16-inch heads acedpinchx7dringpatternspaced16- di+g shank nails toe x 0.072minch diameter securing each panel 164nch o.c. shank nail inch O.C. nailed on either sWe of finishing marl with min. lap 24-inch O.C. the batten at each batteNrefter 3/16.4nch head spaced intersection. Max. 44ric, o.c. rafter spacing is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B INSTALLATION Note - Refer to the APPRoyED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No.. I Installation Detail Him. 316• head die. nail with min. 1!:' engagamentrfor wood substrate) or min. 9.097• dia. T-nail or stub nail ei:h min. 5181 ongagsmentifor-an_rete or.tspa:od as noted above. ASCIA SLIP BOARD FASCIA TRIM 12F- 1 8e I I I II \1--F CHANNEL SOFFIT OVERHANG WIDTH VARIES) 12F- 3 Wood, CMncrote or Block. U FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN.. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail Lj n' M° `SOFFIT STAPLE OPEN RARER 3/4- X 1/4- ; DIAMOND PATTERN DETAILChOW ,, USING A DIAMOND 1 LV rcTveDII nos PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4- X 1/4- CROWN FACIA BOARD 8. 1-3/4- TRIM NAIL STAPLE ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48- FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT- %".. 22-=rch span WOOD SSOFFITS85TRATE SOFFIT & FASCIA DEFAIL ALCIS001 FL12194-R3 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER I \\ i SOFFIT STAPLE DIAMOND PATTERN DETAIL FACIA BOARD 1 Illlfff yr wmi/ i 3/4" X 1/4- CROWN STAPLE "24- JS".S. ON CENTER USING A DIAMONO PATTERNFASCW CAP12J-1 LSTAPLE3/4" X 1/4' CROWNFACIA 8"ON CENTER 1- CHANNEL BOARD t -3/4' TRM NAIL P th onelli $8 a to -soffit with oPAINTED S.S. 48' FASCIA CAP 1! 2" s 5i8" head O.C. diameter screw, 3/4' X 1/4' 16" O.C. CROWN STAPLE SOFFIT — max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15DO1 F1.12194-113 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this repori is valid. This evaluation report does not express nor imply warranty, instal ation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail It 101" RAIL / FASCIA BOARD PAINTED S.S. FASCIA CAP SCifrt 1'y' CROWN STAPLE OPEN RAFTER FASCIA BOARD N 6S 1 tA 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAN REFER TO SOFFIT & FASCIA F- CNANNEL I OETAL SOFFIT: MAX. M' SPAR MASONRY SUBSTRATE ALC15001 FL12194-R3 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16F-3 No. I Installation Detail Min. 3/S• head dia. nail with min. It" onga3ensncffor wood substrata! ar min: 0.097• d1a. T-n321 or stub rail with min. S/8" rnaagement(for cgrcrate or block substrate), spaced am rc•t61 above.. ASCIA SUP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, conc-a'd or Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. LPAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS. INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically -addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail. n„ , SOFFIT STAPLE OPEN RAFTER 3/4- x 1/4• I 'DIAMOND PATTERN I DETAILCROWNSTAPLES 3M 1IUSINGADIAMOND, . + sr vats PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4- X 1/4- CROWN FACIA BOARD 8. 1-3/4- TRIM NAIL STAPLE ON CENTERT—.F- 1-3/4- TRIM NAIL PAINTED .S.S. CHANNEL CAN BE PAINTED S.S. 48-FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR X 1/4- DOWN3/4" CROWN STAPLE SOFFIT- max. 16-inch span SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALClSO01 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t TRM NAIL FASCIA BOARD PAINTED SS FASEU GP SOfFIT 1'4' CROWN STAPLE OPEN RAPIER FASCIA BOARD STAPLES SOFFIT & FASCIA USUG A DIAMOND PATTERN REFER TO DETAIL 16F-2 & SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIAIT REFER To/ TO SOfftt t FASCIA F. CNAKNEI OETAR 6- I 3/8 i SOFFtt; nA%, tt- I SPARMOOD SOBSIRATE SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-113 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail 3/4• X 1/4' CROWN STAPLE 24' ON COTTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE K-;[A n-1j 1-3/4• TRIM NaLJ — PAINTED S.S. 48' O.C. SOFTfT-max: 16-inch span ALUMINUM COILS, INC Soffits Appendix B VS. NCTWM SOFFIT STAPLE 1 ' DIAMOND PATTERN I1 FACIA BOARD v¢ t >rw"i ; DETAIL STAftn / FASCIA CAP 3/4• X 1/4' CROWN FACIA BOARD STAPLE •0' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4- X 1/4- CROWN STAPLE SOFFTr SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 {- TRM NAR FASCIA BOARD PANTED SS CROWN I FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN: REFER TO ra CROWN STAPLE SOFFIT SIAM DIAMOND PATTERN DETAIL 1 t' TRIM NAIL FASCIA BOARD PAINTED SS. SOFFIT R FASCIA DETAIL 24F-1 & I t 24F4 rq- CROWN STAPLE FASCIA u; RTFrR TO SOFFIT I FASCIA \ DETAIL Me"Yar SrI Balftn AnaereO to SOFFIT: MAX FL- 3/6I I 8 F-[HANNEL R on S aTO — Rinq OaAk man at I t•, r, Wirer / WOOD SUBSTRATE \ SOFFIT STAPLE DIAMOND PATTERN ALCIS001 FL12194- R3 Page 9 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are riot specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1I' TRW NAIL FASW BOARD 1J" SMOOTH SHA1tR I PANTED S.S. I FASCIA CAP ROOF MARS SOFFIT Yj' CROWN STAPLE 1 1 to, 1"4 NAB• FASCIA BOARD PAWYED SS. SOFFIT L FASCIA 24F-2 & DETAIL 24F- Ysj (RDMN STAPLE FASCIA CAP; REM 10 SOFFIT I FASCIA K7A& Nowom YAY SYP Baften Anthoreo to SOFFIT. MAX 24' F-CMAM.9E1 Rafters rdh one td Ring Shag HaA at ANrT Baffar WOOD SOSS1RAtL ALClSO01 FL12194413 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I. 141M NAIL fASCIA BOARD PANTED S.S. ILEA T-NAR.S I FASCIA CAP SOFFIT 1'ej!- CROWN STAPLE 11- TRW NAIL FASCIA BOA.aD PANTED S.S. SOFFIT L FASCIA 24F-3 & DETAIL 24F-6 1-a- CROWN STAPLE FASCIA [AP; REFER To SOFFIT 1 FASCIA DETAILNee" 1-a2- SYP F-CNANAL Batten, fo SOFFIT, nAx. 2L- Rsffers r11h em Id Rlnq Shank Nan of entry Rafter MASONRY ALClS001 FL121S4-R3 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufocturer 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Sofflts Appendix B System No. Installation Detail I I- TRIM NAIL, —FASCIA BOARD PAINTED t.5. ISa' CRO FASCIA CAP StAPIES Use. A OUNOND SOFFIT PATIENT; REFER TO CANTILEVERED fr}' CRDKN STAPLE SOFfII STAPLE RAFTER DIMOND PATTERN ODA& FASCIA DOARD SOFFIT & FASCIA I f MR MAL PAaTED s.s. DETAIL 24J-1 & CROWN STAPLE 24J-2 FASCIA CAP: REFER TO t FASCIA NWR"M I- r i SVP oaaena DETAILAILM acaooea oesveen n»en aro Soffit; W. 14- 3/B 1-LNArIKEt fa:refill one I11 TO rinp I — ragMalaNeoenaaka W Nalthe q0 WOOD SUBSTAATEM o1 De baten of ro (2) t0 An0 fnanA na0a U244 ae an eCnei aias of ara oanem n me oaxwra0ar rdmotbon SOFFIT. STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and Gadding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, Il, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for wallstsoffits with a mean roof height less'than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fts or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ h is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind,Pressures for Soffits in Exposure B Building Type Zone Mean Roof Height ft Basic Wind S eed m h 120 13D 140 . ' 150 160 176 180 . 190 . 200 Enclosed 4 20 16.9 19.8 22.9 26:3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 1 -50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 1.7.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27A 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 1 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 1 29.5 1 32.9 1 36.4 ALC15001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61020-3. 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 ALUMINUM COILS, INC Soffits Appendix C Design Wind' Pressures for Soffits,in Exposure C Building Type Zone Mean Roof. Height ft Basle Wind Speed h h ' 139 140 150 160 170 1.80 190 200 . Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 1 -69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 1 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 1 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 5 20 13.9 1 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi ri'Wirid Pressures for.Soffits in, Exposure 0 . Building Type- Zone Mean' Roof He'i ht ft Basic Wind Speed m h 120 A30. ' 140 150 '. 160."' 170. 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 1 -66.1 73.6 81.6 50 30:6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 1 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 1 18.8 1 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 1 27.5 31.6 1 35.9 40.5 45.4 1 50.6 1 56.1 ALCI6001 FL12194-113 Page 4 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use. or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 318" J-Channel 3/8" -L — 3/4" r 1/8' HEM 15/8" T 3/4- H - 1 3/8* ISOMERIC VIEW 3/r PROFLE Mee! IbE VIEW 3/r PRNtt ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 3/4" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALClS001 FL12194-R3 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 25 TM la' BLANK 3 / 8 PROFILE D D000D DooOD 0D00D0o DaD00 0 DD00D0 DDDDD 00[ tQUWR PAM" ULU U n l *NM roftm2o n S-A% Dincr w As iaas) ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 31/8" 7/8" 31/8' 7/8' 31/8" 1/2- 1/2' 1/2' 1/2" 1/2" 3/4" 1/8" 1/8" 3/8' 13.75" BLANK 3/8" PROFILE 2.625 REF. So TV. 2= TIP. 3.123 TM DD0D0 DDDDD 00DD0D o.DOOD 0 00000D 00000 mer t... P.nrg" mg, a n 0AWEn FQ*M IN &WE O t"ON As SM) END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. l 11 4/2812017". Florida Building Code Online BCIS Home I Log In I User Registration i Hot Topics submit surcharge ; Scats h Fae i Okii- Product Approval i usea: Public user Product Approval Menu > Product or Apoileition Search > Application List > Application Detail FL # FL5444-RIO Application Type Revision Code Version 2014 Application Status Approved Comments Archived ; droduct Manufacturer CertainTeed Corporation -Roofing Address/Phone/Email 18 Moores Road Malvern, PA 193S5 610) 651-5847 mark.d.harner@saint-gobain.com Authorized Signature Mark Harner mark.d.harner@saint-gobain.com Technical Representative Mark O. Harrier Address/Phone/Email 18 Moores Road Malvern, PA 193SS 610) 6S1-S847 Mark.D.Marner@saint-gobain.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles F8C StaN i 8CIS Site Map I Links I Search Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE 16 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL5444 RLO COI 2016 01 COI Nleminen.odf Standard ASTM D3161, Class F ASTM D3462 ASTM D7158, Class H Year 2009 2009 2008 https//www.0oridabuilding.orglprlpr app dU.aspx?param=wGEVXQwIDgtahlgO7CSsoycOrl28CcpCJinUeXwriibKvlUzOW4hL8w%3d%3d W 4/28/2017 Florida Building Code Online Product Approval Method Method 1 Option D Date Submitted 12/08/2016 Date Validated 12/14/2016 Date Pending FBC Approval 12/15/2016 Date Approved 02/07/2017 Summary of Products FL # Model, Number or Name- Description 5444.1 CertainTeed Asphalt Roofing 3-tab, 4-tab, strip (no -cut-outs), laminated and architectural Shingles asphalt roof shingles Umits of Use Installation Instructions ~ Approved for use in HVHZ: No FL5444 R10 II 2016 12 FINAL ER CERTAINTEED Asphalt Shinale FL5444-R10.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen, PE PE-59166 Design Pressure: N/A Created by Independent Third Party: Yes Other: Refer to ER Section S for Umits of Use Evaluation Reports FL5444 RIO AE 2016 12 FINAL ER CERTAINTEED Asphalt Shingle FL5444-RLO.odf Created by Independent Third Party: Yes N Conga (Is :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: SSG-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessitilky 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 electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 4SS.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an emall address of 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 pudic. To determine If you are a licensee under Chapter 4S5, F.S., please cock b=. Product Approve l Accepts: n g07 g M Credit Card Safe ht(ps://www.floridabuilding.orglpr/pr app dU.aspx?param=wGEVXOw(DgtahlgO7CSsoycOr128CcpCJinUeXw7iiWvlUzOW4hL8-.v%3d%3d 2/2 r+ ` EXTERIOR RESEARCH & DESIGN, I.I.C. 11 , Certificate o/Authorization #9503 f I 353 CHRISTIAN STREET UNIT #13 RINITY ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT CertainTeed Corporation Evaluation Report 3S32.09.0S-R11 20 Moores Road FLS444-R10 Malvern, PA 19355 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 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 Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPnON: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1SO7.2.7.1 / R90S.2.6.1 CONTINUED COMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. 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 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registratlon No. 59166, Florida DCA ANE1983 1. . Sin.° p rtrEUi y oS, .p :C the facsimile seal appeasing was authorised by Robert Memineo. 45..: It ..• : •; P.E. m 12/Ol/20s6 this does not serve as an electronically signed V e .}• document. Signed, sealed harilcoples have been transmitted to the Product Approval Adminluratce and to the named cleat CERTIFICATION OF INDEPENOENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity) 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 TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, Is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY i ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the S`h Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.S, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R90S.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Entity Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26506 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29847 10/03/2003 UL (TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM 03161 04CA32986 12/03/2004 UL (TST 1740) ASTM 03161 OSNK07049 04/15/2005 UL (TST 1740) ASTM 03161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 17401 ASTM D3161 05NK22800 06/22/200S UL(TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL(TST 1740) ASTM D3161 & 03462 09CA28873 07/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL(TST 1740) ASTM D3161 & 03462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & 07158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, 03462 TFW2.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & 03462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM 03161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 4786S70717 12/16/2015 ULLLC (TST 9628) ASTM 03161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM 03161, 03462 & 07158 4787380356 10/26/2016 ULLLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Oesign, I.I.C. Evaluation Report 3S32.09.05-1111 CerdTcote oJAuthodtotton 09501 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 r r~D TRINITY 'ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XTI 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont", Carriage House Shangle*, Grand Manor Shangle®, Landmark'", Landmark" IR, Landmark'" Pro, Landmark'" Premium, landmark'" TL, Landmark'" Solaris and Landmark' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TV" and Presidential Solaris"' are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot'" is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge"", Cedar Crest', Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. S.2 This Evaluation Report is not for use in the HVHZ S.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: SAA All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM D3161, Class F and/or ASTM D71S8, Class H, indicating the shingles are acceptable for us in all wind zones up to V„d = 150 mph (V„It = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP i adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V„d =150 mph (V„It =194 mph). 5.4.3 Classification by ASTM D71S8 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis In accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Soloris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V„d = 150 mph (Vvg = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certi/kote Of Aathorhadon a9503 FBC NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 3 of 12 J TRINITY ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1S07.2 / R90S.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 614320-3, per FBC Sections 1507.2.3, 1S07.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current published Instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R90S.2.5. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 CT20-, XTT" 25, XT-.30, XTt" 301R: LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 121• 12" 12" 305 —) (305 am) 305 mm) I••(25mm) i (25mm) lent 5 510- (145 mm) 5 y?'•lot AbmvoA P6n1 Ti METRIC _ 1340'• - - 131/1" 131/8'• - 1"(25 mm) Sealant 1" (25 Rgurn 11.3: Usefourttaf/sfbretoyfaUshhrgla Use four naps and sit spots of asphalt roofing cement, for every fall shingle (Figure 11-4). Asphalt roofing cement meeting ASTM 045S6 Type II Is suggested. qRo.II-g Cement Apply 1"(25 rmn) spots of asphalt roofing owl under each tab comet. Figure 11.4. Usa four nods andsix spoir qfaspW oetumlon sleep slopas AUITON: Excessive use of roofing cement can cause shingles to blister. 6. 4.1 Hip &Hip & Ridge for CT201". XT'"' 2S, XT'" 30, XT'" 301Rfor CT20TM. XTTM 2S, XT'" 30, XT'" 30 IR: Cut Shingles 1 -- jl 1 J--2"(5onm) Removo -. 25 nmjf, t, (305 MM Eas V 11 (125 Cap cap — — Cap 305mm) Shingle Shingle Shingle 561e' ghr3xn l Figure 11. 24.• Gill tale, then trim back to metro cap shingles 45 3 cs NoswoP atWlsb Jimaarlons shown). Figure 11. 25. tnsiatlollon of caps alang (be hips and rielpm 6.4. 1.1 For ASTM D3161, Class F performance use BASF "Sonolastic* NP11"" adhesive or Henkel "PL11 Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Oesign, I.I.C. Evaluation Report 3S32.09.05-R11 Certificate ofAuthortladen p9S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.S.1 ERDTRINITY I ARCADIA'"' I LOW AND STANDARD SLOPE STEEP SLOPE Use SI\ nails for ewly fill) shingle located as showvt helont Ute SIX nails and F00K spots of asphalt mofing cenrcw for torn (till shingle as shown hclow•. apply :uphalt tonftog ccutcnt 1'(25 ntm) from edge of shingle. Asphalt rrwftng arrcot meeting ASMl 1) -686 1Lpe II is suggested. Y.MILLv EEDxvlLeu _ t'125mmt t'fb"ml— -- Fi,um 8: Lte sir units jrr rrvn• firl! s•Gbtgla. `' `' :' :' Fl, are •i: t .w sir calls aud/"ur rpors ujuspbrdr rtxy-Ihq ectuevt on srerp slvpol. Hip & Ridge for Arcadia'": Cedar Crest'", Cedar Crest"' IR Use two (2), minimum Minch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum Y..-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM 03161, Class F performance use BASF "Sonolastic° NPi'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.OS-Rll Certificate Of Authorization 119SO3 FBC NON-HVHZ EVALUATION FLS""10 Revision 11: 12/08/2016 Page S of 12 6.6 TRINITY ERD BELMONT"4: Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21A2): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement" for every full located as shown below Belmont shingle. Apply asphalt roofing i cement 1" (25mm) from edge of shingle. r,,,,35 °"' I See below. Asphalt roofing cement meeting ASTM D4586 Type II is suggested. oAfftnnlltails s.w ref on, rM aml f W ( la am) I' Us ran) Fooling Cemtoa 6. 6.1 Hip & Ridge for Belmont'": 6. 6.1.1 Option 1: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR hip and ridge shingles. 6. 6.1.2 Option 2: Shangle® Ridge Figure 17.18.• Shangle" Ridge. 18• Exposure Remove tape from the right side 1 j g• and fasten SECOND Fasten the fleftside8s A. ' RIGHT FIRST LEFT Figure 17-19: litslallatlon of.Sbanglc19 Rlribje sbingles on blps and rldges. 6. 6.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic• NP311" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Cettilkate of Authoritation a9S03 FSC NON-HVH2 EVALUATION FLS444-R10 Revision LI: 12/02/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLEoo: LOW AND STANDARD SLOPE se five nails for every fill Slwngle. f S/O" 8 516" 16 nun) (220 nun) I.7gurr l7•!: l/se/GotnatltfarrvPrpfidJ(iraxAAlduarShnngL, rtrringe tbasa Sbaugk, to, fentennlal Sbtte. TRINITY I ERD STEEP SLOPE ise seven nails omd duces(xas of m%phah roofing mint( fior every fidl Grind Al mor Mangle. Use five nails utd dire: spots of tuphnll mrdiog cemew for every full Carriage mittse Shangle and Centennial N121C. Apply asph:dt nofing centem V (2i 111111) from edge of shingle f/ gam ll•i). Asphalt nxtRng cemcm owtaing AS11( 0h15.'1G 111oc 11 Is suggested. m VA me, 1 0'. ro'0.0otMmm) T L_ Hgtrre / 7-5: Wbra iusad/lag CAunf .lWwSbdagb7 an rarp napes. oar sal en adds and throe spit afarphalt mr flagrement. Hip & Ridge for Carriage House Shanale° and Grand Manor Shanale: Refer to instructions herein for Shangle• Ridge hip and ridge shingles LANDMARK'", LAND MARK' :m IR; LANDMARK'm PRO, L..ANDMARK"4 PREMIUM, LANDMARK"' TL, LANDMARK'"' SOLARIS, LANDMARK'"' SOLARIS IR, NORTHGATE: " LOW AND STANDARD SLOPE METRIC DIMENSIONS 17, 143M. Ir' 1--( 305 mm)— --(375 mm)-- --(305 mm)-- iK:.; 6i.S+GiClfif {+VtV%.'i.Y•'W is .y::, .'.1.':.t14•.TQ L I' —I" (25 moll Re1Gue Tape Nailable Aron LANDMARK TL NorthGate: 13' h" 13" 13'Ir 343 mn1) --(330 mm)-- --(343 mm)--j 1" ( 25 (11m)-- I — Flgaro I,F•l: Hd• four ru+ilr jorernq• frill rbLrglr. Hoe HAS µEA Ir 14VV 'r 305 mm) (375 mm) (305 mm) Nanny L+=(s Y ( 25 ma) ppernallno Qx r na l ire Na11n0 araaa for low and aladdani siopaa (Imm 2:12 to N 12) Nal betaaan uppar d 67*4! Ines Rs +:mnn almw. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-Rll CertiJkate of Authorization 09SO3 fBC NON•NVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use Ax nails and four spots of ;Liplcdl roofing centem for every fall L•mdmued shingle. Sce helow. Asphalt roofng cement should sued ANTAl 045861Vpe II..4iply I" spots of asphalt roofing cement uncle etch cornet and a1 aixuu 12' to I.V In from each edge. METRIC DIMENSIONS 305 nm) (375 mm) 1 (305 mm) I1125 nrn) Rdea a Tape 1"(25 mm)- l Nail Area _;. h_ --1" For $Icep'' ` 25 mm) — — — — - z nun; Roolina Cement ERDTRINITY LANDMARK TL 131/2" 343 mm) 13" 330 mm) 131/2' 343 mm) 60.1 "(25 mm) I 1 "(25 mm)--1 I 25 mm) — — — — Apre 13.5. Use six nails aniffourspots of aspl* dt moflng cement on steep slopes NorthGate: STEEP 12' 14-3/4' 12' SLOPE I—XIIACmmt--I-rope I...—t1nFer 11. 25 mm) Nailing areas for steep slopes (greater than 21:12) and " Store -Nallfng" Nail between lower 2 nail lines as shown above. 6. 8.1 Hip & R(dee for Landmark"% Landmark'" IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris. landmark"" Solaris IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' 971e' 6' ( 305mm) 6' ( 250 J im)415/ 1B 050mm) 050mm) (125mm) I (125mm) Notch for Notch for Centering Centering 12' 13114' . 337mm) 305rnm) Notches for Algnnientto 7 NolchesforAOgnmentto 75l8' Me Top Edge of the Previous ( ) L the Top Edge ofthe Revbu(196mm) II— Capfor5'(125nm)f osure Cap icr55fB'(141mm)Exposure English Dimension Metric Dimension Shadow Ridge'" Shadow Ridge- Exterior Research and Design, I.I.C. Evaluation Report 3532.09AS-1111 Cert1lleateof Authorization #9Se3 f8C NON•HVH2 EVALUATION FL5444•RIO Revision 11:12/08/2016 Page 8 of 12 IN0, J TRINITY I ERO 9 27.W t2511 m:" a % I I G 125 run} t3 t/8" t II--•-(333 mm)—ICermlLa, F1•:tch I 0 5/8'-I 4-8 5JB'-1 I (1608mm)I 168mm I 13lld' r i 337 m1r,) \ NiQn these Centerin0 nnUhLi to top 13 1/4' ` Notch 1 cdtp nt (337 mm) iAlignIhosopl75/8' t"A1411 cootie notches to t op Iedgeul (194 nun) 1 provious course, j NorthGate Ridge NorthGate Accessory Laying Notch I I i 5, (145nnn) I Exposure I I + c Figure 13-20.., Use laying nokbw to cantorWnglar at lips and. mikes, and to beam the comet ezposum 6. 8.1.2 for ASTM 03161, Class F performance use BASF "Sonolastico NP1`` adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 8.1.3 Option 2: Refer to instructions herein for Cedar Crest", Cedar Crest' IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.0S-R11 Certificate of Authorization 89503 FBC NON-HVHZ EVALUATION FL5444'R10 Revision 11:12/08/2016 Page 9 of 12 f TRINITY I ERDI 6.9 PRESIDENTIAL SHAKE"", PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE TL"", PRESIDENTIAL SOLARIS"": LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full [residential For steep slopes, use nine nark for each full Presidential shingle and shingle as shown below. apply I' diameter spots of asphalt roofing cement under each shingle lab. After applying 5 nails in between die nailing guide lines, apply 4 nails I' Nanirlg -- 40' .{ above tab cutouts making certain tabs of overlying shingle cover nails. Guido Unrs (1016 tmn) 5 114' — 133 mm) a a 0 14 1/4" IIIY 38n1m) (362mm) NOTE. Apply nails on painted guideline. Figure 16-4. FasteningPtesiden(Ialand Itesklenud rt Sbabe 1' diametor asphalt routing cement sbingles on Iola and shmdard slopes Figure 16 ...- Fastening Preskimiid and Presidetulat r/6 Sbake sbingles on Slav slopes. 6.9.1 Hit) & Ridge for Presidential Shake', Presidential Shake"" IR. Presidential Shake TL"'. Presidential Safaris'"' 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL At MORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more shall 7• from the bottom edge of the "tooth." Fasten each accessory Mth two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3W' into the deck or completely through the deck. Presidential accessory comes in two different sizes: Accessory produced in Birmingham, AL -is 12' x 12% Portland, OR produces 97/8' x 131/4" accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastic° NP1'"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertatnTeed requirements. 6.9.1.3 Option 2: Refer to Instructions herein for Cedar Crest'", Cedar Crest"' IR hip and ridge shingles. 6.10 1 HATTERAST: . 1.04 STANDARD AND STEEP SLOPE: IrKure IS•j: 1intruln31lrtllrm" Xbpxfrr on Low anAarrtwh ni.Koprr ror lov and aandard stoprs, use Me nails for r:tch fog Ilaacrrs sldaglr, as JUAI'a :danc. tirrrn. IT. j:tMutsh g I/aMml.Mr(lra w.nrr^.Vn1iN for U "p %In^ Iue me asih and iglu ywu of aapluh r",tog Cr"ola fur rrh Inn lUle u shhtgir as shoun .dtou. Apldr I- ltfmini) Jhinricr spwt of nw6og cement (&%Tel n 4W'Apc If ug"et!) utahr rash uth roue"". Prat shinOu low plecon clot as r%paso cmnrar I:,11rrIUR: low mtmh ntafin. Colima ova cause shiugnrr of hlisrtt Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.0S-RLI CertiJleate of Authorization 09Sa3 F6C NON-I4VHZ EVALUATION FLS444-RIO Revision It: 12/08/2016 Page 10 of 12 i K._11 J TRINITY JERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14. 18 tbrae plece'nails separate to nmk0 54 Hatteras Acrzssory shingles. 6.10.1.2 Option 2: Cut Hatteras Shingles 9., 230 ram) I I I I 9\en 8..—!18-(160m1ri r go\a 5 y---I--- 460mmj 203MM)I __ %\ 25m 1 Cap Cap Cap Shingle Shingle Shingle Cap Shingle 2q Figure 15-20. Cut Hatteras sl11rtglas to make coos caA Figure 15-21. lnstallatioa of caps 41011f hips and ridgm6. 10.1.3 for ASTM 03161, Class F performance use BASF "Sonolastic• NP11" adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATE', HIGHLAND SLATE'"' IR: t' LOW AND STANDARD SLOPE: STEEP SLOPE: WA." k5aw OWG n7utu tuft Uft ono was Mddbdow: wbv 0AUda& demo Flgrttu i I •,T: Use FM tints for ovey H/gWmrd S1alo sbbigta Use VIM nails and RIGHT spots of asphalt rooting cement• (or each full Highland Slate shingle. ror Miami -Dade, Snf nalls are required. Apply V diameter spots of ag)halt rooting cement under each Ub corner. Asphalt roolingttvtmt meeting ASTM Wse6 Tjye n 6 suggested. r r Rt q Gsmt Wm. Om i,g4a U .n SOl", t . i ra6nfe1 im W ou M.r —L Nua" ne+rl Roofing Ca" Frguro II-jk Use RYE nails and e1gW spot' ofaspbdl roo/ Ine cwumt under emb lab Corner. CALM014: flscessl.e use of rooting cement can cause sidngles to blister. 6. 11.1 Hip & Ridge for Highland Slate'". Highland Slate' IR: Refer to instructions herein for Cedar Crest'", Cedar Crest'" IR or Shangle Ridge" hip and ridge shingles. Exterior Research and Design, LLC. Certylcote o1 Authortration 89S03 FOC NON•HVHZ EVALUATION Evaluation Report 3S32.09.OS•Rll FLS444• RIO Revision 11: 12/08/2016 Page 11 of 12 I TRINITY ERD 6.12 PATRIOT'm: LOW AND STANDARD SLOPE STEEP SLOPE Use F011lt naih for every full shingle leeched a• shown bt'low. Sulam i !_ St.d « i'k5mri j j t'lhcn} 1i:91ma) f I.- I.iI.S I}I..T -•ice- i2t)racl imml Pam. Use FOIiR nails :md four stwu. of asphalt moGnl; cement for etTry full ahiurJc as ahosal Ix low ,lsphat 0459- 1}1x If it suL%L%led. Aliph' 1'(ti ouul skirls of asphalt nwifine cement ms shown. Wrrlo\: Excessive use of rooftue r<vnenl Cali culse sllin;lcs to bluer. rCsrar: -- 12ra l •_ : i Noonng CamcM I~,S1aN _~ nnm: -I— turll 6.12.1 Hip & Ridee for Patriot'”: Refer to instructions herein for Cedar Crest'", Cedar Crest'" III, Shadow Ridge`", NorthGate or Shangle Ridge" hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1S07.2.7.1 / R90S.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA9625; (414) 248-6409; karen.buchmann@us.ul.com ENO OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 3532.09.0 -1111 CertiJkate of Authorization #9S03 FBC NON•HVHZ EVALUATION FLS444•R10 Revision 11:12/08/2016 Page 12 of 12 TRINITY EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate o/Authorizotion A19SO3 353 CHRISTIAN STREET, UNIT #13 ERD OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3S32.09.05-1111 FL5444-R10 Date of Issuance: 09/22/200S Revision 11: 12/08/2016 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 Sth Edition (2014) Florida Building Code sections noted herein. DEscRIPnoN: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1S07.2.7.1 / R90S.2.6.1 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 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 "rrinity)ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4 ANE1983 rho laeslmlle seal appearing was authorlsed by Robert Nleminen, P.E on 12/08/2016. This does not serve as an electronically signed dowment. Signed, seated hardeeples have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERO does not have, nor does it intend to acquire or will It acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity l ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial Interest in any other entity involved In the approval process of the product. 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. r TRINITY I ERD ROOFING SYSTEMS EVALUATION: SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5eh Edition (2014) Florida Building Code and 5`h Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Property Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 03161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM 07158, Class H 2O08 3. REFERENCES: faiitlf Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM 03161 99NK26SO6 11/23/1999 UL (TST 1740) ASTM 03161 03CA12702 05/27/2003 UL (TST 1740) ASTM 03161 03CA12702 06/16/2003 UL(TST 1740) ASTM 03161 03NK29847 10/03/2003 UL (TST 1740) ASTM 03161 04CA11329 OS/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 OS/12/2005 UL (TST 1740) ASTM D3161 05CA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 OSNK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 OSNK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL (TST 1740) ASTM 03462 IOCA41303 10/07/2010 UL(TST 1740) ASTM D3161 IOCA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM 03161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM 03161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM 03161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 ULLLC (TST 9628) ASTM D3161 & 03462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM 03161, D3462 & 07158 4786570717 12/16/2015 ULLLC ( TST 9628) ASTM D3161 & 03462 4787195678 02/09/2016 UL LLC ( TST 9628) ASTM D3161, D3462 & 071S8 4787380356 10/26/2016 UL LLC ( TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 47873803S7 11/08/2016 UL LLC (TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC (QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Oeslgn, U.C. Evaluation Report3532.09.OS-R71 Certificate of Autharicotion 09S03 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/ 08/2016 Page 2 of 12 J TRINITY I ERD 4. PRODUCT DESCRIPTION: 4.1 CT20'", XT' 2S, XT'" 30 and XT'" 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia'", Belmont'", Carriage House Shangle*, Grand Manor Shanglem, Landmark'", Landmark'" IR, Landmark'" Pro, Landmark`" Premium, Landmark' TL, landmark"" Safaris and Landmark," Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate"' is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL` and Presidential Safaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate'" and Highland Slate'" IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an Intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest"" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD 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 for fire ratings of this product. 5.4 Wind Classification: S.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R90S.2.6.1 to ASTM 03161, Class F and/or ASTM 071S8, Class H, Indicating the shingles are acceptable for us in all wind zones up to V„d = ISO mph (V„l, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM 03161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PLO Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V,sd =150 mph (V„It =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. S.43.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V,td = 150 mph (Vv,t = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. S.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Oesign, LLC. Evaluation Report 3S32.09.OS-RIL Certillrote clAurhorhatlon a9S07 F8C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 3 of 12 TRINITY 11 ERD 6. INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be locally Approved per Rule 61G20-3, per FBC Sections 1S07.2.3, 1507.2.4 or R90S.2.3. 6.2 Installation of asphalt shingles shall comply with the CertalnTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with F8C 1507.2.7 or Section R90S.2.6 and the minimum requirements herein. 6.2.1 Fasteners shall be in accordance with manufacturer's published requirements, but not less than F8C 1507.2.6 or R905.2.S. Staples are not permitted. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. 6.4 I, CT26", XT`" 25, XT`" 30, XT`" 30 IR:. - LOW AND STANDARD SLOPE STEEP SLOPE ENGLISH 12" 12" 12" Use four halls and sic spots of asphalt tooling cements for every full 305 mm) (305 nrtt) (305 rtm) shingle (Figure 11-4). Asphalt roofing cement meeting AST,N D45,46 r l" (25 on) _ sealant t (25 mm)-•( - 1ype 11 is suggested. 5 s/a" (1 45 mm) 1 1 5rl?PitA ewd -r— —— — — — — — — — METRIC 13t/tr' 1340" r 134e" Roofing Cement 1"(25 mm) Sealant 1" (25 mm) Apply 1"(25 mo) spots of isphall roofing cement andor each tab cornet. 6 th" Figure 11.4.• Usefour naffs rvrd six spins pfaspWl owimnI on slurp dopez CA1rr1ON: Excessive use of roofing cement can cattse sMngles to bltster. Figure 11-3: Usefournadsforeveyftdl sbingle 6.4.1 Hip & Ridge for CT201". XT'" 2S. XT`" 30, XT`" 30 IR: Cut Shingles I'•- I+ --1 r- 2" (50 nm) Ittmove r—..I25mm) I 1 t! I 5••, 111." (305 htm) SWN f — — — 112 f — — — — I ( 12511Uh) f .. Cap Cap Cap 305 irn •; a \ Shingle Shingle Shingle _I 5s1a s LL mm p a Aigura 11.24. Oil labs, lbmt bins back to snake cap shinhfes '45 Jrapt Now 6ngllsb dimensions sbomn). F1gum 11.25. Installation Qjcaps along I& hips and Mgmc. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NPi`"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-R11 Certlfrrate opAuthorizatfon 09503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 4 of 12 6.S 6.5.1 1 TRINITY I ERD I ARCAOIArm: • . . LOW AND STANDARD SLOPE STEEP SLOPE L'sL; Six leads for 4r'rn• fill shingle Inc:uetl as silmul Wloo: Use SIX n:dls mid FOUR ,lints of asphalt tno0ng cement for (wry full hinglc as Shoup belua:.tpph a<plrrlt rording avncot 1"(23 uuu) front edge of shingle .\sphalt nxtrtng cement nteetiog .M,%1 0 4586 1 pe 11 is su&gasfed. frtrrnu rnsmmt.- ILA Cot W110* t'f.S mu 1'ftS aml . Figure 1: e air mails for uru!rjr/I sLiugfu, EEJ,,-,_r__,2, l,S Figtnv j. Lira sb nnily and filere spnls tjaspliall r exr aft! ecincvd on steep slopes. Hip 8t Ridee for Arcadia': Cedar Crestr", Cedar Crest" IR Use two (2), minimum 1'Y.-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum t/.-inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8-5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "SonolasticO NPit"" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line Y4 to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Exterior Research and Oeslgn, LLC. Certificate of Authorization 09SO3 F6C NON•HVH2 EVAWATION Hand -sealing adhesive 1/4" 14- 3/4" — I+— . . 1° Dab of asphalt cement between — shingle layers Evaluation Report 3S32.09.OS-Rll FLS444-R10 Revision 11: 12/08/2016 Page S of 12 6.6 TRINITY JERD BELMONT''": Low and Standard Slope Steep Slope (greater than 21:12): 2:12 to 21:12): Use SEVEN nails and EIGHT spots of Use FIVE nails for every full Belmont shingle, asphalt roofing cement- for every full located as shown below. Belmont shingle. Apply asphalt roofing i cement V (25mm) from edge of shingle. See below. Asphalt roofing cement meetingaa Y__. ASTM D4586 Type II is suggested. t Y6'i16rta) o Adl,ricM -mils E rNare? SSW r?1Drnn1 f S+B' :I9 Hero r' i^s ram) 6.6.1 Hip & Ridee for Belmont': 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest", Cedar Crest"" IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle° Ridge Rgure 17.18.• hangle" Ridge. 18• Exposure Remove lap, from the right side I , ; g•` I and fasten r III SECOiyO Fasten they .- 1/ left side 85AI RIGHT FIRST LEFT Figure 17.19:1nslallallon gfSbangle® Rlelpe sbiugles on blps and ridges. 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic° NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Oesign, U.C. Certificate olAutherhatfon k9SO2 FBC NON-HVH2 EVALUATION 9 SM, Mond i Evaluation Report 3S32.09.0S-R11 FL5444-R10 Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 TRINITY I ERD CARRIAGE HOUSE SHANGLE® AND GRAND MANOR SHANGLE®: I LOW AND STANDARD SLOPE l:a: five nails for every MR S1laogle. 1--12Srrtn) 25lnnr) I- 5N" 8 518" 16m(n) (.?q mall Figure 17-•1- !!v f to nails far et ray frill Gittok(mauar. Shaoglr. 6}rrriapt, llaw Sbatitia ur Onam uial.Skile. STEEP SLOPE We seven nailsmid dime spurs of :uphall rourrng cement firr every fidl Crund N;mor Shingle. t!a' rive nails and Ihree .pals of aspli211 tooling cemem for ew:rc full Carriage Haase Shingle and Ceotenawl Slue. Apply asphak 1naGng cemem V (2i nmr) from t*. a of Aingle Pltuttr 17.5). Aspbilt runfing cement mewing ASMI 04596 71pe It Is supgesad. 0111 t\ %/ 0,000N i aSll Figan117. 5. Wbra hisirif'Drg 4'mad.thtacrSbrtuglrl nniterp.dotev. aSe SCIVM 11011S and Ibrrr SputS nfarp(ad1 mrJlgt rrruraf. Hip & Ridge for Carriage House Shangle' and Grand Manor Shangle: Refer to instructions herein for Shangle" Ridge hip and ridge shingles LANDMARK", LANDMARK- IR; LANDMARK'" PRO, LANDMARK'm PREMIUM, LANDMARK"" TL, LANDMARK"' SOLARIS, LANDMARK'" SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 12" 143/4" 17, 1--( 305 mm)-- --(375 mm}-- —(305 mm)-- A1 11::•.Y r•s: N•:W't •`:::-!0'Y :•.i ;:•!1.•.:tl[It_S'fl I- I"(25 m. Release'- 1171' Nailable Af6 LANDMARK TL NorthGate: 131/ Y' 13" 131/P' 343 mm) —(330 mm)-- --(343 mm)--1 I- 1" (25 mm) 1" (25 min)-I - J Figure l,f••!: L{u' firer rmfG far rvrq•%rill sbinglo. ZE mllu' 10 AW IT 1305 mr.1 (375 mml (305 arm) - 1 Aaling Lets r~ C ( 2S n.'n) ImvarrlaIIno r as mnF - 1 1 Na! ling areas for low and alandard dWs (Lrom 2:1210 21:121 Hal bet, swo up"I d lower Inge as r"<wn abwe. Exterior Research and Design,LLC. Evaluation Report 3S3Z.09.0S-R11 Certificate of Authoritatlon 09S03 f6C NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots o(asphait roofing cement (or every full laminated shingle. See lwloa•. Asphalt roofing cement should navel AS7,&1 0458611•pe If. Apply I' spots of asphalt roofing cement uncle each comer and at aboul 12' to 13' In h•oat each edge. METRIC DIMENSIONS 12:'— 305 mm) 1"(25 trun) Nail Atea l I--. ForSteep + 25mm) 375 mm) (305 mm) 1125 mm)'- tease Tape ing Cement t J TRINITY I ERD LANDMARK TL 131/ 2- 343 mm) 13" 330 mm) 131/ 2'=• 343 mm) 1"( 25 mm) 1 "(25 mm)-*J Figure 13-3: Use sec path and fourspols of asph dt roOng cement on steep slopes 25 nlrn; NorthGate: STEEP 12" 14-3/4' 12" SLOE —( 305 mm)- (375 mitt)-} —(305 IT NAILINAREA I Naifing Limits 1'( 25 mm) betwe lnv+er 1'(25 mm r Nailing areas for steep slopes (groater than 21:12) and " Stor"ailing" Nail between lower 2 nail Ones as shorn above. 6. 8.1 Hip & Ridge for landmark". Landmark'" IR, Landmark'" Pro, Landmark'" Premium, Landmark' TL. Landmark'" Solaris. Landmark'" Solarls IR, NorthGate: 6. 8.1.1 Option 1: Shadow Ridge"A or NothGate Accessory 12' g7B' 305mm) ( 250mm) tT 8' 415/ Ili' 415/1G'- 150mm) ( 150mn) (125mm) ( 125mm) Notch for Notch for Centering Centering 12' 131/4' W& nm) Notches forAOgnment" (337mm) NotchesforAlignmentto 5 . the Top Edge of the Previous 2 the Top Edge of the Previous T m Cap for 7(125nan)Exposure (180 m) Qpfor55B'(14Imm)Exposure (1 m) L —1 LEnglish Dimension Wilde Dimension Shadow Ridge'" Shadow Ridge' Exterior Research and Design, LLC. Evaluation Report 3S32.09.05-Rill CertiJkote of Authorhotion 09503 f8C NON-HVH2 EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 8 of 12 6.8.1.2 6.8.1.3 9 27.42' I 16216' n( 125rux1 Gertatghkt 1 1'a li4' 337 mm) \ Align thue / rot :has to toil 7 56. cdgc at (19" mm) p:lrMascaiuso NorthGate Ridge ram., r ' TRINITY I ERD 13 11W 333 mm)-- 6 5/8•- 4-6 Wit - 188 mm 1 168 mm Centering 131/4' Notch 337 mm) • Align theso notchas to top 7 ISL edged 1194 nvn) revious courae. NorthGate Accessory tY Laying Notch I figure 13.20.• Use hayingno/cbea to certkr sbtngket on blps and ridges, and to /wate the conwi a0asum For ASTM 03161, Class F performance use BASF "Sonolastic° NPI " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Option 2: Refer to instructions herein for Cedar Crest"", Cedar Crest" IR hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Certiftate of Authorttatlon a9503 FBC NON-HVH2 EVALUATION FL5444•RlO Revision 11: 12/08/2016 Page 9 of 12 J TRINITY I ERD 6.9 I PRESIDENTIAL SHAKE'", PRESIDENTIAL SHAKE` IR, PRESIDENTIAL SHAKE TV", PRESIDENTIAL SOLARIS'": LOW AND STANDARD SLOPE: For low and standard slopes, use Ove naps for each Fria Presidential shingle as shown below. N30110l I• 40' Guide Lines (1016 rim) 5 114' — 133 mm) a • 14 114' 1 IlT. :W ma4 (36 i mm) NOTE. Apply nails on painted guideline. 1 Figure hf-if.• Fastening AesirGmtial and Presidential TL SLake shingles on low and standard skipes STEEP SLOPE- Por steep slopes, use nine nails for each hid Presidential shingle and apply I' diameter spots of asphalt roofing cement under each shingle tab. After applying S nails in between the nalling guide lines, apply 4 nails I' above tab cutouts making certain labs of overlying shingle cover natls. T I' dlamutat asphalt tooting cement Figure 16.7.• Fastening P esldentlal and Pow(kaud TIL Sbahe sbing/es on situp slopes. 6.9.1 Hip & Ridee for Presidential Shake'". Presidential Shake'" IR. Presidential Shake TV". Presidential Solaris': 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering (lips and ridges. Apply shingles up to the ridge (expose no more titan 7' from the bottom edge of the "tooth." Fasten each accessory' with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4' into the deck or completely through the deck. Pres ittlal accessory comes in two different sizes: Accessory produced in Blrmingham,.AL•is 12' x 12% Portland, OR produces 97/s' x I31/4' accessory. 6.9.1.2 For ASTM 03161, Class F performance use BASF "Sonolastico NPIr " adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crests", Cedar Crest'" IR hip and ridge shingles. 6.10 I HA7011AS'": 1,0101, STANDARD Alto STEEP SLOPE: Flynn• 15-1,Marahrp11nlleratVlhlg4pron Loa aaAa'In"dt"d 4olsrs For lua snd wodAnl stapes. use Gm calk for each full Itancrrs dtbtgle u Jtuau abtnr. Exterior Research and Oesign, U.C. Certificate of Authorisation 09SO3 PBC NON-HVH2 EVALUATION 0XI., I c c 14,leaiaF I4Ia•nreAi•AM an ahrpNapn Fur aecp dnpc^ aw rite nark and rigid .pas of asldtaa mariag ttalcal (m each lull tLelsra sbin; k• as danru .ihow..%4dv I- MMMI dIMMer Flu; al nsaGng «meta (A TV n 406 llJV U suoved) miner r•A . lab caaan. of v sndagle. mat pktr' do gal npow Creased. I:AUnnN: Tat much radina ctunn am sauna Aiuglcs to Idiom Evaluation Report 3S32.09.OS•Rll FLS444-RIO Revision It: 12/09/2016 Page 10 of 12 II TRINITY I ERD 6.10.1 Hip & Ridge for Hatteras'": 6.10.1.1 Option 1: Accessory for Hatteras 2 Figure 15-14: 18 tLree piece limits separate to make 54 Hatteras Ac>;essory shingles 6.10.1.2 Option 2: Cut Hatteras Shingles g.. 230 mn)) I I Fa ` i---I--- 18 203mfnl 460mm) Cap Shingle Cap Cap Shingle Shingle Cap Shingle l2ao ram Figure 15.20.Cut Hatteras sbvigles to luake cower cap. Figure 15-21: Installation of caps along kips and tfd#n: 6.10.1.3 For ASTM 03161, Class F performance use BASF "Sonolastic° NPl'"" adhesive or Henkel PL° Polyurethane Roof & flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHL'ANO SLATE'",•HIGHLANO SLATE'" IR: LOW AND STANDARD SLOPE STEEP SLOPE: wt24t.4 1adN-o.d. MgAW six "a(M nts WANGwertr aA0.1"itamt) Flgum 11-•T: U.w F f6 nalit for easy 111gNmul zblu sNngla 1$e 110% nails and HIf.IIT spots of asphalt roofing cement* foe each full Highland Sate shingle. For maml-Dade, SIX atilt are required. Apply I' diameter mots of asphalt roofing cement under each lab comet Asphalt roofing cement ateeang AS7M D4S8G 1}yc 11 It suggested. V ,. Yin.tmrtmia ,. sans "' a taw.p.ows—=! F , ioVM enr edr Nata Nanl — — Rootltp camtm Firma II-JA: Uso IM nellr and sight rpols oforodi m ing cornent ancbr em:b 146 4vrner. CAUTION: Qtcessive use of roofing cement can cause shingles to bltstcr. 6.11.1 Hip & Ridge for Highland Slate"", Highland Slate'" IR: Refer to instructions herein for Cedar Crest'", Cedar Crest' IR or Shangle Ridge'" hip and ridge shingles. Exterior Research and Oeslgn, U.C. Certificate of Authorization 09S03 F8C NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FLS"4•RLO Revision 11: 12/08/2016 Page 11 of 12 r 1 y"` ,JTRINITY I ERD 6.12 PATRIOT"": LOW AND STANDARD SLOPE STEEP SLOPE We FOUR nail~ for every full shingle luctled as shoen bclua. Use FOUR aaih and four spots of asphalt roofing centcut for even full sitio4t; as shown helue::lylhal fotrfwg cententmecatlg.om 04%6 Tylx-. II ii Apply V(Ii nun) dins of asphalt roofing Swl+nt Commit :ts shown. CAU110,1: HACt-ssive use of roofinn c meat can cme AiieWLs to blister. L-LT{ 14G ttrai I1 jWrr4 i=201,1 t1Artm ..t•p; y ' — r rCS Y% 1 at rtF81' +I 6.12.1 Hip & Ridge for Patriot': Refer to instructions herein for Cedar Crest', Cedar Crest'" IR, Shadow Ridge'", NorthGate or Shangle RidgeTM hip and ridge shingles. t 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: _ As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this j product. t 9. MANUFACTURING PLANTS: 1 Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC — QUA962S; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-R11 Certificate 01AUtharitatron 09903 F13C NON-HVHZ EVALUATION FL5444-R10 Revision 11: 12/08/2016 Page 12 of 12 Florida Building Code Online FL I= OAR a C Business 81 Professional Regulation SC1S Home I Log In I User Registration Not Topics Submit Surcharge Stats Ir Facts Publications FSC Staff SOS Site Map Unks Search Fri r It Product Approval USER: Public User oreduct Anemval Manu > Produer er AeellraHen caarrh > Aeelrcation List > Application Detail FL # FL15216-R2 Application Type Revision. Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@lntetwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000. 778)945-2891 elozano @ i n to rwra p. co m Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florlda Registered Architect or a Llcensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Robert Nieminen Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date il/17/2017 ; Validated By John W: Kneievlch, PE 0 Validation Checklist - Hardcopy Received Certificate of Independence FLfs2i6 R2 cot Mir, of COI Nleminen.odf Referenced Standard and Year (of Standard) . Equivalence of Product Standards Certified By ; Sections from the Code hxp://www.Goridabuilding.orWpdpr_app_dtlaspx?param-wOEVXQwtDgv3yV.VMIQRAdbyl2ugk000yljaHbVciOpVSvxwSdCoQIA3d%3d(8r14R017.1:57:59 PMI_..... Florida Building Code Online . Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhlnoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions Approved for use In HVHZ: NO FL15216 R2 it 2nis 04 FINAI ER 1NT RWRAP RHINORAf1F FI 1 S216- 112,RdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Robert Nieminen PE-59166 Design Pressure: N/A Other: See ER Section 5 for Umlts of Use. Created by Independent Third Party: Yes Evaluation Reports FLIS216 R2 AE 201S 04 FINAL ER INTERl4lRAP RHINOROOF F IS216- 112.11df Created by Independent Third Party: Yes us w r=Mt ± IN :: 2601 Blair Stone Road, Tallahassee FL 32399 Phonai SSO-487-1824 The State of Florida Is an AA/EEO employer. Lonydght 2007- ol? 5 ate nf Florida :: Prlvary Statement:: Acressihillty eratpm nt :: RPAmd Stawmpnt Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a publlo-records request, do not send electroruc mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 050.487.1395. }Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The ema0s provided may be used for ofAclal communication with the licensee. However small addresses are public relprd. 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 4SS, F.S., please dick ham. Product Approval Accepts: M9 ® ram rag Credit Card Safe hVpJ/www.florid&building.org/Pr/pr_app_ddaspx?pwaaw%vGEVXQwtDgv3yVVK]ZIQRAdhyl2u8kQGQyljaHhVaiOpVSvxwSdCoQWd%3d[824/1017 1:57:59.Pq . . E rti 1 TRINITY I ERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-R2 FLiS216-R2 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/201S SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) 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 DC4 ANE1983 The facabnlle seal appeeriny was authorized by Robert Nieminen, P.E. on Od/27/2015. This don not serve as an electronically signed document S*rwd, sealed hardooples hoe been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it Intend to acquire or will It acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products It evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest In any other entity involved In the approval process of the product. 5. This Is a building code evaluation. Neither Trinity ERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhlnoRoof 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 1S07.23,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1S07.83,1507.9.3,1S07.9.S on Heating 1S07.2.3,1507.5.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 200S 1S07.9.3 Heating, liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Eri t t Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100S39395COO.002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 Is a multllayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. UMITATIONS: 5.1 This Is a building code evaluation. Neither TrinityJERD 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 HVH2. 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 RhlnoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate orIShinglesShinglesSimulatedSlate RhlnoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhlnoRoof 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 RhlnoRoof Underayments in compliance with manufacturer's published installation Instructions and the requirements for ASTM 0226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Exterior Research and Design, I.I.C. Evaluation Report 140S10.02.12-R2 Cerrif cote of Authorizotlon #9503 FUS216-1112 Revision 2: 04/27/2015 Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof 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 HVH2 nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Sinale Laver: Roof Slope > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-Inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-Inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted In 6.5, but maintaining minimum half -width plus 1-Inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction In order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, LLC. Evaluation Report 140S10.02.12-R2 Certificate of AUthorizatlon #9503 FUS216-RZ Revision 2:04/27/201S Page 3 of 3 TRINITY I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 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 2:04/27/201S 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: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl 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 "Trinityl ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nleminen, P.E. Florida Registration No. 59166, Florida OCA ANE1983 The facsimlle seal appearing was authorized by Robert fslernlnen, P.E on 04/27/201S. This does not serve as an electwdcally signed document signed, sealed hardcoples have been transmitted to the Product Approval Administrator and to the named dlent CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest In any company manufacturing or distributing products it evaluates. 2. 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 Trinityl ERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance Is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1S07.2.3. 1S07.S.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1S07.9.5 on Heating 1S07.2.3,1S07.S.3,1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1S07.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TST1SO9) Physical Properties 10OS39395COQ-006 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1S09) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhlnoRoof U20 Is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinitylERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVH2. 5.3 Fire Classification Is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile FoamOn The Metal Wood Shakes Slate or Shingles Shingles Simulated Slate RhlnoRoof U20 Yes No No Yes I 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 Umitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published Installation instructions and the requirements for ASTM D226, Type I or 11 or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certr lcote of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 2 of 3 TRINITY I ERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhlnoRoof 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 Single Laver: Roof Slone > 4:12: End (vertical) laps shall be minimum 6-Inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface Is required. When batten systems are to be Installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole In accordance with Interwrap published Instructions. 6.4.3 Double Laver: 2:12 < Roof Slope < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-Inch. Double layer application; begin by fastening a half -width plus 1-Inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product S. MANUFAcfURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QUAUTy 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-RZ Certificate of Authorization M9S03 FL35216•R2 Revision 2: 04/27/201S Page 3 of 3 4/28/2017 Florida Building Code Online L `'vn. _,. t.}, ' n. ' S•'„ . •, yr <:.: yR •• ''::? ' •:.'`f; : `'i . • V ! r !, i,'. : 'y:: r ti f.'...: •:!k t. - '! f 1 r. r•1,• : i ; •t.t.l : .- :CGo a,• 't: 'd• .. r-.;.• A,x .. ,, e, f.:c .may :7'..•,)',_•.t ;T'rr'L.'F, `•!i 4 .t'1` .. r:4: '. r.' :i :'^ ir,r ' i KJ ;'; •" ;?a:'`-II '.a.... t r,. -Gti•,f! '..} -.`rr''•it, •f• Q r j,ry ,`-:• Jtr..•t.t"V '". • . e• , ..`;.• `:•i.: t• tl::' f•y•l'•,•• 'r; ii- - r. t .. •' .,•••, i' r 4..1',a'r!-. ;,. k ,, !'?<'•' •, :•:$ c mac:. .,:•, y::--.;.., :-:. .,J; •-< r} "''':YS^ f. j n? P!t•'l.Xr,'.•.t' '<<v .`. =.,. '., .1- "µ .... .. . tvY....i t ' SCIS Home Log In I User Registration Not Topics 'Submit Surcharge Slats a Facts Publications FSC Staff j SCIS Site Map Links j Search hdNl,li ice Product Approvalr,I ` USER: Public User Product Approval Menu a Product or Andiratlon Search > A2niirAt10n List > Application Oetall FL # FL12328-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer TAMKO Building Products, Inc. Address/Phone/Email PO Box 1404 Joplin, MO 64802 417)624-6644 Ext230S kerri_eden@tamko.com Authorized Signature Carter Lea carter_lea@tamko.com Technical Representative Kerri Eden Address/Phone/Email PO Box 1404 Joplin, MO 64802 417) 624-6644 Ext 2305 ' kerri_eden@tamko.com Quality Assurance Representative Address/Phone/Emal I Category Roofing Subcategory Underlayments 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 01/07/2019 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL12328 R7 COI TBP14001.3 2014 FPA TAMKO Underlavments-FINAL- odf Referenced Standard and Year (of Standard) Standard Year ASTM D1970 2009 ASTM D226 2006 ASTM D4869 2005 ASTM D6380 2003 Equivalence of Product Standards s'• „ e ; '*,e1 Certified By - tat~'• ; µ,• s;, Sections from the Code httpsl/www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramOGm5ep/o2bS%2baRvkOl3ThCOrtWi58TQ%3d%3d 1/4 4/28/2017 Florida Building Code Online Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option D 08/23/2016 08/23/2016 08/25/2016 10/13/2016 nmarif-ofProducts FL # Motel, Number or Name Description 2328. 1 1[ASTM Slate Surfaced Roll Roofing Roll roofing surfaced with mineral granules Limits of use _—_-- ------•—_— Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Installation Instructions FL12328 R7 li TBP14001.3 2014 FPA TAMKO Underlavments- FINAL.odf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments- FINAL, odf Created by Independent Third Party: Yes 12328. 2' .[ASTM:Tile Underlayment Coated organlc underlayment Limits of Use installation Instructions Approved for use In HVHZ: No FL12328 R7 II TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlayments•FlNAL.odf . . Impact Resistant: NjA Verified BY: Zachary R. Prlest.74021 •• Design Pressure: N/A Created by Independent Third Party: Yes • , Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7-AE TSP14001.3 2014 FPA'TAMKO U nderlavments-FINAL. adf Created by Independent Third Party:, Yes 12328. 3 Master Smooth Asphalt saturated organic underlayment. Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf 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 FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderl avments-FINAL. odf Created by Independent Third Party: Yes 12328: 4 ; Moisture -Guard Plus...:: A self:adhering modified bltumeri•undeHayment.; Limits of Use Installation Instructions Approved for use In HVHZ:.No FL12328 R7 II TBP14001.3 2014 FPA TX=,. Approved for use outside HVHZ- Yes':; _ Underlavments-FINAL.odf Impact Resistant' N/A Verif led. 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 FL12328 R7 AE TBP14001.3 2014 FPA TAMKO ' Underlavments- FINAL, odf :.. Created by Independent Thlyd'Party:.Yes 12328. S No. IS ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 Il TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf 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 FL12328 R7 AE TSP14001.3 2014 FPA TAMKO U nde rlavments-FINAL. odf Created by Independent Third Party: Yes 12328. 6 J No. 15 UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved for'use in HVHZ: No FL12328 R7 If TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL.odf • • Impact Resistant: N/A Verifled•By: Zachary R. Priest 74021 htlps:// www.0oridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgtF2AezuarjgOlAramOGm5e°/a2bS%2baRvkOl3ThCQrPNiSBTQ%3d%3d 2/4 4/28/2017 Florida Building Code Online Design Pressure: N/A Other. See evaluation report for limits of use. Created by Independent Third Party: Yes Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlay ments-FINAL. odf Created by Independent Third Party: Yes 12328.7 No. 30 ASTM Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TSP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL. odf 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 FL12326 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments-FINAL. odf Created by Independent Third Party: Yes 1.2328.8 _ No: 30 UL Asphalt saturated organic felt Limits of Use Installation Instructions Approved for use In HVHZ: No FL12328 R7 ll TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlay ments-FINAL. odf 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 FL12328 R7 AE TBP14001.3 2014 FPA TAMKO Underlavments -FINAL. odf Created by Independent Third Party: Yes 12328.9 ---__ TAM -FELT - A_ Alternate to ASTM 0 226, Type II underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 lI TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlavments-FINAL, odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: N/A Created by Independent Third Party: Yes Other: See evaluation report for limits of use. Evaluation Reports FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created by Independent Third Party: Yes 12328.10 TW Metal and Tile Underlayment self -adhering modified'bitumen underlayment Limits of Use Installation Instructions " Approved for use In HVHZ: No FL12328 R7 11' TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Underlayments-FINAL, odf ' 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 FL12328 R7 AE TBP14001.3 2014 FPA TAMKO . U nderlavments-FINAL. odf Created by Independent Third Party: Yes 12328.11 TW Underlayment self -adhering modified bitumen underlayment Limits of Use Installation Instructions Approved for use in HVHZ: No FL12328 R7 It TBP14001.3 2014 FPA TAMKO Approved for use outside HVHZ: Yes Impact Resistant: N/A Underlavments-FINAL. odf 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 FL12328 R7 AE TBP14001.3 2014 FPA TAMKO U nderlavments-FINAL. odf Created by Independent Third Party: Yes l E E3 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8S0.487-1824 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 publk-records request, do not send electronic mall to this entity. instead, contact the office by phone or by traditional mall. If you have art/ questions, please contact 8So.487.1395. *Pursuant to Section 45S.275(l), 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 4SS, F.S., pease click hem, Product Approve l Accepts: SOM iC IC "Lvt https://www.ftidabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtOgtF2AezuarigOlAramOGm5ea/o2bS%2baRvkOl3ThCQrIWiSBTQ%3d%3d 3(4 4/28/2017 Florida Building Code Online Credit Card Safe https:/hvvAv.0oridabuilding.orglpr/pr app dtl.aspx?param=wGEVXQwtOgtF2AezuarjgOlAramOGm5e%2bS%2baRvkOl3ThCQrPNi58TQ%3d%3d 4/4 Certificate of Authorization bur DriveCREEK17520EdinburghDrive Tampa, FL 33647 TECHNICAL SERVICES, LLC ( 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE, 5T" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. P.O. Box 1404 Joplin, MO 64802 417) 624-6644 htto://v.ww.tamko.com Duality Assurance: UL LLC (QUA9625) SCOPE Issued August 22. 2016 Category: Roofing Subcategory: Undedaymenls Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2. 1507.4.5.3. 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2, 1507.8.8. T1507.8, 1507.9.3, 1507.9.3.2, 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity. Reoorl. No. Standard Y= PRI Construction Materials Technologies (TST6049) TAP-191-02-01 REV ASTM 0 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM 0 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM 0 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM 0 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM O 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM 0 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM 0 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM 0 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKOO ASTM Slate ASTM D 6380, Class M. Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" staggered end laps and in accordance with FRSAIfRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TA 1KO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM 0 6380, Class M. Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete the shall be permitted in accordance with the FBC. TAMKOO Master ASTM D 6380. Class S. Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley In accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted In accordance with the FBC. TAMKO® Moisture Self -adhered, ASTM 0 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2' side laps and minimum 6" staggered end laps. Min. application temperature: 40°F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay tile roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type 1 underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM 0 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO© No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" and laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be Installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKOS TIN Metal and Self -adhered, flexible, ASTM 0 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered and laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted In accordance with the FBC. TAMKO6 TW Self -adhered, flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40017 Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKOS TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale 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 TAMKO BUILDING PRODCUTS. INC. TAMKO Underlayments TECHNICAL SERVICES, LLC LIMITATIONS 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50°F unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) 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. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All undedayments shall be installed with the roll length parallel to the save, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) 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, 5s' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 111111111fl, 11,I G ppiY R. • PR.,. No 74021 Ir= STATE OF : 0,,' •.. C 0 Fj Nam`. IO N A -- CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, not will acquire, a financial Interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor vAll acquire, a financial Interest In any other entity Involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Drive Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA 13UILDING CODE, Sr" EDITION (2014) Manufacturer: TAMKO BUILDING PRODUCTS, INC. Issued August 22, 2016 P.O. Box 1404 Joplin, MO 64802 417) 624-6644 hUo://www.tamko.com Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing. Subcategory: Underlayments Code Sections: 1507.2.3, 1507.2.4, 1507.2.8, 1507.2.9.2, 1507.3.3, 1507.4.5.1, 1507.4.5.2, 1507.4.5.3, 1507.5.3, 1507.5.3.2, 1507.6.3, 1507.6.3.2, 1507.6.5, 1507.7.3, 1507.7.3.2, 1507.8.3, 1507.8.3.2. 1507.8.8. T1507.8, 1507.9.3. 1507.9.3.2. 1507.9.5, 1507.9.9 Properties: Physical properties REFERENCES Entity Report No. Standard Year PRI Construction Materials Technologies (TST6049) TAP-191-02-01REV ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-192-02-01 ASTM O 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-193-02-01 ASTM D 1970 2009 PRI Construction Materials Technologies (TST6049) TAP-214-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-215-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-216-02-03 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-217-02-01 REV ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-218-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-219-02-01 ASTM D 226 2006 PRI Construction Materials Technologies (TST6049) TAP-220-02-01 ASTM D 6380 2003(2009) PRI Construction Materials Technologies (TST6049) TAP-222-02-01 ASTM D 4869 2005e01 PRI Construction Materials Technologies (TST6049) TAP-319-02-01.1 ACC 188 2012 UL LLC (TST9628) 13CA12269 ASTM D 226 2006 PRODUCT DESCRIPTION AND APPLICATION TAMKO® ASTM Slate ASTM D 6380. Class M, Type II underlayment constructed from organic felt saturated Surfaced Roll Roofing with asphalt and coated on both sides with asphalt and surfaced with granules. Min. slope: 2:12 Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of asphalt shingle valleys and clay and concrete Tile shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. TAMKO Underlayments TECHNICAL SERVICES, LLC TAMKO® ASTM Tile ASTM D 6380, Class M. Type II underlayment constructed from an organic felt saturated Underlayment with asphalt then coated on both sides with asphalt and surfaced with granules. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" staggered end laps and in accordance with FRSA/TRI 07230 for tile applications. Allowable roof coverings: Attachment of clay and concrete tile shall be permitted in accordance with the FBC. TAMKO® Master ASTM D 6380, Class S, Type IV underlayment constructed from an organic felt saturated Smooth with asphalt then coated on both sides with asphalt and surfaced with a fine mineral. Application: The underlayment shall be installed along the valley in accordance with FBC requirements. Allowable roof coverings: Attachment of asphalt shingle valleys shall be permitted in accordance with the FBC. TAMKOO Moisture Self -adhered, ASTM D 1970, fiberglass reinforced, modified bitumen sheet membrane Guard Plus® with a mineral surfacing and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 3-1/2' side laps and minimum 6' staggered end laps. Min. application temperature: 40'F. Allowable roof coverings: Attachment of asphalt shingles and mechanically fastened concrete and clay file roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 ASTM ASTM D 226, Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 15 UL ASTM D 226. Type I underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlaymen( shall be installed with minimum 2' side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TAMKO BUILDING PRODCUTS, INC. i \ TAMKO UnderlaymentsaTECHNICALSERVICES, LLC TAMKO® No. 30 ASTM ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4' end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted in accordance with the FBC. TAMKO® No. 30 UL ASTM D 226, Type II underlayment constructed from a non -perforated organic felt that is Asphalt Saturated saturated with asphalt. Organic Felt Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles, metal roofing, clay and concrete tile, slate shingles, wood shingles, wood shakes, and roll roofing shall be permitted In accordance with (lie FBC. TAMKOO TW Metal and Self -adhered, Flexible, ASTM D 1970, rubberized asphalt sheet membrane with a Tile Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6' staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles, metal roofing, and mechanically fastened clay and concrete tiles shall be permitted in accordance with the FBC. TAMKO® TW Self -adhered, flexible, ASTM D 1970. rubberized asphalt sheet membrane with a Underlayment polymer film on the surface and a removable release film on the adhesive side. Application: The underlayment shall be attached by adhering directly to the roof deck with minimum 4" side laps and minimum 6" staggered end laps. Min. application temperature: 40'F Allowable roof coverings: Attachment of asphalt shingles and metal roofing shall be permitted in accordance with the FBC. TAMKO® TAM -FELT Alternate to ASTM D 226, Type I and Type II underlayment constructed from a non - perforated organic felt that is saturated with asphalt. Application: The underlayment shall be installed with minimum 2" side laps and minimum 4" end laps. Allowable roof coverings: Attachment of asphalt shingles shall be permitted in accordance with the FBC. TBP14001.3 FL12328-R7 Page 3 of 4 This evaluation report is provided for Stale 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 LIMITATIONS TAMKO BUILDING PROOCUTS, INC. TAMKO Undedayments 1) This evaluation report is not for use in the HVHZ. 2) Fire Classification is not within the scope of this evaluation. 3) Wind uplift resistance in not within scope of this evaluation. 4) Installation of the evaluated product shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5) Minimum application temperature shall be 50'17 unless otherwise noted. Contact the manufacturer when installing at temperatures below the minimum application temperature. 6) 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. 7) The roof deck shall be constructed of closely fitted sheathing for new or existing construction. Roof deck shall be installed in accordance with FBC requirements. 8) Unless otherwise stated, the minimum roof slope shall be in accordance with FBC requirements. 9) All underlayments shall be installed with the roll length parallel to the save, starting at the eave, and lapped in successive courses installed up the deck in a manner that effectively sheds water from the deck. End laps shall be staggered between courses in accordance with the manufacturer's application instructions. 10) The underlayment may be used as described in other current FBC product approval documents. 11) The underlayment shall not be installed over existing roof coverings. 12) Contact the manufacturer regarding specific exposure limits for each underlayment. 13) All products listed in this report shall be manufactured under a quality assurance program In compliance with Rule 61G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code, 5'h Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 9( RCIEpR .,. No 74021 0 STATE OF : U/ i r111111 t10 CERTIFICATION OF INDEPENDENCE 2016.08.2 2 09:35:39 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services. LLC Is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial Interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P E. does not have, nor will acquire, a financial Interest In any other entity involved In the approval process of the product. END OF REPORT TBP14001.3 FL12328-R7 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 r ' 4/28/2017 Florida Building Code Online 4f.i 1p 'i '' , J.-•.+• cd F l: :/H Gi" 4:i; .. i.. .a' ?'.' a. ,, Wow in; ;_ - > v.,• rh^ . •;.uti ' tr. • • l e' ' r' • tl ' i' g 4 : • "'••'' • ' • '' %%rl` •' '' ' `K `;'jl'C• iT. 1«1 q, r. (';fl.ViQ 1' , .. ws, V . b•%-='•w .. 5 v.'f: e 'r! ••'ii •' .o ;.,bl ,. ` I' •'"'' s` .:l.i o_ y •` }qpyS.f:.c, .} .sx ^ 6 : _G: "' 74 y7 tu ,:': s::. . < ai .y .. Si' ` •i.• •' flstiL . ' `_•' _•' 1-v. ;. • .... '*' < 2: i r• a,* _ .,.,-.. - ,.,Gti*L'i='. . _ ... `- s..rr?.: •' •"..:...u..:. '._ ' : .. •-a-..o.i:• . SCIS Home l Log In I user Registration I lot Topics I submit Surcharge I slats d Facts I Publications I FSC staff I BCIS site Map I Links I search r 54EProduct ApprovalR: j USER: Public userd1i: h: Product Approval Menu > Product nr AoMiatlon Search > Anrollratinn LiiS > Application Oetail 77 R-M•-- " rr % r FL It FL158-R8 Application Type Revision Code Version 2014 Application Status Approved e :'.;: 'j•:;.j ..H•a; *Approved by DBPR. Approvals by DBPR shall be reviewed and ratified t;•7 •r:'snr, r`; 45,;•. (-: by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer CAST-CRETE USA, Inc. Address/Phone/Email PO Box 24567 Tampa, FL 33623 813) 621-4641 Ext 128 cparrino@castcrete.com Authorized Signature Craig Parrino cparri no@castcrete, com Technical Representative Craig Parrino, Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Quality Assurance Representative Craig Parrino Address/Phone/Email PO Box 24567 Tampa, FL 33623 cparrino@castcrete.com Category Structural Components Subcategory Products Introduced as a Result of New Technology Compliance Method Certification Mark or Listing Certification Agency Miami -Dade BCCO - CER Validated By Miami -Dade BCCO - VAL Referenced Standard and Year (of Standard) Standard Year AC1 318 2011 ACI S30 2011 Equivalence of Product Standards Certlfied By Product Approval Method Method 1 Option A Date Submitted 04/29/2016 httpsJlwww.8oridabuilding.orglpr/pr epp dtl.aspx?param=wGEVXOwtDquegl%2bT71%2fF192gnRzHNuic45pgLXkU6g%3d 1/2 13 4/28P2017 Date Validated Date Pending FBC Approval Date Approved of Florida Building Code Online OS/06/2016 05/06/2016 FL# Model, Number or Name -- ••'-• r__-•r... .. .. _---•--._'. .._.... - r • _ 158.1 High Strength Concrete Lintels Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Superimposed loads shall not exceed allowable safeload Descilptlon 4, 6, 8, and 12 Inch wide lintels Certification Agency Certificate FL148 R8 C CAC NOA I4-0903na wf FL158 R8 C CAC NOA I6-0126 na odf Quality Assurance Contract Expiration Date 05/ 21/2017 Installation Instructions FL1S8 R8 It NOA 14-0 03 03 Ddf FL1S8 R8 II NOA 16-01 f, na pelf Verified By: Mlaml-Dade BCCO - CER Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: an 9 10 Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Vie• L -4E&jW The State of Florida Is an AA/EEO employer. Coovdoht 2007.20t9 State of Florida 1: ptivaev Statemem :: 5em Accessibility Staten• • s .. RefundStwr.ment Under Florida law, email addresses are public records. If you do rat want your e-mail address released In response to a public-fecords request, do not send electronic mail tothisentityinstead, contact the office by phone or by traditional mail. If you have any questions, Please 455.275(t), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4Se, F.S. must provide the aDepartment epart en4it tine * Puril suant co Seaton one. TheemallsprovidedMaybeused (Or ofndal communication with the licensee. However email addresses am public recorld. it you doan snot wish to supplyhave 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 dick here , Product Approval Accepts: tr Mel CreditCard Safe htlpsJ/ www. Ooridabuilding.orgtpr/pr_app rill.aspx?param=wGEVXQwtDquegI*/o2bT71a/o2(FMgnRzHNufcgi5pqLXkU6g*/o3d 2/2 MIAM 1-DADE 11t1A6•II-DADE COUNTY e PRODUCT CONTROL. SECTION DEPARTiMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 BOARD AND CODE ADNUMSTRATION DIVISION Miami, Florida 33175-2474 T(786)315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wivw.minmldade,gov/ecoiamy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable roles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dada County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform. in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet L of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., off August 19, 2014, all bearing the Miami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expiration date by the Miatni-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each Lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed- by the expiration date may be displayed in advertising literature.. Ifany portion of the NOA is displayed, theft it shall be done in its entirety. INSPECTION: A copy of this entire NOA 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 NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages i-1, E-2 and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A. Malcar, P.E., M.S. NOA No. 14-0903.03 MIAMI OAOE COUNTY , 2.4 i" Expiration Date: 09/11/2018 Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Itte. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 003-0605.04 A. DRAWINGS 1. Droswing No. FD4612, filled "Precast and Prestressed Lintel Details" sheet 1 of 1, prepared by Craig Parrino, P.R. dated March 24, 2003 and Dtmving No. LT4612, titled Cast -Crete 4 ", 6" & 12 " Lineel Sgje Load Tables sheets I through 3 of 3, prepared by Craig Pcirrino. P.E., dated Alarch 24 2003. last revision #1 dated April 28, 2003 both drawings signed and sealed b1, Craig Parrino, P.E. B. TESTS 1. Test report onflexural resting on 4 ", 6" ,-t 12 " Precast Concrete Lbtlels Filled and Unfilled d/odels, total of (13) concrete lintel specimens, per ASTME-529-94, prepared by Applled Research Laboratories, Report No. 30404A, dated 04110103, signed and sealed by ClOslopher A. Hanton, AE. C. CALCULATIONS 1. Calculations for Casl-Crele Lintels, dated 051291103, 207 pages, prepared by Craig Parrino, AE., signed and sealed bl; Craig Parri to, AE. 2. Calculations for Cast -Crete Lintels, dated 05129103, 140 pages, prepared by Craig Parrino, P,E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cart -Crete 11lachhte Made Precast Lintels revived on 11al,1, 2002. 2. Cast -Crete Qual/ty S))stem Alanua/ for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 08-0320.09 A. DRAWINGS 1. Drawing No. FD4612, tilled "Precast and Prestressed Linlel Details", sheet l of prepared by Craig Parrino, P.E., dated March 24, 2003 and Dtmwing Alb. L714612, titled Cast - Crete 4", 6" & 12" Lintel Sae Load Tables". sheets 1 tluutigh 3 of 3, prepared bl Craig Parrino, P. E., dated Uarch 24, 2003, lost revision dated Mcn-ch 11, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. BY Miami -Dade Couutl, Building Code Compliance Orce. E. MATERIAL CERTIFICATIONS 1. Alone. HWy A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Explratlon Date: 09/I1/2018 Approval Date: 10/09/2014 E- 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL H 12-0209.12 A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Lintel Details". sheet l of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Drawing NO. LT4612, titled "Cast -Crete 4 6" & 12" Lintel Safe Load Tables'; $heels l through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, lost revision dated klarch 11, 2008, all signed and sealed by Craig Parrino, P. F,., on March 22. 2012. B. TEST'S 1. None. C. CALCULATIONS 1. rYo re. D. QUALITY ASSURANCE I. By Xliand-Dade County Department of Permittbrg. Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATIONS 1. Nome. F. OTHER 1. Letter fr-ont Cast -Crete Corporation, dated February 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. t\rorre. D. QUALITY ASSURANCE 1. By Miarni-Dade Cotarty Department of Regulatory amid Economic Resources (RER). E. MATERIAL CERTIFICATIONS 1. Nome. l .--,, v A l; ny A. t\'takar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: (0/09/2014 E-2 Cnst-Crete USA, Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No. FD4612, titled "Precast and Prestressed Li»tel Details'; sheet I of1, prepared by Craig Parrino, P. E., dated Alarch 241, 2003 and Drawing r\ro. LT4612, titled "Cast -Crete 4", 6" &, 12" Lintel Sqfe Load Tables", sheets / through 3 of3, prepared by Craig Parrino, AE., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Parrino, P.E., anAugust19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calcnit lions. for Cast -Crete Lintels, slated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino. P.E. D. QUALITY ASSURANCE 1. By A ian -Dade Cowin, Deparinrent o%Regulatoi j, mid Economic Resorures (RF,R). E. MATERIAL CERTIFICATIONS I. None. F. OTHER 1. Letter front Cast -Crete USA, Lac., dated August l9, 2014. signed and sealed byCraigParrhro, P.E., certifying compliance with the Florida Building Code, 2014Edition. Hel altar, P.C., M.S. Product Control Unit Supervisor NOA No. 1 d-0903.03 Expiration Date: 09/11/2018 E-3 Approval Date: 10/09/2014 A=ice RET6 HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE B. IYPE 'A'_ Silri i MIMI= sr,' atlsllad tlDZI 6 4" SOLID LINTEL nATA TARI F vwmrojlx mr W" j[GIi1 i(rl \ pCyr•mrtM 1 ^ Qit lU*rrr. mr"Q dt" PRECAST u-LINTEL DATA TABLE r1 valrn myna... r:utta" oc>ivefrrlr c varry toss ae:.a r:us i7 vtsrn r va tto r+r ter 1„„ 1ra nm+n1-'Z'Si rya rA w"w" rd-aF"Tv a rarvnsmnr,»r ao FarvnmMr7-wra 90r--grJ T ra artu cQ.vravo rra'n6atrlrUra—arrarvr:.,lp3m mrtgflrte rr1mY rTEI p7 L.L-III>a7 rr AFMOWA!Lrsaarutin:rsgvra o iIS 7r27FL-i• It IaI I n"rINAIM I rtavrin to tlTi.'"i riI1 7 rtLJrtmar 1 M;,. : rzryooi to rsad one sIT r .! t ^ r n3cy rt,.L ^! r r t trra 11" PRFCAST U-LINTEL DATA TABLE 1T3.®i 7iT.'-•i i'tt.l f:ili1 1 r ll®ri1'^7r v©no icyar urtUNrlw'TuuUEN' al uoa oar rm r uti::.lrCCM va__.luc, a:: luato rcy eJ F'=:Jpqgd17Lpmncpm ao v®ara rma[mrrct arlu lrr rzit loe Dc:o ravr3s4llFMIL".^umJr• 11. ri'aSioCvt7 InWAF3 o nfmaeUara mmrimilrU3" rv. t", R-avomo i7CSi[31t1 tt2:J•rfL^JfF 1,:L T"IX srr'r0er1 iti I:I Ii l[r1 lvY-'T'.'.Li1f•.Y 1Cy l][] YMI1Qlf ILMSLiI`J'JlJG1 VtSL"J fYZY VL\MI1 M v le 1f1M'GLmnr_u>trra.0 ._Ian ti.tM mrc rr\ _ aGSi CCSiCGL 0 ETFJt r MQl':.:J QCI `rr C D S IMf R0181AfT IM LION LL rfa"Wo ref me= YVwf. M O rmISCIe A aflOGl UYII Lfo CA" It *""W=e Of $SnMU D If1110Yi D/ Meei \M11p =SW CAI-CMI M% SIG 1. magibU M SIIp 7/U W Afl Alp AL A AM N KW • nmm Mbt . f of If am w1w . Dre W 4"K M AIY AA IMG M DnL Went W WOVL KO"D At =MD'UM M L o m smmlp r . AM m Lot V< • we A If w rfMl ntll OM V M S w"m Gf4 "a c"m - IM. CI rnan mmm r. . t rM Iof . — mmu SMIDrf ... t M = Slfde "K /AfL " o4n nM10 f n" SILL OWL A Cn U2 *A f le n r * UM SAo f SOOuf im SAM two, r f . IM It M .Ilia nu wxl low toll G • ' p E N O . I nwnuCr st vtstu d emnPtrl" r `^It' Aa nmNa o. 4 Wialp Cate t _ oc u 03 oR''- PyCQs 9'° 1.`,,"ONAIE;G, R EUC R. 335 PID 1. w0dohlPRECASTAND PRESTRESSED LINTEL DETAILS n t Dim asm-11 I am it au mof I w1h A am GENERAL NOTES I) r.bdde 12) 6' • fY blry m mrA•clued .:Ip rl bM •or6u .t W "r. to to •. rrW - 2M accomodob RNtd ed reena•p orr rc r i°i2 imW -coon 1» 16. td•te sera• d ZVI I to atrA amoeb — ro Mmfeqnd . D pr w1. gpmmun q/p • m Wy .1 Wun ggtm b wcwom do A1111 C-6t6wrJebnwmeryimb (a+) ppeerr AS'IG C90 U iNdnmi nN^ 't"P am cmepnteh. •In iWD pr IQ lade boded .ae Rr6m1 fq.ody v mp1) uy AiAtmbl pdop - Him pR AA613 /O loeb Redd M dnOd 1.[ W witlnd MM .ib W f•breq •pfam - nrtmprASIAStrQ7pOqortosApptd Rtdld bm A p4r Ierbrdr be0 2) N mb bed •ddm erred m nitnem 4 pen n••id 6oMap. Sd• W" bcd + fd• 6Nta4d bod S ID tattfiyrMd. r pia am, l:a.r IzW IS) r« aradr• a 1/2 ishLh la 6 b*04 bip1A b lots V'to JAW 6.*hb ed dom m• nb b•d Lom "A bee Wf M .t..n 16) For w wwn Act 04.4 ba mb toad t o•I M loolod hap dr•A 3) herds w mew hd and uw Idiot 4) n, MTw b wt&w* 6rbdm W ported na¢0m to sees bob Art, tgolegmN m..d• bed• watt 40 6td added taw. 10) Seb bet peed to MUd t9110 0300b W AO SM N W M Lxtondc . Ir-1aIN2r 9D 1a26 pl 1428pq 12) Aoeddd.•itMta taotte. ,.mmn ma. (Rtlly .pm. 1pilt loaqeMpl•dd geomalual1426 0 A7abbtt. d m -- 260 dt6ec0en. Entorm Lud "a 6F6 a t2re lr-4' a bgtr FawI500psi mttb of tmtd t/1e0 ddectit4 y Umbir..Ldbm,Im Wnw","" A' fyd. Sot!'m 160/ 11 m app b 6) so. raid "Is m rege:ed SEE SAFE LITERAL low 4' oefr idly it be lmtaeed ./, 4' Glrntbn pnpmtr and ' TABLES FOR LOAD RA 4G e'temmd• WMA , FOR FACN AMMOK GrA/We WAWA) dr wt espy .:4 too ort1•'.tmim :r:?!.:=,+, CNU (Rp111) FULL COURSE e) iV derpna • q taNrb • Ne•t°!td bat 0mo er sob boa totem by /5 REBAR FOR B' LROELS w mktbfep W meslao• bli0AwwA •ed d.v d d-my farm W 1/2' CIA TYP •'': '' tw u oappul. ti:ri +•^; (2) j5 REBAR FOR 12' LWELS 10) Nee - IM Raw GR40 or 1:60 11) Wtmo Odd md.d Rber b 6e heated at Lb bottom of W rdlW mj• 6U8 6F8 6F12 1 ww ortoAn t..tu 12F16-28/2T NNW tmli L. „, Ib•A. JAM VOL 9 Ka no er tom • i s a•emtoo ruan. ::. .••"• Y. kff out 0) Hato not r um , •, t . 1r ACIUAL paep6 • • • • •• • tY lmrlrtAt mono SF32 6F28 6F24 4,Y IJ. J...m..i. t I 14 .m. san itirs SAFE LOADS FOR 4" SOLIDLINTELS 444" GRAVIT1l LENGTH TYPE 4S8 Y- 6- (421 PRECAST 1180 4'- 0' (451 PRECAST 959 4'- 8' (54-) PRECAST 789 5'- 10'(70') PRECAST 460 6'- 8' (781 PRECAST 360 7'- 6' (901 PRECAST 260 9'- 4' (1121 PRECAST 156 10'- 6-(1261 PRECAST 116 44 s144•n UPLIFT LATERAL LENGTH TYPe 4S8 4S8 Y-6- ( 421 PRECAST 687 371 4'-0- (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-W(700 PRECAST 407 148 8'-6' (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(126-) PRECAST 152 43 12U8 12FB 121`12 12F16 6F16 • -• 4 J_ err - 0 11 2F28 12F24 12F20 PROUOLTR lV1SrOi.', • • 11' : U•II d P1N^ e aiN W Ftartra T bs tLda I.'lt`CROUGFARMHO A ' oneonto -o 0 0 R IO 1 WNCR679 Ints+IDd• . lA 6F20 .5,`prVAL ENG`. RWPE EIR4044I56CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES ru IWIL 0RU{14 5-VA" lbAW ALIIWO 641C AtliNAM 2/211. e1[4i0 or uw rote•• pi. - tM M 44Md D2A"min Itt6u mr11 e a e LOADS SAFE GRAVITY LOADS FOR 6" PRECAST U-UNTELS FAR BFPREtCA3Tu11NTELS SAFE UPLIFT LOADS FOR 6" PRECAST U-LINTELS 4mm-449m SAFE LOAD - POUNDS PER L84EAR FOOT TYPE LENOTH Re 98-18 6F12-IB 6F18-IB ET20-18 6f24-te 6F28-1B 6fS2-IB 3'-6- (421 PRECAST 2332 2676 3892 5050 6148 7227 8297 9357 4'-0' (481 PRECAST 2025 2313 3692 5050 6148 7227 8297 9357 4'-6' (541 PRECAST 1654 1867 3633 5050 6148 7227 8297 9357 5'-10'(701 PRECASF 1067 1260 219E 3557 5734 7227 8297 8225 6'-6' (781 PRECAST 949 1078 1831 2850 4328 6737 8297 9357 P-6- (90l PRECAST 779 883 1459 2188 3151 4524 6654 9357 9'-4- (1121 PRECAST 584 660 1056 1523 2054 2795 3731 5017 HY-6'(1261 PRECAST 503 566 895 1270 1706 2236 2898 3747 11'-4'(1361 PRECAST 457 513 So 1133 1507 1952 2492 3163 12'-O'(1441 PRECAST 477 744 1042 1377 1769 2238 2808 IS-4-(1601 PRECAST NX 417 646 895 1170 1485 1852 22M 14--O'(1681 PRECAST 392 605 835 1087 1373 1703 208717'-4'(2081 PRECAST 299 455 620 794 985 1198 1437 1HE NUMBERS IN PA1011HESIS ARE PERCENT REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR. SEE GENERAL NOTE NO. 4 SEE CENERAL NOTES - SHEET 1 OF 3 4"FIN WN SAFE LOAD PLF TYPE LENGTH 6U8 6F8 RCMU Y-6' (421 PRECJSI 587 1055 596 4--0' (481 PRECAST 487 787 445 4--6- (541 PRECASI 416 609 344 5'-10'(701 WWI 300 350 198 6'-6- (787 PRECAST 263r27 157 7'-6' (90j PRECAST 222 116 V-4- (112) PRECAST 173 74 10'-6-(1261 PRECAST 151 58 11'-4-(1367 PRECAST 139 311 49 12'-O-(1441 PRECAST 131 277 44 13'-4-(16n PRECAST 117 223 35 14'-0'(16n PRECAST 111 202 32 17'-4-(2087 PRESTRESSED I N.R. 130 21 SEE GENERAL NOTE 18 Cwaw om SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 618-11 6F12-11 6T16-11 U20-11 6f24-IT 6M-If SF32-IT Y-6- (421 PRECAST 1412 2074 2715 3356 3997 4638 5279 4'-0' (481 PRECAST 1225 IBOO 2357 2913 3470 4027 4583 4'-6' (541 PRECAST 1083 1592 2084 2577 3069 3562 4055 S'-10'(701 PRECAST 831 1222 1600 1979 2357 2736 3114 6'-6' (781 PRECAST 723 1097 1437 1777 1 2117 2457 2797 Y-6- (901 PRECAST 18 8630e 1249a 1544 e4 1840 a 213514 2431 W-4- (1127 PRECAST 575 571m 980 of 1252J 1422 1732 1972 10'-6'(1267 PRECAST 514 46200 787 m 1121J 1336A 1551 1766 II'-4-(1361 PRECAST 474 404 685 0, 985 11213 1442 1645 12'-0`(1441 PRECAST 454 367 619 US 1093 1299 1506 1Y-4-(1601 PRECAST 402 306 516 736 906 1076 1247 14'-0-(I681 PRECAST 677 832 989 1145 17'-4'(2087 PRECAST i;2 476 SBS 693 B03 n THE NULIBERS IN PARENTHESIS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 8 Rbt -- -V CRAIG PARRINO G. M24CR579 S#OVA E;:`e, SEFFNERR 3;1584 Fl. P.E. LTC. N0,4475I PRODUCT IU;VIggD BWIJ rh h44f'k nofidabOo,e 6W imiD•o -O S.o7 yiMium v+oal.:b3:rc1 ctu vol e ' Rem w I : mwCAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES1 r 1,% Julc v e g` 5' a ! sc EEL otseu a I www m Axu uvuo wu - - wu wm 1/1ye1 rettltte ee trus r.A rx - Am wo Ouse eutrotc wa: =. 1 a 3 SAFE GRAVITv 1 nena me .n.. eer....... . 4rjM7n•CA811r SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12U8 ItIB-?a nrli-1e nn6-26 lirtaie Iinhle ta26.2e lim-2a 3'-6- (421 PRECAST 3428 5000 5838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 5838 7619 S 11060 12755 14438 4'-6' (541 PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(701 PRECAST 6'-6' (781 PRECAST 1612 1383 2320 1986 3218 2679 5234 4196 8487 1 0421 11060 10032 12755 12755 1443; 144 316 7'-6' (901 PRECAST 1138 1628 2131 3218 4676 6756 9763 135 9'-4' (1121 PRECAST 795 1216 1535 2230 3083 4167 5593 755 10'-6'(1261 PRECAST 614 1043 1235 I853 2516 3323 4334 5632 oj 11'-4'(1361 PRECAST 518 945 1162 1649 2216 2 993 3 119 474 12'-0*(1441 PRECAST 456 878 1073 IS13 202D 2617 3333 4206 13'-4'(1601 PRECAST 359 767 926 1294 1709 2188 2743 3409 14'-0'(1681 PRECAST 321 720 865 1204 1584 2017 2451 3106 17'-4'(2081 PRECAST N.R. 4511, 631 ealg 1141 1428 17504 21 19'-4'(2321 PRECAST NR J43 47) 700P 925 1152 1380 1609 OM 40 M) ADDED WOK S11 CEaft IpiE 11n 4•— SAFE GRAVITV rnam Cno 41- Horn. M........ ....--- ... ---- 4rjM1r SAFE LOAD - POUNDS PER LINEAR FOOT 52)PRECAST tllgl6 ItiEb-!B IlBFu) tNflh 1R1t6 t2B22- 111876 ItAfID 2538 2942 5468 75" 9640 1 6669 13679 15M 4'-6- (541 PRECAST 2319 2740 5468 7584 9640 11669 13679 15679 5'-8' (681 PRECAST 1347 1941 3555 6395 9640 11669 13679 1 5679, 5'-10'(701 PRECAST 11259 1758 3361 5954 9358 11 669 13679 15 77 G-8' On PRECAST 7'-6' (901 PRECAST 9'-8' (1161 PRECAST rn m 924 703 369 1430 1203 843 2633 2157 1451 4415 3494 2157 16884 5259 3203 1_Mn. 7922 4427D 1257.3 9!!M 5417 1480(I 1132q 639D 40 I--E _- .-..-.. •..-.--w .w GRAB 11D ACO[piOML Sa Q/4RAl MOTE Mn 1 ILENGTH-•-112U8112FOIRCMUI S-6- (421 PRECAST 1295 4841 393 4'-0' (461 PRECAST 1295 4841 299 4'-6' (541 PRECAST 1049 3922 2417,. 5'-10'(701 PRECAST 681 2547 155 6'-6' (7n PRECAST 579 2167 123 7'-6' (901 PRECAST 474 1771 914J 9'-4' (1121 PRECAST 355 1326 5 10'-6'(1261 PRECAST 306 1143 45 11'-4-(1361 PRECAST 278 1041 3 12'-O'(1441 PRECAST 260 971 34 13'-4'(1601 PRECAST 229 857 278 14'-0-(1681 PRECAST 216 809 251 17'-4' (2081 PRE$iRFSSm N.R. 16 19'-4'(2321 PRESTRESSED N.R. 534 130_ 4'-4' (521 PRECAST 4'-6'. (541 PRECAST 5-e (6B) PRECAST 5'-10-(701 PRECAST 6'-6' (601 PRECAST 7'-6' (901 PRECAST 9'-tY (1161 PRECAST SEE GENERAL NOTES - SHEET 1 OF 3 mwafA PLF SAFE "P1 IRT 1 nene me .e SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH1 12F12-2T 12F16-21 12120-211204-1t 2F28-2112E32-21 3'-6' (421 PRECAST 2752 4287 5613 6936 8264 9589 10915 4'-0' (481 PRECAST 2389 3721 4872 6023 7174 9325 9477 4'-8' (541 PRECAST 2113 3291 4310 5328 6347 7365 8384 5'-10'(701 PRECAST 1623 2527 3310 1 4092 4875 565E 6441 6'-6' (781 PRECAST 1444 22690,2972 3675 4378 5081 5784 7'-6' (90) PRECAST 1261p,116) 25 3194 M. 4417 5028 9'-4' (1121 PRECAST 1028 11)1 R 2006 259 3087 J581 4079 10'-6'(1261 PRECAST 920 p, 947 1612 2281 27B4 3209 3653 I1'-4-(1361 PRECAST BSB 829 1404 1982 2441 2902 3364 12-0'(1441 PRECAST 814 753 1269 17 2201 2616 3032 13'-4'(IW) PRECAST 678 pq 633 1057 1485 1826 2169 2513 14'-O'(168') PRECAST 622 586 974 1365 1679 1993 2309 91 17'-4'(2081 PRECAST 434 427 695 P 964 1182 1402 1623 19'-4-(2321 PRECAST Inmu 366 370 593 B17 1002 1187 1372D GR40E 40 naD ADDtD "FZi ia.1i a ImIE IQ4 SAFE UPLIFT LOADS FOR 12" PRECAST wF 2" RECESS DOOR U-LINTELS SAFE LOAD - POUNDS PER LINEAR F00T 3592 2 4'-4' (521 PRECAST 1626 2685 3746 48D6 5867 6928 796 3458 241 4'-6- (541 PRECAST 1558 2582 3602 4623 5643 6664 769 2236 165 5'-8' (681 PRECAST t210 2042 2850 369 4466 5273 608 2129 155 5'-10'(701 PRECAST 1173 1984 2799 35M 43M 5123 59Di 1716 117 6'-8' (80) PRECAST 1020 1538 2426 3114 3802 4489 517 1438 914 7'-6' (901 PRECAST 904 1226 2161 277 3190 40D3 461; 1011.1 t9;-8' (116') PRCCAST 703D 7)1 1472 2181 2661 3145 362t ENS'• • 40 nnD ADDED NAWL Sa CENER4t tWM Kk rWG• •. RIAIRENS w PARDID05 AK PLM RMUMS 447 anodrm BRonllCrr(MaLD F d4 a. r6doimid" E A/a0bimtto pE Q.j9'l•;•41I CRAICIPARRIN6 C 61RS62 . Ir1m[alr4t + 018 g fl:t1eSEffNER.41 3 4..P.F_%TC.N0.111758 CAST-CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB 1RE UM DROP 14 I_ MM R. XWX UKW w.r. ... MIAM I -DADS MIAMI-DADE COUNTY PRODUCT CONTROL SECTION LAWauu DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474BOARDANDCODEADMINISTRATIONDIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE NOA www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in theacceptedmanner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revokethisacceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel -Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7,1996, last revision dated June 12, 2014, signed and sealed byCraigPan'ino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturees name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other put -poses shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause *for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA 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 NOA renews NOA /114-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E- 5 as well as approval document mentioned above. The submitted doettrrientation was reviewed by H hny A. Makar, P.E., M.S. NOA No. 16-0126.03 MIAMI• DADE COUNTY Expiration Date: 05/21/2017 Approval Date: 04/28/2016 041z, 8120/ 4 Page I Cast -Crete USA, Inc NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details', prepared by CraigParrino, P. E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and DrawingNo. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables'; prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet I of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTMS-S29-94, prepared byAppliedResearchLaboratories, Report No. 29702B, dated 07130197, signed and sealedbyChristopherA. Hamon, P.E. C. CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196, 349 pages, prepared byCraigParrino, P. E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11/Il/96, •45 pages, prepared by CraigParrino, P.E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certlfred Inspection Report Silo #4 dated April 1996 for cement by SouthdownBrooksvilleCementLaboratory. 2. Mill Certified Inspection Report #20-8275 dated 06/20/95for pre stressing strand by TheCrispinCompany. 3. Mill Certified Inspection Report #20-8345 dated 11/13/95for pre -stressing strand by The CrispinCompany. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for #5 rebar by Birmingham SteelCorp. 6. Mill Certlfled Inspection Report #S8 A66332 dated01/28/96 for #4 rebar by Birmingham SteelCorp. 7. Mill Certlfred Inspection Report #84-M20749 dated 04/05/96 for #5rebar by Birmingham SteelCorp. 8. Mill Certlfred Inspection Report #84 M19805 dated 03/06/96 for #4rebar by Birmingham SteelCorp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96 for #4rebar by Birmingham SteelCorp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham SteelCorp. uy A. Makar, P.L., M.S. Produc ontrol Scction Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 E-1 Approval Date: 04/28/2016 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 11. Mill Certified Inspection Report #84-M20749 dated 04105196 for #5 rebar by Birmingham Steel Corp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 05114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 401-0209.03 A. DRAWINGS 1. . - None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheet 1 of 1, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LTB, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #5 dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: 1. Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E-529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by Christopher A. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets L I through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manual for Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. J(Whj A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t21t2017 Approval Date: 04/28/2016 E-2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #06-0222.01A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, AE. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P. E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. • D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No.16-0126.03 Expiration Date: 05/21t2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated February 17, 2006. signed and sealed by Craig Parrino, P. E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. Alone. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0210312012, signed and sealed by Craig Parrino, P. E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1114-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets 1 through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for High Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (REA). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast-Crele USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino, P. E, certifying compliance with the Florida Building Code, 2014 Edition. H A. Makar, P.E., M.S. Product Conleol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by CraigParrino, P.E., cert6ing compliance with the Florida Building Code, 2014 Edition. H41WA. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t21/2017 Approval Date: 04/28/2016 E-s ST. ReTo HIGH STRENGTH PRECAST AND i PRESTRESSED CONCRETE LINTELS as Y , PRODUMUNaWED n cofflo ty wilh ao i101ias B1AaingCoa: •, _ Ih LTYPE '' STIRRUPS 7 32'/ BAR M TIRRUPS 6 t A — B LINTELS It" nIX 7/32'/ STIRRUPjiCP Y A CTIRR Up D AILS Kll rlt•iL1fT•ZRtlt• jaiat11: to rli it:tl 1'IJ al nfifflA Fn" 111 UMMV ram( JiO mmr UnEk/o M" .. o IV" vmucjMvLM3wAcM v R]CIt1[EIIl®VLYLSljhCgMkjjAiU_13kE i O AlM t I(fiiiW® 1 Q IftllYlist= 711M 1 S-ialLTT::-']I:IiS t" N:SI.'f•11'1 LI:aLf,C'1fi 1..11 MMvmF t 1n,vhl r.Tna la rm[m+uar F]Q•11CiC]i tt I7Gi©lltt>iEiCltl[Ltf rLl::i':::lIT.'PS...,r aGip Sif Y I7lSilfL!'.i:.11T 41Td idGli mm`r'i• aisOe1sr — „ii W mt •A• t1YO1- r rA ACA11eM Meed .• ra M1av 11.IW f fM 1f0f11 Kt! E6t m t mi n tr1 fSt a uer rtwllc.neM ueerL 11Of nllrtnnAlr dtopUtlON a PIOVIQO rOl rXWM APPlOYAL 11 a MOttCI[0 n tprttlGNt uK Atm eAlwT a[ tOloa cto on oats PARR MaHM In r10tt 1M1Itt" ooattllt op uft-cast Vu. Iw. t. ttti =Wa St[n: 7/32 tu11 AStw A0141 A 0,16 Notts 1„[ tow o"Ll of SIIMUFA AO If 1t01d1 0101 0IM M1R 7/10 UK" ltwuo a OOaMIW MAlIdO ft01t tACK aAYt . 170(A NOR-ltuWpoN pftallmw Iw Or THL M WrOft0a CAaC lot C"M No. or SPOM • 4 tNDI 71YSS1Al0ASIeAAK f. towune Stfam", r. • rM PSI FOR 0• IKO1tOltlm Got Iom 6"M f SQUIBS ties PM am, prtsramu tMEM p. • .00e pt1 lol ALL G. :s maws or rolt ttgrtttllt twtAs rtA M[Gtt 1 atN llaai. Co.M or =mat Ma ft ol[O V1 — a OMML rlai AM r01t[ . 0.M t- or OK untsto WIIR p[WOtwo UK suffac vitd)-onb rMiluu6 to onat undo Aw Palms Mum ENS' %,/ t' MODUCr IWAS111) vyr asulkgo I foocoe.:]II ai FleAdatuit:ota rk- 01.02 1F AMpI1 W0 Ia1DAa2e16 E CRAWARRINO GMCF 1579O I uuI t C S gyp. OAtet EN:` FL U-LIC. N0.017% ta1[1 ETAILSCAST-CRETE 8" LINTEL FABRICATION D SAFE GRAVITY LOADS FOR R" PRECAST R DDI:St-rarm rm 1 .A ... b 4 aiitm' SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 8U8 en-w 400-te enz a OI12-19 Irt1-w IFfe-te eno oe a2le, mz,-w Of24-IB ane-w erm-16 arse w On2-te 3'-8' (42) PRECAST 2231 3XIO 3119 5143 smv N54 ISM 10151 3a9 46CS 8113 7547 8174 1a194 119a 4'-0' (48) PRECAST 1966 ml 2n1 38t0 4t190 Sul 7I134 elm 2813 460 6113 7547 074 10% 114 0 4'-8- (54) • PRECAST 1599 1!a 2110 2931 37s3 4570 6100 am 2109 43n 11113 75470 a72 lon4 11109 5'-4- (64) PRECAST 1217 1349 1436 1991 1 25W 3123 301 4242 1863 3020 a16S 1 7547 7342 V3.100 1012inj 5'-10-(70) 'PRECAST 1062 1101 1173 1531 2090 2542 30a 3470 1451 2622 4360 1 7160M 11011m 71810 8320 6'-6' (78' PRECAST 909 nU 2177 3460 1 301 3707 43LI 50111 1238 tln 3450 1 S161 alco 10"11,an T-6- (20) PRECAST 743 ail 1720 2I32 1 2205 269A 3111 3165 1011 1729 2691 1 7891 US$ 1,07 6472 9'-4- (112) PRECAST 551 I" 1160 1626 2564 34a 2810 3302 752 1245 1843 2554 34a 47W 0!!0 10'-6-(126) PRECAST 475 We 1247 2093 n77 2183 2534 613 1032 1533 20a1 2791 101! 4751 I1'-4'(136) PRECAST 362 1366 1841 2423 St27 400t set 945 1368 1846 2423 3121 4000 12'-0'(1441 PRECAST 337 50 173 1254 16M 2193 21% 3560 540 873 M4 1184 2193 20S 3$52 13'-4'(I607 PRECAST 296 471 Im 1075 1428 IAO is 2061 471 765 1075 1428R1697 2sls 29ai 14' O'(168) PRECAST 279 424 708 lag 1. 2127 2a3D 442 m tom 1306 2127 2il014'-8-(I76) PRESTRESSED Ng 0 4" in 1370 1912 2317 2712 15'-4'(184) PRESTRESSED w IR Ne Art tR NR 412 710 1250 1733 2320 2SI3 17'-4'(2D8') PRESTRESSED N.R, xt 1R NR NR MR 1n 3w 548 No 1328 16a 1049 2047 19'-4'(232) PRESTRESSED tLp MR RR M fR MR MR M us 420 750 103) 1262 1315 1710 21'-4*(2551 PRESTRESSED NR NT N4 0 p+ MR 1R IQ m 310 60 845 1.114 1359 140 22'-0'(264) PRES1116SED NR M IR MR in IRR MR 163 31s 630 784 1047 OUS 1399 24'-0-(2881 PRESTRESSED NR, R w MR w w NR 0 129 so tso 1s1 1 a, 1 im i28 U) IM Hu6wM IN PA'ONIHESIS ARE PERCENT REDUCIIDNS FOR GRADE 4o FIELD ADDED REBAR SEE GENERAL NOTE N0. 4 ON SHEET 3 OF 3. C.. SAFE LATrpOne_ E RAL LOADS FOR Cq Am• SAFE LOAD PLF LENGTH TYPE BUB 8FB RC:IAU 3'-6- (42)• PRECAST 1025 1024 1598 4'-0' (48) PRECAST 765 763 1309 4`-C .(54) PRECAST 592 591 1073 5'-4- (64') PRECAST 411 411 745 5'-10'(7D) PRECAST 340 339 616 6'"C (78) PRECAST 507 721 490 7-6' (201 PRECAST 424 534 363 9'-4' (112) PRECAST 326• 512 230 10-6-(126) PRECAST 284 401 180 1t'-4-(136' PRECAST 260 452 154 12'-O'(1441 PRECAST 244 402 137 IS-4-(160) PRECAST 217 324 110 14'-0-(1681 PRECAST 205 293 100 14'-8'(1761 PRESTRESSED N.R. 284 91 15'-4-(184) PRESTRESSED N.R. 259 113 17'-4'(208) PRESTRESSED N.R. 194 64 19'-4'(232) PRESTRESSED N.R. 148 52 21'-4'(256)PRESTRESSEO N.R. 125 42 2Y-O'(264) PRESTRESSED N.R 116 40 24'-0' (288) PRESTRESSED N.R. 91 33 5EL GENERAL NDTE ND. 18 ON SHEEP 3 OF 3. F*0Dvcr NO tuata` 17011 - ° 03 e A7 SAFE UPLIFT LOADS FOR a" PRFI:ACT A Dana -roc.. ......x. . 4C 4g4'i 0' SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH swat OFB-21 912-11 1112-21 ins-it 61t-21 erto tt er20-21 er7,-lt UW-21 trti n tl211-21 Est-n IFS2-21 3'-V (42) PRECAST 1569 ES u9, 5261 6132 7wl 150 2955 1 3524 4394 263 132 7w1 4'-0' (481 PRECAST 1381 23M 3010 lit$ 4S70 9115 60N UU 2105 SOW 3915 4570 SM 6019 4'-6' (54) PRECAST 1207 200 2107 3A5 4043 4711 6379 1207 2040 2707 33)5 4043 4711 5329 5•-4- (64) PRECAST lose 1 171 2271 2am 1 3m 3961 4m 1010 1715 1278 MIR 3]!9 3361 4522 5'-10'(70) PRECAST 9w 15672080M 2593 3107 Ob 4133 921 1517 2000 2$93 3107 39M 4133 8'-6- (78) PRECAST a34 140 lei 2329 2 I 3712 1D 1407 1860 2329 2710 3251 1712 7'-6' (90) PRECAST 72 1a lit4 So2S 2 ta27 s22a m 1224 1424 20te 2428 2827 3229 9'-4- (112) PRECAST S91 706 11u 1474 1915 21l7 2100 591 062 1318 1143 1969 2294 2619 10'-6-(12n PRECAST 575 916 rlit 14s1 Wind2ou 30 VA 1100 1472 173! 2M 2346 11'-•4-(1367 PRECISE t14 W4 0 60D IV IWW7W, 12740A 1513 17$1 94 60) IOU 1015 21V 12'-0'(144) PRECAST 470 458 I 136f ISOSS 470 SBO I31D lei 2075 13'-4-(1601 PRECAST4te 3a 9a 21q tst! 420. 460 1124L 1410 1 1w 14'-O'(16n PRECAST 304 3W 8W 1054 12M 410 423 U58 1502 1807 14'-6'(I7r) PRESTRESSED 334 US 971 1131 24c Sri L303 1318 1734 IV-4'(184) PRESTRESSED 224 2!0 1 3" 3" 411 ISO a7 9a n 124 911 1460 1D54 1668 17'-4'(206) PRESTRESSED le7 tat 406 Stt U8 731 en hol 19t 3a Di 140 loos 1271 1473 19'-4'(232) PRESTRESSED 182 tt9 3u u7 547 w7 70 1a 2a3 429 423 1541 Im 1w 21'-4' (256) PRESTRESSED 142 2N 307 393 4" 50 656 142 232 373 557 721 911S 1a11 22'-O'(264) PRESTRESSED ID w7 29S 3711 462 541 630 l37 221 3=2 513 4ae eW on 24'-0'(288) PRESTRESSED i24 Its 247 J/2 ae 567 124 21 319 455 rmI410 riI ws v7 9RST,l L g i mnx o t114t YC111.7.N1 IRDUGIIONS FOR GRADE 40 E CENERAL NOTE NO. 4 ON SHEET 3 OF 3. P tODUCTR3iV130D arWhit a*M*Wdo TIE CRAIBI+ARPoNO 10tbpDaf.: ° of 1 P a4 6324CRS79 R G\ SEFFNER.FL 335M r& to 'm9e 0 R. P.E. LIC. NO.447W CRETE 8" LINTEL FABRICATION DETAILS core nomnw I pens FAR R' PRECASTwl2' RECESS DOM U-LINTELS cwsgare SAFE LOAD • POUNDS PER LINEAR FOOT LENGTH TYPE SRUB ewi-1m e9r10-oe elrl-m e9rle-m 61rn-oe e6rlo-6e e9r6-te ar10-le e9 n4-to ei s-te 69Rt-le ewa-te MFjo-le 4'- 4' S2 PRECAST 7ISM 3355 3260 4346 5421 OW7567 less 3699 wo6 6s39 e0W 9479 low 4'- 6' S4 PRECAST 71- 1S96 3163 f992 3969 4946 5224 6904 1756 3699 5206 609 e060 n 1000 S'- B' (66' PRECAST as17A 1716 2277 2639 34M 3965 1I07 2461 4567 7ge9 1108DWI 7117pi 9311 5- 10'(70-) PRECAST 810 65f I6S3 ISM 2124 2949 3174 3700 1113 2342 4242 Ness 80600, 7462 67011 G— e' (8D PRECAST 797 9DI Ie25 3120 W46 7747 244e 73- go; Iet6 3120 sae 791S 1479 10 WYV 7'- li (907 PRECAST g t490 2459 3776 5743 7239 3e23 755 H9D 24S9 J77e 5743 eels IOe9 116' PRECAST 411 460 M 155e 2253 3129 4091 7H6 526 9!9 156e 2253 N29 4150 5691 j) THE NUAM W PAREMHESS ARE PERCENT REDUCTIONS FOR CRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 GENERAL NOTES ro rJu and Was -we Omd 300 - fe91oa • 0 /a i.mOwm 3/9 4N91y.0 nnaw wa. mr ab pV!, oo Ibdaea w aq eagrlsaw 17W p1 wlr 11! ASRI AOIpS" .CI ASINW pAfdda170yr. u 0 sSb270 r. wwl're 2) A9 Wo W 16NO Wa a In92ww. 4 imth rwnitd 6WM fa09L6 wao. aM bt 7 od6t yi6ir Ira Ovoo 6 1/ 2 brig. 3) Ralf. 1r od' it bM ad but Aft 4) TM Tndt.M" 40 . dW /daMdq w pwtw IdaOw to jM*. T- C Irdd 032-111 ON w. rM - 6472 to 153 uto* m 4 6472 36a O9 5) At ftrb med Or ex.a_ _l%3W ddbt9q. EaA>tk¢ 7rnva1lw.d. r w 9eplt wm Lnl 6) Shw Wd wide a ttW-1 eP7 7) Ca 1) Idwe w9r be •f:1"d Ir tl /5 nbaa 1) rd4a>• d••/ nidwld 41 Md ant aw * ob W aelil-dwel 6) eTW.. d at wq ewb.b g .4.W IwA Iwo V. wL bod ran y edod.W4 0a armatn 93" leaoml ad dew d hag tram B. Ito a I.Na1. 10) at - Rd MM 11) 90AM 61r .&W t" b b I":4 d It. bo9e.1 a Ib'do t.tlt. SAFE LATERAL LOADS FOR 4-e = e A•T.d V- OCPF[C M1t1A IIA MTFLA am SAFE LOAD PLF LENGTH TYPE8RU6 8RF6 RCMU 4'-4- ( 52") PRECAST 758 757 1164 4'-6' ( 541 PRECAST 694 693 1073 5'-8' ( 681 PRECAST 408 407 655 5'-10-( 70-) PRECAST 382 381 616 6--e ( 807 PRECAST 595 788 464 T-1i ( 90') PRECAST 509 674 363 1161 PRECAST 370 490 214 6 SEE GENERAL NOTE 18 12) Bede On anwlFbw s71 9-I/t' ir6 atlas so W gat r mMal erred W , albq e.d MmN4 13) b. dew Man of *Mb lwrtt6 b aldw amet. amnr.b a *bow n.01I aerm .b.AptMaet ..tlta. rA AS7a C-926 v .Oa OWWW ew.6A• 14) Udlb badb."PAX 4 0bobdnN IwIb wkaM4sdel Dalee4 gmtlr[ 76pW ..&W b. 9 AARd b.(t-dd b-d S IA 9d. weed Tod sob a.bald bw 13) rd gaq. 0 idd No- ad am — wb rm Gan MI burheo um 16) fa Ltd IMI01 .d ma4 d. "to bd No Iwd "m loge man. 17) SW bd.. 1. a wmvmd da.ebb boa 10) Sao boo b.d m nG.W dole. °dM- p., AD &V d 10 319 10)If-3. Itd gdatb erfa.r a11+IQ1oN) der. 0a Hd. Seas daWlbop w.. bd 1/2- 12R SAFE UPLIFT LOADS FOR B" PRECAST w/ 2" RECESS DOOR U-LINTELS 4-4-an SAFE LOAD - POUNDS PER LINEAR FOOT TYPE LENGTH WO- 1; sere- 27 606 e-21 63125%% 1797 1 1 eflrte- I cone- IDSO N622- It ew 2-21 3151 eMI-11 cease- 21 M4S alr3e-N mr30- 21 5I40 4'-4" ( 52,) PRECAST 60S 2 30% 3751 4445 3140 4'-6' (54' PREGIST e67 72 2M 3W7 4275 4943 eel 72 291s 3W7 4275 4943 5'-8' (BB,) PRECAST 675 7 2S26 2MA 33M 3911 e75 1a 2326 2&% llet 3911 5'-10'(70j PRECAST 665 IwM on ln 177I 3266 2769 e. 6% lm 1746 2259 2773 3260 2799 C-e' (8 PRECAST 170 979 IS30 196E 2e tale 3329 570 I= 19W 2422 299 3329 6" (91s PRECAST Sld 742 1364 1765 21 2%7 2966 506 69e 1364 176s 216e 2597 2960 9'-8" (116') PRECAST 4a ee4 1222 1540,11B59 2160 395 SW 1072 1366 1701 2016 2331 J) THE NUMBERS IN PARENTHESIS ARE PERCENT REDUCTONS FOR GRADE 40 fIELD ADDED REBAR SEE GENERAL NDIE NO. 4 TYPE DESIGNATION r- M o11: maaR/u.wmm r Bw ffy W IS emu AT 1 Eno or wa GWR F 1 MDYIM "Mi J • LVUAAfP07P Hamm'Moo IM1146 AT W IS 1[W1 Al w v i SEE SATE LAIEAAL LOAD UMM FOR LOAD RA7mD . foR TAM AD00wA FULL WORM K PRo01) CTREN wM ewaAlyiry nim ua 97mid6 ` a-Mikscoft t0 a GMA_te Tb/li of u o: UK (1) sm' 0 1-ve ow Out. Js. \ ' • t.• cm IS M11 AI WON 0r ISM CMIT II1f 11t.2 A[Ilal 1111M RLWWM 7 n P lWdAltloonl lLHN .'.- OCF/ I•• ; CRAIGPAFMO ti P•41/ 0324CHS79 SETFNERR 33594 rAwcr ItnvLuw o to orra nitb 1M Kvlda At.rfba. Nn 1 aZ Ogbdfoeuw1& '-/6 noeI.\1, ; a[ ry R: lo;/\wa"i a'11 1 i.1: :1.1'I i - - • Inraarizrr talr ni> iv i DETAILS r." a6 -Q1r1.: lMrtc i z ter: sz: n nradsi;n•u llytat e t•i11i' ® . , r ramrt+r+a. 1 i\fora; Yszrn.>t 1•rre t£nIl>< a2I3d YYiY/6Ti -... R11!'I 7 MIAMI-DARE AUA[ru-DADS COUNTY DWARTNIENT OF REGULATORY AND ECONOMIC RESOURCES ER PRODUCT CONTROL SECTION BOARD AND CODE ADAtINISTRATION DIVISION ) l 1805 SW 26 Sheet, Room 208 Miami, Florida 33195-2474 T (786) 31 S•2590 F (786) 3 [5-2599NOTICEO'F ACCEPTANCE (NOA) i) 31.2590 F ( 86) 31oiwnry Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product ControlSectiontobeusedinMiamiDadeCountyandotherareaswhereallowedbytheAuthorityHavingJurisdictionAHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product ControlSection ([a Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have Iris product or material tested for quality assurance purposes. If this product or material fails to perforin in theacceptedmanner, the manufacturer- will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is detennined by Miami -Dade County Product Control Section that this product or materialfailstomeettherequiremeritsoftheapplicablebuildingcode. This product is approved as described herein, and has been designed to comply with the High Velocity HurricaneZoneoftheFloridaBuildingCode. DESCRIPTION: ( Cast -Crete) 411,611 & 12" High Strength Precast and Prestressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 of 1, prepared by Craig Parr•ino, P.E., dated March 24, 2003 and Drawing No. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets 1 through 3 of 3, prepared by Craig Parrino, P.E., dated March 24, 2003, last revision dated June 12, 2014, all signed and sealed by Craig Pan•ino, P.E., on August 19, 2014, all bearing theMiami -Dade County Product Control Revision stamp with the Notice of Acceptance number and the expirationdatebytheMiami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -DadeCountylogo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no ' change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of anyproduct, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply withsaysectionofthisNOAshallbecauseforterminationandremovalofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed -bytheexpirationdatemaybedisplayedinadvertisingliterature.. ff any portion of the NOA is displayed, them it shallbedoneinitsentirety. INSPECTION: A copy of this entire NOA 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 NOA revises NOA # 13-0321.07 and consists of this page 1, evidence submitted pages 1r-1, E-2 and E-3 aswellasapprovaldocumentmentionedabove. The submitted documentation was reviewed by Helmy A. Makav, P.E., M.S. MIAMI.OADECOUNTY l u/ . _ NOA No. 14-0903.032117r ' /" Expiration Date: 09/ll/2018 t ofi Approval Date: 10/09/2014 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 1103-0605.04 A. DRAWINGS 1. Draaving Aro. FD4612, tilled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, P.E., slated kla rch 24, 2003 and Drenvitng No. LT4612, titled Cast-Crele 4 ". 6" & 12 " Lintel Safe Load Tables", sheets I through 3 of 3, prepared bt, Craig Parritno. P.E., dated rllarch 24, 2003, last revision #1 dated April 28. 2003 both drawings signed and sealed by Craig Parrino, P. & B. TESTS 1. Test reporl on flerto-al lesting opt 4", 6" & 12" Precast Concrete Lintels Filled and Urfilled Models, total of (13) concrete lintel specimens, per ASTiII E-529-94, prepared by Applied Research Laboratories, Report No. 30404A, dated 04110103, signal and sealed by Christopher A. Hannon, P. E. C. CALCULLATIONS 1. Calcnrlat/ons,for Cast -Crete Lintels, dated 05129103, 207 pages, prepared by Craig Parrinno, P. E., signed and sealed Gv Craig Parrino. P. E. 2, Calcrtlations for Cast -Crete Lintels, dated 05129103. 140 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIIrICATION: 1. Quality System Alannal for Cast -Crete ,Machin Made Precast Lintels revised oa 11(111 1, 2002. 2. Cast -Crete Quality System Mannnal,for Prestressed Products dated 2002. 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL, # 08-0320.09 A. DRAWINGS 1. Drmving No. FD4612, tided "Precast and Prestressed Lintel Details". sheet 1 of 1, prepared by Craig Parrino, P.E., dated rllarch 24, 2003 and D)-mving Aro. LT4612, titled Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated March 24, 2003, last revision dated March 1 1, 2008. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. qj, Aliami-Dade Cotutty Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 1 HkWiy A. Malcar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 3. EVIDENCE SUBMHTTED UNDER PREVIOUS APPROVAL 0 12-0209.12 A. DRAWINGS 1. Drawing /Vo. FD4612, titled "Precast and Prestressed Lintel Details'; sheet I of 1, prepared by Craig Parrino, P.E., dated March 24, 2003 and Draining rVo. LT4612, titled "Cast -Crete 4 ", 6" & 12" Lintel Safe Load Tables'; sheets l through 3 of 3, Prepared by Craig Parrino, P.E., dated 11arch 24, 2003, last revision dated March 11, 2008, all signed and sealed by Craig Parrillo, P.E., oil March 22. 2012. B. TESTS 1. None. C. CALCULATIONS 1. Nolle. D. QUALITY ASSURANCE 1. By itfic d-Dade County Departmeru of Permining, Ens Il omnem, and Regulatoq Affairs. E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter fr-orn Cast -Crete Corporation, dated Februaty 03, 2012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 13-0321.07 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. Florae. D. QUALITY ASSURANCE 1. By A4iaoni-Dade Conway Depau-trlrerrt of Regulatory and Economic Resoln-ces (RER). E. MATERIAL CERTIFICATIONS 1. None. W np A. Makar, P.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: 10/09/2014 E-2 Cast -Crete USA, Luc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED S. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. Draining No. FD4612, titled "Precast and Prestressed Lintel Details", sheet 1 o% 1, prepared by Craig Parrino, P. E., dated Afar•ch 24, 2003 and Drawing r\ro. LT4612, titled "Cast -Crete 4", 6" & 12" Lintel Safe Load Tables", sheets / through 3 or3, prepared by Craig Parrino, AE, elated March 24, 2003, last revision dated June 12, 2014, all signed and sealer! by Craig Pturino, P. E.. on August 19, 2014. B. TESTS 1. None. C. CALCULATIONS 1. Calculations for Cast -Crete Lintels, dated 0811912014, pages 14.201 through 14.236. prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miarni-Dade County Department ojRegulatory and Economic Resow ces (RE R). E. MATERIAL CERTIFICATIONS 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated August 19, 2014, signed and sealed by Craig Parrino. P.E., certifying compliance with the Florida Building Code, 2014 Edition. Etel 4alcar, l'.E., M.S. Product Control Unit Supervisor NOA No. 14-0903.03 Expiration Date: 09/11/2018 Approval Date: l0/09/2014 E-3 AST Rim HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS TYPE "a, TYPE "e STIRS hl. 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AM $1 NAM l "Mm SKOCS . A It NCI 14am . 1... mAMMAINA/U L MM O. I.rAL NMM OFMWq. N.A U An ... & SUn rrLAaA0.i1 mu.Am .. A.M A ICa Au . CO YD ft m FM LLM 00 W OIC INCINA I. CACQ (= OAWU - ML WIRAttYOOSre1400AIranA .01 L.16t 1N1W... ba IQ .00Wm. CAME IAWAUM M II.OA.II.M 71[Q WW t.L SON i. ON W t AM MM 1WIOK IWO Lux OMOLAM. It WM IYIO.1 Yip 220010 r.Y ImL I t IY.M.rr ^- / r. ,',: i Cru nralGl fl:nG•]cr 7-',jE1L'1i iCL'Jfmf)1! am p DESL ©Z7pooroerESrmr..L.fo Defl.o ar no1C']r .>Cl .SAJ fLiL•_.'JLr VI2.Jr rJ/.. tl I oaf[r rey rs:ar L:.::fua Ve:er>.[a • rr.c-r r ctiA Ran r<u>. r tar_ s..cy.Iln n r r t rrn rt rrtr.,A L'wv rJ!v /.r.ST.. , N r- r, II7 raxv n'z:,ri.'ay t7Y.9;; ram®®©nA f t3:l M" UZI= rawrmO T QF ./ • I/'/•' / CRMGPARRWO 6MCA579 rALE?..•• MFFMWFL 335M lw PRECAST AND PRESTRESS PRomIc r knmsnu M e>y oyI., p;N IA. F1xi.3 DWI&C. ". Amp?• No/Q - n 0 .03MOM" 1,14 @gip nt]r of" LINTEL DETAILS rAL: As L[Olil GENERAL NOTES 1) YdeA.1e fe 4' owed W - 3WO pd fc 6. 6 I fl !,Ad -;: fe great ]OOD pd .i nodpymren O . adrnbaydwl. C IWef6 pi eq6 a •fNnm •a nb•r pa ASIM M15 6d. W medor per ASIY C270 tppo Y e s M o.l sd• low& lot GAd LiµfW. • 1kW0amlb. redl ed •/ 9 Y b. kAgli b ton Yen 6 I 'slrea. 6) frond. Ld "edn bad Old Lea )•HA 4) % Veft 4 4M FFaddMob Indsoa Do WWI I "A"M f EDP[ ./ 142 todo Yen Ng We wo76 (A 1228 o11 N761M 4- 5) As Mdo nod w .w.d 360 ddher., Lad eb VIA10 rdkcmk Who IbWIAIaarpkdjLPoMdS06q 6) SIM Bled Eden as ryi.ed 7) 4' UN YVeD to bo iwtabd •/ 4' 41nnb.r IedlwA l od f 6u01bm . 0" 6) bm 100m/eUde6oab d bdd nM anpy dal IL wdiaehrd mom wr ed dui 6) Its desl)wr map embdb mxbtm d bode 6ae 61e ode bad t*m q 4daMbq a I:e•ot® *.Wkq rover I oa Am d 6-eq tom Y• Iee. a carped. 10) Itdl. - Yet Rated 1Q 6dboa fdY dad I" le 1e baled at the Won of 0. odd •-• TYPr OFMrNAncw r . nID. 9r 4w110 / o - .fewm 1 W° M°rrousdlrm mnY 1216- 2B/2T miwa, J L dloil to 6q A o is C udOsud6f of 0nt'' L'ei 4f alma u awl CNA o a IrA W wwm df tam I6 as®racumtt5 ' AC1I•NL tr RaaRA IuOM 12) emmadeb •eNcr td rfMoidnY ml youln¢ MnY •Md•+ A IM enA to 13) 1h. view wWho a WA irstald 6 a.UAa emmlo mm.nf •ode dd Mu o coepiq of sW= oppid it ar w6cm qnM yAM o Mf r CUM . wrhm,.0 OdtYy IQ beds dl. w M •• emUnd YcIM J6 II" im Twit AAdfad .efkd Yed } pow Ir.em" bed S 1.0 sale .or" bad sw ledeaaal lend IS) fa winpotio Net bdgib • t dd.% m nb bed Lam all baa r•4a +Lam 16) far Md Wrglha Wt den& lee •dal bed Ilan nrd bnq.d ImP .been 17) Sal. bob au n'pabgoed 4dae•tb boM 16) Sol. bob hfod as odhool drdpl andpb ob. obts"d LAO5.1d6, wwdvAD 31L 19) nw miode mini umhm _ Yrbifbt sea A kb by bdbdw KqwmSEESAFE IAIEPAL LOAD TARB FOR LOAD RAIM FOR RREEINF0 0 CMU (00 FULLCOURSE l6 RFTIAR FOR t; tY1W SAFE LOADS FOR 4" SOLID LINTELS 4ws114196- GRAVITY TMPE LENGTH 4S8 X- 6- (421 PRECAST 1180 4'-0- (491 PRECAST 959 4'-8' (541 PRECAST 789 5'-10'(701 PRECAST 460 V-6- (781 PRECAST 360 7'-6' (901 PRECAST 260 9'-4- (1121 PRECAST 156 10'-6' (1261 PRECAST 116 4_"41a_ UPLIFT LATERAL TYPE LENGTH 4S8 4S8 Y-6' (42-) PRECAST 687 371 4'-0• (481 PRECAST 597 320 4'-6- (541 PRECAST 529 258 5'-10'(701 PRECAST 407 148 6'-6' (781 PRECAST 366 118 7'-6' (901 PRECAST 280 87 9'-4- (1121 PRECAST 187 55 10'-6'(1261 PRECAST 152 43 1/2' C R TYP ti 2j 15 REPAR FOR 12' UnELS 12UB 12FB 12F12 12F16 K' CR40 or CM zi Owl 6U8 6F8 61` 12 61`76 40 sue `' 1 •::::;=:.. F •. ': io 1' i•a i..i . : t •f rJ. ...: 4S8 1 4, 0 12F28 12F24 12F20 PRODUcfwasim ST •7Y: mmmpllin6 wiN a"67u1m F UdlOigslW: ArG' pbdrd Mf IQ• - o C . o J Q p R \ : CPAUG OR S790 In1 an Ue e • / / a 8924 Cfl 679 P 6F32 6F28 6F24 6F20 ','Sv^jO vAL ,Ga a`RPfFNER Q23596 an&w,*.' - e. a 44756 utwecn or +CAST- CRETE 4", 6" & 12" LINTEL SAFE LOAD TABLES to I411C oafu6- Id mutt rt ,.pall A M xYt RAs a sAlUN 0RGI6 R: um omm. r1. - tm m Alm mum U4612 sw 1 or d C- SAFE GRAVITY LOADS FOR 12" PRECAST U-LINTELS 4"w4wna SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE 12UB 1218-29 12F12-S IVIS-20 IWO-2/ 1212a t26M1112137-28 Y-6- (42) PRECAST 3428 500D S838 7619 9352 11060 12755 14438 4'-0' (481 PRECAST 2923 4232 58M 7619 9352 11060 12755 14438 4'-6' (54) PRECAST 2396 3464 5304 7619 9352 11060 12755 14438 5'-10'(70) PRECAST 1612 2320 3218 5234 8487 11060 12755 144M. 6'-6' (78) PRECAST 1383 1996 2679 4196 6421 10032 12M 144 7'-6- (90) PRECAST 1138 1628 2131 3218 4675 6756 9763 135 9'-4- (112) PRECAST 795 1216 1535 223D 3083 4167 5593 7552 10'-6'(126) PRECAST 614 1043 1225 18S3 2516 3323 4334 5632 11'-4'(1361 PRECAST 518 945 1162 1649 2216 2893 3719 474 12'-0'(144) PRECAST 456 878 1073 1513 2020 2017 3333 4206 13'-4-(1601 PRECAST 3% 767 926 1294 1709 2188 2743 3409 14'-O'(1681 PRECAST 321 720 865 1204 1554 2017 2451 3106 17'-4'(208) PRECAST N.R. 451p 631, 581 1141 1428p 1750 2102 19'-4' (232) PRECAST N.R. 343 477 700 p 111 1112 1380 1609 4n W M1R M N PA MSS ARE PO WIT IODu M FOR CIrAOE 40 FR1D AMCD RMa SEE CEImML MOW M 4 SAFE GRAVITY LOADS FOR 12" PRECAST w/ 2" RECESS DOOR U-LINTELS ic-M 4"m SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IMI 1281IWI QN10 15114- IMM-21 52) PRECAST 25M 2942 5468 7584 15679 4'-6- (54') PRECAST 2319 274D 5468 75M 15679 5'-6' (68) PRECAST 1347 1841 3555 6395 156 V-10'(70) PRECAST 1259 1758 3361 5954 1567 6'-8' (80) PRECAST 924 1430 2633 4415 103154,14jWR 7'-6' (90) PRECAST 703 1203 2157 3494 1132 9'-8' ()16) PRECAST 389 843 1451 2157 6380 In 11c MIMIIE S N PAREOM ARE 1471WO UDLIMS FOR Ma 40 FIELD AM AMYL SEE 4W M IOW W 4 r- FAR 14- PRFEART I IJ I FBFt S C SAFE LOAD PLF LENGTH TYPE 12U8 12F8 I RCMU 3'- 6- (42) PRECAST 1295 4841 39 4'- 0' (48) PRECAST 1295 4841 299 4'- 6' (54) PRECAST 1049 3922 2417 5'- TO- (70) PRECAST 681 2547 155 6'- 6' (78-) PRECAST 579 2167 123$ 7'- 6' (90) PRECAST 474 1771 914 112) PRECAST 355 1326 560, 10'- C(1261PRECAST 306 1143 45400 I1'- 4'(1367PRECAST 278 1041 38 12'- O'(144) PRECAST 260 971 34 IS- 4-(160) PRECAST 229 857 278 cm14'- 0-(1681 PRECAST 216 809 251 17'- 4'(208) PRESTRESSED N.R. 633..16;,, 19'- 4'(2321 PRESTRESSED N.R. 534j 130 XL ULMLKAL I4u1L 10 1 -_ _ I anFPLF no 4'- 4' (52) PRECAST 4'- r. (54) PRECAST 5'- 8' (68) PRECAST 5'- TO- (701 PRECAST 6'- 8- (00) PRECAST 7'- 8- (90) PRECAST 9'- 8- (116-) PRECAST SAFE UPLIFT LOADS FOR 12" PRECAST U-UNTELS a,+ M SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH TYPE IVI-21 12F12-21 W16-211310-2112F24-11 12128-2T 1202-21 Y- 6- (42) PRECAST 2752 4287 5613 6938 8264 9589 10915 4'- 0' (48') PRECAST 2389 3721 4872 6023 7174 6325 9477 4'- 6- (54') PRECAST 2113 3291 4310 5328 6347 7365 8384 5'- 10'(70) PRECAST 1623 2527 3310 4092 4875 5658 6441 6'- 6' (78) PRECAST 1444 22 2972 3675 4378 5081 5784 7'- 6- (90) PRECAST 12671 1767 258A,3194 3806, 4417 5028 9'- 4- (112) PRECSI 1026 TIN 2OD6 2590 WA 3583 4079 10 10'- 6'(126) PRECAST 112 2211 2114 1209 653 11'- 4(1361 PRECAST 404 1982 2441 2902 3364 12'- U'(144) PRECAST 269, 1788 2201 2616 3032 13'- 4-(160) PRECAST M1057 0571485 1829 2169 2513 14'- O'(161) PRECAST 74 1365 1679 1993 230917'-4'(206) PRECAST 95 964 1182 1402 162319'-4'(232) PRECAST 93 817 1002 1187 I 1372p ME NU ws IN PM01 NM ARE RFCN KNCM TOR CRAP[ 40 FIELD ADDED REAR. SEE CDIEPAl NOW MOL 4 SAFE UPLIFT LOADS FOR 1Y' PRECAST w/ 2" RECESS DOOR U-LINTELS 41*/ RM4~iIO I SAFE LOAD -POUNDS PER LINEAR FOOT E NiS Yr' . 4J4 1/. 4'- 4- (52) PRECAST 1626 12655 3746 4'- 6' (54) PRECAST 1558 2582 3602 5'- 8- (68) PRECAST 1210 2042 2850 5'- IO-(70) PRECAST 1173 1984 2769 6'- 8' (80) PRECAST 1020 1538 2426 7'- 6' (90) PRECAST 904 1226 2163 9' r,6' (116) PRECAST 103p 771 14724 ry_ i4 , M I AFARDMINIMDDED KM& SEE CEM4 MD11 MIX 4 emraFOI1 PROWcrritsmsrn w cund tng onda 10o Il"gib 16 99 M m, Rr MFNER.fi 3M 'Ina* SEE GENERAL NOTES - SHEET 1 OF 3 ''AA4jN 44.4tt FL. P.E'M0,N01t47S6 cum" OF —CAST—CRETE 4", 6" & 12" LINTEL SAFE LOAD TAB a.: .. _•{ ,,..... IRE ME- GSM-14 I WWS 90 XW MAW EWL• N.ri I v v 1Z,+ .J-O y I PAIc y:yus 1 MIXED 11111 OW tM t. - VA ND. 441u 1 aurIND:IA 1,144U sNm 3 OF 31 M IA M I -DADS 6-WAN1W DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) BOARD AND CODE ADMINISTRATION DIVISION MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Miami, Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy Cast -Crete USA, Inc. P.O. Box 24567 Tampa, Florida 33623 SCOPE: This NOA is being issued under the applicable rules and regulations governing'the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: "Cast -Crete" 8 Inch High Strength Precast and Pre -stressed Concrete Lintels APPROVAL DOCUMENT: Drawing No. FD8, titled "Cast -Crete 8" Lintel- Fabrication Details", sheets l through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P.E., on August 19, 2014, bearing the Miami -Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each lintel shall bear a permanent label with the manufacturer's name or logo and the Miami -Dade County logo. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur'after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other put -poses shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause'for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA 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 NOA renews NOA H 14-0903.02 and consists of this page 1, evidence submitted pages E-1, E-2, E-3, E-4, & E-5 as well as approval document mentioned above. The submitted doettin'entation was reviewed by H lmy A. Makar, P.E., M.S. MIAMFOAOE COUNTY.03NOANo. 16-01 13xplration Date. OS/21/20172417 Approval Date: 04/28/2016 Page 1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #96-0613.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", prepared by Craig Parrino, P.E., dated 06107196, revision #1 dated 11108196, sheet I of 1, and Drawing No. LT8, titled "Cast -Crete 8" Lintel Safe Load Tables", prepared by Craig Parrino, P.E., dated 06107197, revision #4 dated 04128198, sheet 1. of 1, both drawings signed and sealed by Craig Parrino, P.E. B. TESTS 1. Test report on flexural testing on Precast and Pre -stressed Concrete Lintels Filled Models, total of (36) concrete lintel specimens, per ASTME-529-94, prepared by Applied Research Laboratories, Report No. 29702B, dated 07130197, signed and sealed by Christopher A. flamon, P.E. C, CALCULATIONS 1. Calculations for Cast -Crete 8-inch Lintels, dated 06106196. 349 pages, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P. E. 2. Calculations for Cast -Crete 8-inch Lintels, dated 11111196, *45 pages, prepared by Craig Parrino, P. E., signed and sealed by Craig Parrino, P. E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report Silo #4 dated April 1996 for cement by Southdown Brooksville Cement Laboratoty. 2. Mill Certified Inspection Report 420-8275 dated 06/20/95 for pre -stressing strand by The Crispin Company. 3. Mill Certified Inspection Report 420-8345 dated 11/13/95 for pre -stressing strand by The Crispin Company. 4. Mill Certified Inspection Report #2111-078240 dated 04/25/96 for #3 rebar by Ameristeel. S. Mill Certified Inspection Report #84-M19614 dated 02/29/96for 45 rebar by Birmingham Steel Corp. 6. Mill Certified Inspection Report 458 A66332 dated 01/28/96 for 94 rebar by Birmingham Steel Corp. 7. Mill Certified Inspection Report #84-M20749 dated 04/05/96 for #5 rebar by Birmingham Steel Corp. 8. Mill Certified Inspection Report #84-M19805 dated 03/06/96 for #4 rebar by Birmingham Steel Corp. 9. Mill Certified Inspection Report #84-M21208 dated 04/21/96for #4 rebar by Birmingham: Steel Corp. 10. Mill Certified Inspection Report #84-M20652 dated 04/03/96 for #5 rebar by Birmingham Steel Corp. Ll_ /-A ny A. Makar, P.E., M.S. Produc ontrol Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-1 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED H. Mill Certified Inspection Report #84-M20749 dated 04105196for #S rebar byBirminghamSteelCorp. 12. Quality Control Manual for Cast -Crete Machine Made Precast Lintels dated 0 114196. 13. Quality Control Manual for Pre -stressed Products dated 03120195. 2.. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #01-0209.03 A. DRAWINGS L . • None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 03-0605.05 A. DRAWINGS: 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details" sheet 1 of 1, prepared by Craig Parrino, P.L., dated June 7, 1996, revision #2 dated January 28, 2003, and Drawing No. LT6, titled "Cast -Crete 8" Lintel Safe Load Tables", sheets 1 & 2 of 2, prepared by Craig Parrino, P.E., dated June 7, 1996, revision #S dated March 24, 2003, all drawings are signed and sealed'by Craig Parrino, P.E. B. TESTS: L Test report on flexural testing on Precast Concrete Lintels Filled Models, total of 12) concrete lintel specimens, per ASTM E 529-94, prepared by Applied Research Laboratories, Report No. 30404B, dated 04123103, signed and sealed by ChristopherA. Hamon, P.E. C. CALCULATIONS: 1. Calculations for Cast -Crete High Strength Precast and Pre -stressed 8-inch Lintels, dated May 29, 2003, sheets 1.1 through 1.493 and 2.1 through 2.336, prepared by Craig Parrino, P.E., signed and sealed by Craig Parrino, P.E. D. MATERIAL CERTIFICATION: 1. Quality System Manualfor Cast -Crete Machine Made Precast Lintels revised on May 01, 2002. 2. Cast -Crete Quality System Manual for Pre -stressed Products dated 2002. ny A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05t2ll2017 Approval Date: 04t28t2016 E- 2 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 006-0222.01 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details", sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P. F. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building Code Compliance Office. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated 0212012006, signed by Craig Parrino, P.E. 5. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL # 11-0121.04 A. DRAWINGS 1. None. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade Building and Neighborhood Compliance Department (BNC). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Corporation, dated January 18, 2011, signed by Craig Parrino, P.B., certifying compliance with the Florida Building Code, 2007 Edition. H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-3 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 6. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #12-0209.13 A. DRAWINGS L Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication: Details" sheets I through 3 of 3, prepared by Craig Parrino, P.E., dated June 7, 1996, last revision dated February 17, 2006, signed and sealed by Craig Parrino, P.E., on March 22, 2012. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Permitting, Environment, and Regulatory Affairs. E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete Co poration, dated 0210312012, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2010 Edition. 7. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL #14-0903.02 A. DRAWINGS 1. Drawing No. FD8, titled "Cast -Crete 8" Lintel Fabrication Details'; sheets I through 3 of 3, prepared by Craig Parrino, P. E., dated June 7, 1996, last revision dated June 12, 2014, signed and sealed by Craig Parrino, P. E., on August 19, 2014. B. TESTS I. None. C. CALCULATIONS 1. Calculations for ILigh Strength Precast and Pre -stressed 8-inch Lintels, dated August 19, 2014, sheets 14.101 through 14.124, prepared, signed, sealed by Craig Parrino, P.E. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION ' 1. None. F. OTHER 1. Letter fi-om Cast -Crete USA, Inc., dated August 19, 2014, -signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. He A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: OS/21/2017 Approval Date: 04/28/2016 E-4 Cast -Crete USA, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 8. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. None. C. -CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. By Miami -Dade County Department of Regulatory and Economic Resources (RER). E. MATERIAL CERTIFICATION 1. None. F. OTHER 1. Letter from Cast -Crete USA, Inc., dated January 13, 2016, signed and sealed by Craig Parrino, P.E., certifying compliance with the Florida Building Code, 2014 Edition. L /- wzz" H A. Makar, P.E., M.S. Product Control Section Supervisor NOA No. 16-0126.03 Expiration Date: 05/21/2017 Approval Date: 04/28/2016 E-5 AST.00RETe HIGH STRENGTH PRECAST AND PRESTRESSED CONCRETE LINTELS 7/32'/ M SnRRUPS TYPE "A" STIRRUPS n STIRRUwP DiTAILc U-LINTEL DATA 'TART F sp IV%VWC Maw," 0.134 TYPE OC2 3 7 tmm 1 -0 STA r- 0 13 -a Q10o eer RAR I7 -A 0.150 01! 3 4 7 aI RAR 17 -2 O 3r r 01/-1 7176 1 1-J 10-2 O C-! 0 1'-4• 0.164 707 OAR 1 a10 -0 t0 3 7/ 3! MR ft'-t• O O 3'-0 3/4' 10 2r-e 6.1110 All 7/32 RAO RI' -IV 0 O W-10 3/8 to t'- 0210 q3 10 7/32 AM 23'-10. 0 O 4'-3 1/R• to 171•, r 7 5 ',7fa.YF7Rwgnv i011f:flir•fiaiu1r101ii:i L'3:C71:1 t aim+ocar+ar:arr, D r ava o Yomr[t ll>aauar , n1:4?'t/ r'JAO RE1G 10mRLsmrR7•R,i=eta[cazrrne!'.v_.r, 1 214 "xicr ©Av M®ramai'ary im-- r o SC•Lrr3ar3mr anaQL!-IR1.P.'Trrfatr27Li iFLit7 C 1 17::-: .a7 f,9I11;,tiiia:l(7:.ff_IL•77 M 'A• mm. W Air —d mt'r Au1."R U smi umn Da W U- Ir m San aoot R[c—•t 1M1Ct Ort"roRC/N0 r•er heMLl]eN Leon :' riisea i ma m Y 01.Ar. mi •r strw mru n 0 r f1 r r r NfSIRFStro LYIR rR1.roRfJNe [A [ IAIIR 1TIe4 YOer 8" PRECAS7 U-LINTEL DATA TABLE tA1.Y: ,' i•FiILi041f7afJs it F 3i QIlR'.L' 9 D Fl iC7L1t) W"W'"MuLarrim-io VIEW-13 Ono MiLl 13" mreyI M aUJUMIERDQR7 srnlll Iri71i L1UMMU ncDmI r L1 J9eir s>sav ar u o M TTI® r"F* UMjr3 UMrCEj r, ma;Trxrmar_araE=rT"r mkt o may"lastar Tr 3r m1u rnffwr"_ 0 m" t» aria r mil r T e}a ec310 inks t0a/RR7AR! MM"lloll O rRORM to rRODUCT AM MAL n D rADUMED 0T CQP"Mr LAM AND CUMS RE R[rl4 XUD OIl 00IMM O 1R1110111 IM MOR MRInt10 COMIC" OF CAW-CRDI 103 W_ 1. 10RTORCAO IML. 7/n MR ASIN As1o1 Art. S. molt. tilt IOIAI 14N0C4 Cr 01049" AND SS AMU CWE 60 AIlW A0131 7/10 Doi MOMM D COONIED SWI04 fAt1N WCN MAW70 IM13 L M-010MION rRIAINC5ILW too of na Rni omm CAa. f00 QAWU 9fAND AsiN 41t. - No, O 311N1Y1S . a TOO1 TNT I. COME SIODwdp r.. AM rL rot M O111000t40 LACE MOM MOM ! tuW/S PAT 0IC11C11 n10 fo41171 r...000 r!1 JO! ALL Iml1 aex Om. gNCAST 0 1LIMA. a td IODN03 a munwmi: ran ra J. YOWL TUMM30 to= a o.7O R W. a1.m a COICRCK W M W0 01 11M a OIRRrYO ttl re. IIIt0 a :oteto rttLWM Onunae010not a, t To NMI urtao AND 1104101E ramcm G. 'EN• , S ' PA0WCTIt1'VI919fCi uwryl7;,yn,'IAm.r101da y blflAq Code CRAIGPARRINO y< $ 9p' 4'.`' 8324 CR 5A utd a-Ca'uvf FL P.ENEK ELICC. 114i0SYA49IDm CAST-CRETE 8" LINTEL FABRICATION DETAILS m ma aam- IC _MW Rn UW M M rt - IIC. m C0S0 I Stun M fi Slid QhC9: r-oevrry LnAnS FOR r PRECAST d PRESTRESSED U-LINTELS 19'-4' (2321 PRESTRESSED KR. 42 RR N1 276 420 7550 IW703 1202 511516 I710 21'-4' (258' PRESTRESSED 11.R. IL4 11 t AE 100 3MR405 /0 61S 1114 1359 1400 22'-O'(2W7 PRESTRESSED NJL wa 10 NR MI NR I+u 165 315 55D 754 1047 1205 1390 24'-O'(2$Bl PRESTRESSED NIL m 25 MR 1m NA M NR I21 250 430 p4 W004 ton I1222 THE NMERS IN PARENTHESIS ARE PUMLNI KLUUt:ItUsq PUN unnur +u FIELD ADDED REHAB. SEE GENERAL NOTE NO. 4 ON SLED 3 OF 3. SEE GENERAL NOTES _ET3 Fjr of SAFE UPLIFT LOADS FOR 8" PRECAST S PRESTRESSED UaLINTE LS nsio«ti SAFE LOAD - POUNDS PER LINEAR FOOT LENGTH 8U8 8F8 -N " LE Y-6' (421• PRECAST 1025 1024 15911 1 3' 4'-0' (481 PRECAST 765 763 1309 4' 4'-G .(541 PRECILST 592 591 1073 4 5-4- (64) PRECAST 411 1411 745 1 5 5'-Hr(70') PRECAST 340 339 616 5 6'- (7B1 PRECAST 507 721 490 7'-6' (900 PRECAST 424 534 363 9'-4' (112') PREW 326 • 512 230 10'-6'(1261PREC 7 284 401 180 11'-4' (136') PRECAST 260 452 154 IT-0"(144) PRECAST 244 402 137 13'-4'(1607 PRECAST 217 324 110 14'-0'(1W) PRECAST 205 293 100 14'-8'(170PRESTRESSED N.R. 284 91 15'-4*(184') PRESTRESSED N.R. 259 83 17'-4-(2081 PRESTRESSED N.R. 194 64 19'-4' (2n) PRESIRESSED N.R. 148 52 21'-4'(2561 PRESTRESSED N.R. 125 42 22'-0*(264') PRESTRESSED N.R. 116 40 24'-0'(280')PRESTRESSED N.R 91 33 SEE cDvAI. NOTE No. 1B ON SHEET 3 OF 3. FROOSSLT RENDWED eWa 'rio"°o rqlft Nltmi n 6' (421 PRECAST 0- (401 PRECAST 6' (541 PRECAST 4' (647) PRECAST 10'(701 PRECAST C-8' M PRECAST 7'-6' (901 PRECAST 9'-4' (1121 PRECAST 1C-6'(12B") PRECAST 11'-0361 PREC10 12'-If (1441 PRECAST 1Y-4'(1501 PRECAST 14'-O' (1687 PRETSLST 14'-8'(176') PRESTRESSED IS'-4'(18/7 PRESTRESSED 17'-4'(2087 PRESTRESSED 19'-4'(2321 PRESTRESSED 21'-4'(256') PRESTRESSED 22'-D' (2641 PRESIRESSED 24'-D'(2887 PRESIRFSSED ESIS ARE PERCENT REDUCTIONS'fOR CRADE 40 GENERAL 00TE NO. 4 ON SHEET 3 OF 3. V:• CEN a!n1lMe twnDucrRsvunD sthl6. Ftoaaa o F CRAIOPARRINO 1o0{Oa 1i'S,//i./ gTE 6324 CR 579 FNFA.FL 33504SEF I. u+tTlao6 C"{" at ouoG SS/n • •E.` FL P.L LIC. NO.44756 hs•banit•t mlr CAST—CRETE 8" LINTEL FABRICATION DETAILS ttt IIAYI: aawt-u Dare rt• taw muk A. - sm m 4054 ustt NO to Sat[ ue mMN cm=o n roc r am rl - IRO. M IOSt I OSSAIA Ma ISO qw 2 w s SAFE GRAVITY LOADS FOR R C 'da° SAFE LOAD - POUNDS PER LINEAR FOOT . LENGTH TYPE ORU6 a278-00 SFl mr14-00 m 4- A418-011U22-1 sails-te lan-le 8102640 ea2e-le e9rlaoe mv3o-Iselvb-le woo-fe 4'-4- (Sn PRECAST 1635 049 3355 3289 4NA 5421 493 7587 Iasi 3689 2" Self a080 9479 10813 4'-6- (54' PRECAST 1494 1596 3063 2993 3966 4946 504 M 1)59 3690 520/ 607! am 479 10013 5'-8- (681 PRECAST 866 M 17M 17n 2277 2838 3102 mw6 1167 9491 4561 099 7917 6311 5'-10-(701 PRECAST 810 OS8 1653 16002124 2649 3174 3700 1113 2342 4242 la» am 7402. 402C708 6'- 8• (80") PREP 797 Sol 1825 3120 5o4a 7747 944a 7360 901 fas 3120 SOO 7115 1479 1 T- 6- (901 PRECAST 669 m 1491) 2459 An 5743 17239 5823 755 1490 2459 me 574J s IOa9 9'- 0- (1167 PRECAST 411 466 999 1S6a 22l3 3129 10l1 7146 S26 99! 1668 2253 3129 4150 Sa91 III . nL WUW.ULRJ64 rAKLRINL5ti ARE PERCENT REDUCTIONS FOR CRADE 40 flaD ADDED REBAR SEE GENERAL NOTE to 4 GENERAL NOTFS q tt pa.. l kW . 4000 pal fcp.bmed km - moo id fc s..w - .tms N 3/a tm eK 7 olNr /SAY C90 .7. n4ino. al wn aepr.aA. 1 " p9 nl. r Nr A391 A6U .a 60 rtalsaloq flmd w llSDl MIS ri.a us in Mahe 2) N .a. b.d 4N. 1..4 M dtia a 4 i" r..ebd te4diq. E6Aofsttebbed.. a Iw6aNIp. So .M so .sll t. IrWtW41boobImu_ 3) R.da Id sd. Ind ad MW Wdti 4) 1" e..hw In pw.N.wb hdrdn the 1...M "hdh. 1. M. a 40 8d1 .r1 w.r. f—.,. r c 1Wd sQ-u p4y(. ba . 64r3 w Iseres.sw 947} tol- sS01 PO 3) AD WIb•m.A w .wW Famh4¢ iMJ qN M1 7-1' W beyw Fad. Yw u fefw r ae®b.. Ib )Ledo "ft twkfwi.a IIOL].1 w. O St.r. iLN mleb a re9ha 7) On #77 ne/ lw ng b' p*LWW W bro Is UUM am mw ba1/w Mnd'dwomILL 401 a us waawbtol Im 0u11wr 09 ..Mb wa.dlw.4 b.M I" tditW g Legdwn r Wmg n.9d ad Y9a d d-w9 bom P. 10) RA - W 8obd II) etlr. So.dbltAw I. b LnW r 0. toll.. a r. i b1 I.197. r- SAFE LATERAL LOADBFOR a- 9RGfrAGT...t4- ee:w Rm ----- SAFE LOAD PLF LENGTH TYPE 8RU6 BRF6 RCMU 4'- 4- (521 PRECAST 758 757 1164 4'- 6- (541 PRECAST 694 693 1073 5'- 8' (On PRECAST 408 407 655 5'- TO- (701 PRECAST 382 381 616 6'- 8' (8D7 PRLCAST 595 788 464 7'- 6' (201 PRECAST 509 674 363 1161 PRECAST 370 490 214 Xt UURFAL NOTE 18 SAFE UPLIFT LOADS PMR R-1 DDCCA bT...t ft., ems..«.............__. _ CAS SAFE LOAD - POUNDS PER LINEAR FOOT "J LENGTH TYPE safe-17 eve n 1 21 82 111$- 1 cafe- Wn- n W22- 21 al 9182I- 21 89f3o- Il UM- 21 4'- 4- (52') PRE= WS 3055 76 4445 5140867 2Wl- 3056 3751 4445 5140 4'- 6- (54') PRECAST 71 2939 3507 4215 043 20 3607 4275 49/) 5'- 8- (68-) F1iECASTaA 7 2328 2a44 J30t 3911 875 2320 1 2854 SSat 3111 5'- 10•(7n PRECAST all t2D7 t71 2259 2173 37a6 270 6% 1113 1748 2259 2773 3m 2719 6'- 8- (BY) PRECAST 570 rn 153o nao 2429 29n 3M 506 1111 ISJO 198D 2419 2819 SS29 r- 6' (90') PRECAST s06 742 1364 Ins 2166 2567 2988 595 850 1]61 I76S 2166 2567 21S8 9'- 8• (1161 PRECAST S 4S0 a0/ 1i22 Il40 Ims, 21a8 95 560 1072 13a6 17D1 2016 Lut vt .,.— m MMI'llm1 0 ARE FUOXNI REDUCTIONS FOR GRADE 40 FIELD ADDED REBAR SEE GENERAL NOTE NO. 4 12) 1Ltm .....dw w ;% 5-V2' b" mw. . a 9...6 1. we.rdd. carat cd I*ivdq .d 4...0a4. TYPE DEC_ICNATION I!) it .Fir rrlm a reLL Im1dw r WA pw ar eb.4w IG* 4w6qatiao4041L .a.4..p eL AsistU 5 a' .Qr 14) U.Mr Ei. 2 l ist 1u[9 9ml uM / U - to UEb FMUM 0r /s a90 Al bed. d ;q awwdt rm rw1N 1 w cad heA.d. h..b "Al w 41.d.d 9. v..a.I» I.muP "."f 1 . AP. ia Aads/d .. s LvJ SilrrwatdIo.O + sa. h.ca.rt d 1A Ii , wr ml a tMrcum 8 F 16 —1 B /I T Is) rw em"', &W how. at I"^ W w% bed bw5 Aed .. bipb am" vmJ L.07ANIIY a.L16) fw 11.10 Wg0• ew 00.4, CL N. re4 we ew 9.gm layp dws of A 17) t. b r.4. 4. •7•4•iwa a." W& is REEAe AI )0 16) SW bob bwd .n ..rm1 dWP W-N NI AO $0 and AO 39 . • IOL ()) an 19) A/ LT... brla load aped? w.r b .el:ud 1 A 4nbe.r y 1•M .MAed Nd.RNmnttw. 41sn7 w6. OmIN .ea.. Ib Wd. Sa m9A edw: !. '' 1 i g cau 01• ISOOpsi wqn SEE SUE lATAk LOAD 1A9m roR IQAD RATING fR"ImmD IeQ 2 44. 4 E2@.,,• .... , , 1 omm 1 IdDa WeepFLU COURSE PROg1RR5Nb1vEo EN a 4• I•AIYiR tmAtA.11mih 1/2' CUt TYP :: (2) /S RF&R B.1db6Code .' 0.44 CR4D w = 0 AcaLyblwS No IR a 01717RIt8VURI1 f01Mllfiytrid. the iA,rid4 7 e7 O t/ P , allo: Z CFIAIO PARRNO ° d1e jb AI IARI '[I 8324CRS79 FNMFt 3MR novel NAIEC;G, PE e..m '. lLIS4t't4ffi. CAST—CRETE 8" LINTEL FABRICATION DETAILS I Im wim o1Aln-1! 9Q9R a, tw / lmcq IL - AV. 90. 41756 fCllb Slit 10 Still CITY OF SANFORD BUILDING & FIRE PREVENTIONI PERMIT APPLICATION Application. No: J % - I Documented Construction Value: $ Job Address3- 25 —I N4+ kecon , .r Historic District: Yes No Parcel ID: Residential Commercial Type of Work: NeWA Anddition Alteration Repair Demo Change of Use Move Description of Work: 1 \IlO,t A 1 + 1n /) rv. / C n , % t e o Tian Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: A•07 - /nHr7- 3 7Cn Street: 41-Q Resident of property? : L0) City, State Zip: / 42 . KM K1 0.4 , r:--' 3-) 7 J( n Contractor Information Name l( I l'Y1QY e eHyi C Phone: LO - L Street:C1C Fax: ( QLI % City, State Zip: State License No.: Ec 000 3()q( p Name: Street: City, St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITHYOURLENDERORANATTORNEYBEFORERECORDINGYOURNOTICEOFCOMMENCEMENT. Application ishereby 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 roust 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: 5i° 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 befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. 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. 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 gnature of Contnetor/Agent Date Sc-H- r hro Ptin Contractor/Agent's NoneM Signature of Notary -State of Florida Date o'Yroai PAMELASTERNUS a ¢ Commission p GG 110622 ExplresAugust ], 2021 ew4w ttw 0441"$Mies Contractor/Agent is Personally Known to Me or Produced ID Type oflD BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: WASTEWATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 201 S Permit Application to 14 JAN 31 2016 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: r- 31 q 3 Documented Construction Value: $ 4.164.00 Job Address: 3954 Night Heron Dr Historic District: Yes No Parcel ID: 17-20-31-502-0000-0710 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Install New AC with Duct Work and Venting Plan Review Contact Person: Arionna Rosenwinkel Phone: 407-886-3729 ext. 163 Fax: Title: Pre -Construction Coordinator Email: aoosenwinkel@energyair.com Property Owner Information Name STARLIGHT HOMES FLA LLC Phone: Street: 1064 Greenwood Blvd Suite 124 Resident of property? : NO City, State Zip: Lake Mary, FL 32746 Contractor Information Name Energy Air Inc (Robert Kulp) Phone: 407-886-3729 Street: 5401 EnegryAir Ct Fax: City, State Zip: Orlando FL 32810 State License No.: CAC1816317 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: Bonding Company: Address: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51t' Edition (2014) Florida Building Code Revised: June 30, 2015 Pettnit Application 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 [CC 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 isj accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 40'01 /31 /2018 Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Signature of Contractor/Agent Robert Date 1 /2018 Notary Public State of Florida Arlonna C Rosenwlnkel c • My Commlaslon GG 147038 Explrea 10/01/2021 Owner/Agent is Personally Known to Me or Contractor/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: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: ENGINEERING: UTILITIES: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes NO WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application WORK ORDER Jeba• 33317 Date: 8/2/2017 144680 Subdivision Phase Bld I L/U I Blk BILL TO: Starlight Homes - AWH Lot / Sub: Wyndham Preserve 10711 3954 Night Heron DrADDRESS: 1064 Greenwood Blvd Ste 124 Job Address: Sanford IFL 132773CITY/STATE/ZIP: Lake Mary, FL 32746 City / State / Zip 1551 SModel/Bldg: Order Taken By: Equipment Brand: Carrier 14 Seer Heat Pum R-410a A/H-2 or FurnaceJobContact: S Woolwine A/H-1 or Furnace FB4CNP030L00 Job Phone: 4077301311 Heater or Coil CE2401C05 Heater or Coil Date Requested: CU-1 CH14NBO240OG CU-2 Date Required: T'Stat: TH6220D1002 T'Stat: Filter Base N/A AHU Location 1st FI Int Closet Filter Base AHU LocationPermitInformation: Efficiency 14.00 SEER / 8.2 HSPF Efficiency MUST BE ACCURATE AND COMP A/H-3 or Furnace A/H-4 or Furnace Heater or Coil Heater or Coil Bldg. Permit# CU-3 CU-4 Township: Sanford T'Stat: T'Stat: Filter Base Filter Base AHU Location AHU Location Incl. on Builders Permit no Efficiency Efficiency Zoning Brand: Honeywell/Johnstone Vent. Damper Y8150A1017 Qty 1EAIPullsPermit: yes Builder calls inspection: yes Zone Kit #1 ZD1 EAI calls inspection: no Zone Kit #2 ZD2 Thermostats ZD3 Ventilation Cost: 319.01 Transformer ZD4 Surge Protector ZD5 ByPass Damper #1 ZD6 B Pass Damper #2 ZD7 PO Numbers Qty Yes No Qty. Yes No Grs.Stamped Stl. 12 X Flue Pipe: X Grs.Stamped Returr 6 X Filter Base X Grs.White S/A Adj. X Mery 8 Filter X Grs. R/A White Alun 1 X Elect. Air Cl. X Kit. Hood Duct: X Conc. Slab: X Kit. Down Draft Duct X Heat Recovery: X fan 80 cfm BFQ80 2 X Fresh Air: 1 X fan lite BFQF70 X Bath Exh. Duct: X Dryer Vent: 1 X Special Instructions Or Comments: Accounting Department: Job # Invoice Due Date: Estimated Estimated Task - Description Hours Cost 1.54 19.40 Rou hin $2.047.0003-Fabrication Labor 18.81 282.0804-Installation Labor 06-Piping Labor 6.38 108.38 Trim $2.047.00 14-Kitchen Vent Trim 02-Material/Tax 985.00 01-Equipment/Tax 1,334.45 Permit $70.00 80.0009-Permit/Other 1.10 13.87011-Delivery Labor 20-Pull Material Labor 2.20 27.75 Total Contract: $4,164.00 12-StartupLabor 2.50 42.50 13 Job M Starlight - Wyndham Performed for. Lot 71- 1551 SL Sanford, Ft. 32773 Level 1 Energy Air, Inc 5401 Energy Air, Ct Orlando, FL 32810 Phone: 407-886-3729 wm aenergyair.com GRennera@energyaircom Scale: 118" = 1'0" Page 1 RightSuile® UnNemal 2017 17.0.08 RSU17013 2017Jun•16 17:00:47 am Preaerve%Lot 71 -1SS1 SL.rup a .14 CITY OF SANF BUILDING & FIRE PREVENT a , ` PERMIT APPLICATI Application No: i - 319 3 Documented Construction Value: $ 59'2-5 Job Address: 3 5 q N I yhfi 14yr , n Or Historic District: Yes No Parcel ID: Residential Commercial Type of Work: New aAddition Alteration Repair Demo Change of Use Move Description of Work:#P(U_Mbli c, Jz r 5t'2. ai( p(c1,SeS + f e r_I'lccie c t --I Plan Review Contact Person: plczns Sc'_nt (off loLe.i(&e Title: Phone: Fax: Email: Property Owner Information I Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Phone: 22--L43-3 3 Street: q-iO ( 8 c-hw- s:o r2d- Fax: Yg - - -t 68- City, State Zip: State License No.: C- FC o 10 3 (4 )L Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOU PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST B RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAI FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE a COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construc in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, p( 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: S'° Edition (2014) Florida Building Code Rettsed: June 30. 2015 Permit Application JQ ICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may beoudinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as water nai agement districts, state agencies, or federal agencies. Ac eptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. Th4 City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requirecin4rdertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittalTheactualconstructionvaluewillbefiguredbasedonthecurrentICCValuationTableineffectatthetimethepermitisissued, itacrdancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value cm fit will be applied to your permit fees when the permit is issued. O NEWS AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work wil be done in compliance with all applicable laws regulating construction and zoning. s Name Date Agent is Personally Known to Me or d ID Type of ID Signature of Contractor/Agent Date Print Contractor/Agent's Name I — ft — ZUi,Gr n of Notary -state of Florida Dote PAT SO 1dY G0.,' gSS10N 1 FF 12M EXPIRES: August 25, 2018 pd C ygaryPuo§cU.bwsL•n erotially Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY its Required: Building Electrical Mechanical Plumbing[] Gas[] Roof truetion Type: Occupancy Use: Flood Zone: - Sq Ft of Bldg: Min. Occupancy Load: # of Construction: Electric - # of Amps Plumbing - # of Sprinkler Permit: Yes[] No # of Heads Fire Alarm Permit: Yes No ALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: Permit Application June 30, 2015 0 • *4 9507 State Road 52 123 Miller Road / 9701 Bachman Road Established 1973 Hudson, FL 34669 Valrico, FL 33594 ' Orlando, FL 32824 www.RJKielty.comHudson, FL 3 81 lrico, L 33 407-855-2636 State License # CF-CO2034 R.J. KiELT4 Page: 1OF Proposal No: 717-13536 PLUMBING • HEATING • COOLING Proposal Date: 712612017 Prepared For: Starlight Homes Florida, LLC Location: Wyndham Preserve, Sanford 1064 Greenwood Blvd. Suite 124 Model: Halley - 1551 Lake Mary FL 32746 We Propose hereby to furnish material and labor - complete In accordance with specifications below for the Sum of: $5,925.00 Payment to be made as follows: 40% Rough In 3(% Top Out 30% Finish. NET 10 Days All materials guaranteed to be as specified. All work to be completed In a workman like manner according to standard practices. Any alteration or deviationfromspecificationsbelowinvolvingextracostswillbeexecutedonlyuponwrittenorders, and will become an extra charge over and above the estimate. All agreements contingent upon strikes, a elays beyond our trol. Owner to rry fire, tomado, and other necessary insurance. Our workers are k covered by worker's compensation I rance. ru j AUTHORIZED SIGNATURE- THIS PRPROPOSAL MAY BE WITHDRAWN IF NOT ACCEPTED IN 30 DA) We hereby submit specifications estima or: Master Bath 1 Tub Starring Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21-912 1.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet 2nd Bath 1 Tub Sterling Accord 60x30 71140120 White With Walls And Moen Chateau TL183 Chrome Valve 1 Toilet Gerber Maxwell 21.912 1.28 White Elongated 1 Lev By Builder With Moen Chateau 64925 Chrome Faucet Kitchen 1 Sink By Builder 1 Faucet Moen Integra 67315 Chrome 1 Disposal ISE Badger V With Cord 1 Icemaker Line With Recessed Box 1 Dishwasher Hook Up Utilities 1 Washer Box Yes 2 Hose Bibs Yes 1 Water Heater 50 Gallon Electric NOTE: Backfiring Included For Sewer & Water Only (Slab Backfiring By Others) Backflow Preventers Included EXCLUSIONS NO Permit Fees Included Water Piping In: CPVC 40' Sewer Allowance; Additional $12 per foot 4U Water Allowance; Additional $3 per foot Applies to any direct contract between an owner contractor (RJK) - Notice of Lien Laws - Florida Statutes 713.001-713.37. Acceptance of Proposal - The above prices, specifications and conditions are satisfactory and hereby accepted. You are authorized to do the work as specified. Payment will be made i outlined above. I agree to pay reasonable attorneys fees own costs in the event of legal action. A monthly service charge of 1 1/20/6will be added after: days. Any sewer taps deeper than 41 /2 feet or requires badfioe or dewatering will be an extra charge. SIGNED: DATE OF ACCEPTANCE & PAGE 2:' Branch: H on Last Edit By: Last Edit Date: 7/2712017 ' t top 395¢ Al kf' l er t TRI-COUNTY TESTING LABORATORIES, INCo 31 S. Main St. Winter Garden, FL 34787 PROJECT NO: 407-656-9656 ORDER NO: UREPORT NO: REPORT OF IN -PLACE DENSITY TESTS PROJECT W\/nj ?i• csl^-j- LL, 1 _ PROCTOR CONTRACTOR j+c, 1.,1, F,o - s SPECIFiCATION: P "jl`^SI REPORTED TO: OPTIMUM MOISTURE: % LOCATION: i, f «01 MAXIMUM DRY DENSITY: / "Y 3 MATERIAL: : y" ' !>< < • ' ; r„ C DATE TESTED: 0 1 LOCATION DEPTH INCHES DRY DENSITY lbs. cu. fL MAX DRY DENSITY PERCENT OF lbs. cu. R. MAX. DENSITY MOISTURF. PERCENT Nr o b. Submitted by, . BUILDING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. O.R.-Official Records Book P.8. -Plat Book Pg. -Page Elev. -Elevation Cone. -Concrete BP Brick Paver SW -Sidewalk FFE -Finished Floor Elevation CI -Curb Inlet GTI-Grate Top Inlet P.U.E.-Public Utility Easement RCP Reinforced Cone. Pipe PVC -Polyvinyl Chloride NCS-No Comer Set (Falb In Water) SF -Square Feet D.U.E.-Droinags/Utility Easement FMGO-MAC NAIL k DISK P.K.-Parker Kolon Nall SIR -Set 1/2' Iron Rod L87768 SPKD-Set P.K. do Disk L97768 FIR -Found 1/2' Iron Rod L8771 FIP-Found 1/2' Iron Pipe L877 FPKO-Found P.K. Nail & Disk L87 FCM-Found 4'x4' Concrete Power k Ught Floor Elevation Meter Valve ydrant nod Water Meter nod Water Volvo Box one Box Guy Anchor Ol--Overhead Utilities m-Storm Sewer Manhole t9-Sanhary Sewer Manhole 0,Wo -Electric Handhole COO -Clean Out t:VO4-Irrigation Control Valve F -Sign w04-Gate Water Valve Gas Meter Existing Grade 0-810w-off Valve 8 • ft -Drainaae Flow Direction Perm; A- # I1- &c(3 WYNDHAM PRESERVE - LOT 71 SPECIFIC PURPOSE SURVEY FORMBOARD) WYNDHAM PRESERVE LOT 71 PB 81, PG 93) Building Setbacks Setbacks: Per construction plans for WYNDHAM PRESERVE, City of Sanford, Seminole County, Florida. Front 25' Rear - 20' Side = 7.5' SURVEYOR'S NOTES: 1. Current title Information on the subject property had not been furnished to GeoPoint Surveying. Inc, at the time of this plot plan. 2. Roads, walks, and other similar items shown hereon were taken from engineering plans and are subject to survey. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODERC VERTICAL DATUM OF 1929 (NCVD29). 4. Proposed grades ft finished floor elevations shown hereon are from the construction plan for 'WYNDHAM PRESERVE. City of Sanford Seminole County, Florida. 5. This Specific Purpose Survey is for the location and elevation of the formboards only (THIS IS NOT A BOUNDARY SURVEY) V1'PcP DIMENSION NOTE: Proposed building dimensions shown hereon are of the exterior. LOT AREA CALCULATIONS LOT 7.137 SQ.FT. WING AREA- 1.567 SOFT. GARAGE - 407 SO.FT.' PORCH 44 SQ.FT. ORNEWAY - 405 SQ.FT. PATIO a 100 SQ.FT. WALKWAY - 51 SQ.FT. A/C PAD - 9 SQ.FT. IMPERVIOUS- 36.2 R Soo - 4.554 SOFT. OFF LOT AREA CALCULATIONS R/W 1.500 SQ.FT. APRON 114 SO.FT. SIDEWALK - 300 SQ.FT. SOD 246 SQ.FT. TOTAL AREA DRNEWAY - 519 SQ.FT. SIDEWALK - 351 SQ.FT. SOD - 4,800 SOFT. PREPARED FOR. ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rote Map Panel Number 12127C-0765H. in Flood Zone Y DESCRIPTION: LOT 71, according to the plat of "WYNDHAM PRESERVE" according to the plat thereof as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida This certifies that a au # the hereon described 555 Wlnderley Place, Suite 109 r r p Maitland, FL 32751wasmadeundermt.sh io i _4 meets the Standards of Practice act (ot[Il t ord of Professional Phone: (321) 270-0440 Surveyors k Mop n• orido Administrative Fax: (813) 248-2266 ycode. puttIQt tOe ion Vorido Statutes. Licensed Business No. LB 77W f GeoPointSTATEOf Surveying, Inc. ames 0 .• LS6915 Drawn:MTP Checked- JOL P.C.: Data Fle:&fisonEara-Plod FLORIDA PRO StlIt4E1DFP-- Ip97PER N0. ..............._. Date: 1/18/18 Owg:6dawnEasl-st71 Order No.: — NOT VALID WITHOUTNE'SINATURE AND THE ORIGINAL USED SEAL OF A FLORIDA LICENSED SURVEYOR AND MAPPER SEC. 17 - TWN. 20 S. - RNG. 31 E. I Feld Bk: MAR 2 a z g Revision UP," 2 City of Sanford Response to Comments Building[li- re Prevention Division Ph: 407.688.5150 Fax: 407.688.SiS2 Email: building@sanfordfl.gov Permit # ` 3Submittal Date '3l )-o I Project Address: 39514 i'110 4 ULrnr liti-Q, Contact: Trades encompassed in revision: General description of revision: LIB' Building l Plumbing Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building , Zl . it Luffiber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek® RECORD COPY RE: W P0071 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Ashton Woods Project Name: W P0071 Model: 1551 Tampa, FL 33610-4115 Lot/Block: 71 Subdivision: Wyndham Preseve Address: City: Orlando State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# J Truss Name I Date I No. I Seal# I Truss Name I Date 1 IT13495868JAl 3/14/18 118 IT13495885162 3/14/18 12 I T13495869 I A2 13/14/18 119 I T134958861 BJ 1 13/14/18 1 13 I T13495870 I A3 13/14/18 120 I T134958871 BJ3 13/14/18 1 14 1 T13495871 1 A4 13/14/18 121 I T134958881 BJ5 13/14/18 1 15 I T13495872 I A5 13/14/18 122 1 T1 3495889 1 CJ7 13/14/18 1 16 I T134958731 A6 13/14/18 123 I T13495890 I EJ6 13/14/18 17 1 T13495874 1 A7 13/14/18 124 I T13495891 I EJ6A 13/14/18 18 1 T1 3495875 1 A8 13/14/18 125 I T13495892 I EJ7 13/14/18 1 19 1 T1 3495876 1 A9 13/14/18 126 1 T134958931 MV1 13/14/18 1 110 1 T134958771 Al 13/14/18 127 1 T134958941 MV2 13/14/18 111 I T13495878 I Al l 13/14/18 1 R1nSANFO 112 1 T1 3495879 1 Al 13/14/18 113 1 T1 3495880 1 Al 13/14/18 114 IT13495881IA14 13/14/18 1 15 T13495882 Al 3/14/18 16 T13495883 Alb 3/14/18I 117 IT134958841131 13/14/18 1 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 3193 G Ae No 2 ' p0` STATE OF / O R 1OP.Cj`.`. SS+,ON Wll Walter P. Rnn PE No.22839 MiTek USA. Inc. R . Cart 6634 6904 Parb East Blvd. Tampa Ft. 33610 Oats: March 14,2018 Finn, Walter 1 of 1 Job russ rU6f ype loty ply 1 T1340WS WP0071 Al Hip 1 1 J001ob Reference (optional) Builders Fu tsoutce. Tampa, Piam City. Fbrida 33566 7 640 6 Aug 16 2017 MiTsk Industries, Inc. Wed Mar 14 14 Q 36 Mill Page 1 I D:AeAoATVyRAFF51mF42W 41SypZcj-a68k2iYgLCOXxNPOIc8vvM?c_4Y3B?MJFFV ViVzb?wh 23•S-e 1-0-0 74.1 14JJ 21.24 -4 303-12 37.1•Is 444-0 74.1 T14TV 1f1P1 -14 e-10.4 610.4 74.1 1.14 Scale = 1:82.0 3x85.00 _ 3x6 11 12 3X8 = 6 7 a 3xa = 20 19 , n n 17 ze I 15 14 3x8 = 2x4 II 4x6 3x8 = 3x4 = 2x4 II 3x4 = 4x6 = 234e 74.1 14.4J 21.2•e 224 30.3.12 37.1-I6 4441-0 761 B•10+ a-10.4 •1•e b10.4 e•10.4 74.1 1.14 Plate Offsets (XY)-- 12:0-4-2.0.1-81.14:0.3-O.Edge1,16.0-4.0.0.1.131,18:0-4-0.0-1-131,110:0-3-O,Edgej,l12:0-4-2,0-1-81 LOADING (pst) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.32 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.98 Vert(TL) -0.79 15-17 >671 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.66 Horz(TL) 0.26 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 230 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except' 6-8: 2x4 SP No.1 SOT CHORD 2x4 SP No.2 WEBS 20 SP No 3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 5-17.9.17.7.17 REACTIONS. (lb/size) 2=1700/0-8-0, 12=1700/0.8.0 Max Horz 2=- 1 29(LC 17) Max Uplifl2=-447(LC 12), 12=-447(LC 13) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2142, 3-4=-2916/1835, 4-5=-2788/1855, 5-6=-2203/1499, 6-7=-1964/1453, 7.8=-1964/1453, 8-9=-2203/1499, 9.10=-2788/1855, 10.11=-2916/1835, 11-12=-3538/2142 BOT CHORD 2.20=-1826/3173, 19-20=-1826/3173, 18-19=-1405/2625, 18.21=-1405/2625, 17-21=-1405/2625, 17-22=-1407/2625, 16.22=-1407/2625, 15-16=-1407/2625, 14-15=-1839/3173, 12-14=-1839/3173 WEBS 3.20=0/292, 3-19=-609/475, 5-19— 151/479, 5-17=-857/634, 9.17=-857/634, 9-15=-151/479, 11-15=-609/475, 11.14=O/292, 7-17=-715/1164 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=3.Opsf; h=15f1; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 beating plate capable of Withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 12. 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.' Waken P. Finn PE No.221138 MITek USA, Inc. FL CM 8831 6904 Parke East Blvd. Tampa FL 33610 Oak March 14,2018 Q WARNING- Verily design PaMirsters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MIF7472 rev. 1682 IS BEFORE USE Deslgn vcdid lot tee only with MlteW conrectors. Ms design is basod orgy tglon parameters shown. and Is fa an ex9vkkx1l Iwldkig canMnonl. not a truss system. Before tae. the IxA dhg designer must verity Ilia a1XAlcobllry, of design parameters anal rxopedy alcogwrate this deSlon into the overall buildtrlg design. Bracing Indicated Is to rxevent btteWing of trxlaklrtai Irun web and/or chord members orgy. Additional temporary and petmanent bracing MOW Is always regaled lot stallWty, aid to prevent cong3se wBtl possbie I)efsotlal"and property damage. For general guldalco tegaalng Me fabrication staaoo, dellvery, erection aril trackig of titism and titan systems. soeANSItIPI I Quality Criteria, DS949 and BCSI Buading Component 6904 Parka East Blvd Tampa, FL 33610SafetyIrMormatlonavallablofromleasRateInsllnde. 218 N. Leo Street. Sulle 312. Alexandra, VA 22314. Job Truss russ Type—r Qty ply Tt3195869 WP0071 A2 Hip t 1 009 Job Reference (optional) Bulkier= FustSource, Tempo, Ram Cdy, Fkltida 33566 7 640 a Aug 16 2017 MiTek Irtdusitkla. Inc. Wed Mar M 14 13 512018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgj-hcOfngigHCOh_NuuZrtyx6l g0.1_CkuxDEm9hgEzb? WU 1• 7.53 t4.2.10 21.0.0 •4- 2L 6 37.2.13 41.841 6• 7.53 6.9.6 6A-6 1.N 8.1.6 69.6 T13 4Y i Scale = 1:80.8 3x8 3x6 11 5.00 12 3x8 3x8 = 20 19 fo zf t7 rc to 15 14 3x8 = 2x4 11 30 =4x6 — 3x8 = 4x6 =3x4 = 2x4 If LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.33 17 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.82 17-19 >642 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.26 12 n/a rVa BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 230lb FT = 206% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 Except' TOP CHORD Structural wood sheathing directly applied. 6.8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. SOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5.17, 9.17, 7.17 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=170010.8.0, 12=1700/0.8.0 Max Horz 2=- 128(LC 13) Max Uplift2=-446(LC 12), 12=-446(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3541/2142, 3.4=-2926/1856, 4-5=-2785/1858, 5-6=-2209/1498, 6.7=-197311452, 7-8=-1973/1452, 8.9=-2209/1498, 9-10=-2785/1858, 10-11=-2926/1858, 11-12=-3541 /2142 BOT CHORD 2-20=-1826/3175, 19-20=-1826/3175, 18- 1 9=- 1410/2634, 18-21— 1410/2634, 17-21=-1410/2634,17.22=-1412/2634,16.22=-1412/2634,15.16=-1412/2634, 14-15=-1839/3175, 12.14=-1839/3175 WEBS 3-20=0/287, 3-19=-600/470, S-19=-149/479, S-17=-854/629, 9-17— 854/629, 9.15=-149/479, 11-15=-600/470, 11-14=0/287, 7-17= 694/1143 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=3 Opsh h=1511; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi 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 446 lb uplift at joint 2 and 446 lb uplift at joint 12. 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.' Walter P. Finn PE No.22939 MITsk USA, Inc. FL Cert 6634 9904 Pafka East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING - Verify dedgn Panmete t and READ NOTES ON THIS ANDWCLUDED MIrEK REFERANCE PAGE Ma-7472 tev. I&OMIS BEFORE USE. Design vdld for use orgy wine Mliek®conneclofs. This design Is based only upon txrametem shown. and b lot an lindlvldtfal "ClI ng COrnlxxnent. not a truss system. Berote use. the buildlrvj deslgnot roust verity the apHlcd101ry of design pararttetots and proporty Incotpotale fhb design Into the overall txiaalrtg deslyn. Itroci ng Indicated is to prevent budding of Individual Inns web and/or chord rnembets only. Additional tempotaiv and pe"na nont txaclrng MOWIsalwaysfeetlredtotstabllityandtoprevenlcallgxavAthpossallepersonal "and Ixoperty damage. for general guidance regarding the fabticatkxx slotage. delivery, erocllon and txackng of fames and Irtr$ systefm. SeeANSI/IPI I Quality Cdlerla, DSB-69 and SCSI SuSding Component 6904 Perks East Blvd. Safety INonnatlan available from lam Rate institute, 218 N. toe Slreel. Stdlo 312. Aloxandrkx VA 22314. Tampa, Fl. 33610 O fUS6 fUSS ype Ply1 Tt3495870 W P0071 1:3 Wp 1 I", Job Reference tional Budder FuetSoutce. Tampa. Plant City. Florida 33566 1 6+0 a Aug tb zot r Mu sK mausurs, inc. WOO mar 14 14 t s.az zuta rage t I D:AeAoATVyRAFF51mF42W 41SypZgl-9o_ 1?VIS2VSYcXT47YOBUJaO31KcTLpMTOuEChzb?wT 107.3.7 13.11.2 20.6.12 24-1.4 30.6-14 37.4.9 44-6-0 0 7.3 7 6.7.10 6 7•l0 3 6 8 6-7.10 6-7.10 7.3.7 -0 500 F12 5x8 = Sx6 = Scale - 1:80.1 3x8 = 20 19 to 17 16 " --14 13 3x8 = 2x4 I) 3x4 = 4x6 3x4 = 3x8 = 4x6 = 3x4 = 2x4 II LOADING ( psf) SPACING- 2-0-0 CST. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.30 17-19 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Vert(TL) 0.71 17-19 >743 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Horz(TL) 0.26 11 n/a We BCDL 10.0 Code FBC2014/rP12007 Matrix) Weight: 251 lb Fr = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. WEBS 20 SP No.3 WEBS i Row at midpt 5.17, 6-16, B-16 REACTIONS. ( lb/size) 2=1700/0.8.0.11=170010.8.0 Max Horz2=-125( LC 17) Max Upli112=-443( LC 12), 11=-443(LC 13) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2. 3=-3544/2139, 3-4=-2951/1867, 4-5=-281311868, 5-6=-2316/1564, 6-7=-2078/1514, 7-8=-2318/ 1564, 8-9=-2813/1868, 9.10= 2951/1867, 10-11=-3544/2139 BOT CHORD 2- 20=-1824/3178, 19.20=-1824/3178, 18-19=-1426/2662, 18.21_ 1426/2662, 17.21=-1426/ 2662, 16-17=-977/2077, 16-22=-1428/2661, 15-22=-1428/2661, 14.15=-1428/ 2661, 13-14=-1837/3178, 11-13=-1837/3178 WEBS 3.20= 0/284, 3-19=-585/450, 5.19=-144/455, 5-17=-789/604, 6.17=-365/609, 7.16=-365/ 608, 8.16=-787/602, 8-14=-143/453, 10.14=-586/450, 10-13=0/285 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=4.2pst, BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces ri MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1O.Opst. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 443 lb uplift at Joint 2 and 443 lb uplift at Joint 11. 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.' Wafter P. Finn PE No.22839 MiT*k USA, Inc. FL Cart 6634 904 Parka East Blvd. Tampa FL 33610 Date: March 14, 2018 Q WARNING- Ve ft design paramorare and READ NOTES ON THIS AND INCLUDED INMK REFERANCE PAGE MO-7472 rev. 14021pr6 BEFORE USE Design valkl for use only with Milek®conrectors. This design is based only upon parameters shown. and Is rot an IndNlalal txddlno component. not a Truss system. Wrote use. the IxBUng designer mull verily the appticoblity of design Ixxarneters and rxoperly alcapotaie this design Into the ovetotl bulding design. Bracing Indicated Is fo prevent buckling of Irnllvk wA Inm web and/or chord rnomWts only. Additional fernperary and peirnowil bracing MOW Is always required rot stability and to Ixovenl collaxe calm possible personal Iryuy and Ixopeity damage. roe general guidance rega ding the 6904 Parke East Blvd. lablcallon, storage. dellvery, erection and Lxacktg of misses and Ines syslersts seoANSI/IPI I Quality Criteria, DS9-89 and SCSI Witting Component Tanya. FL 33610 Safety Information availablefromInmPlatoinslikrie. 218 N. Lee Street, Sulle 312. Alexandria. VA 22314. Truss Trusts Type r13495enlJobWP0071A4Hip1Ply110. Job Reference(optional) Budder FasiSource. Tampa. Plant City. Florida 33566 r.64u a Aug its zui 1 as t ek industries, arc. Wed mar i4i ici 3:a3 zuia rage i I D:AeAoATVyRAFF51mF42W 41SypZgi-e?YPCrk4ppHPEh2GgGvOOX6BC71tcq_ 3 48- 0 3.1-6 3.6.13 $•0 W-8 0t4 77•1t66T.56 7.11 i4enk7zb?wS 0 i 5.00 FI2 Sz6 = Sze = scale - 1:80.1 3x8 = to I la 14 ld 13 rc o r. 3x8 = 3x4 = LOADING (PSI) SPACING- 2- 0- 0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014/ rP12007 LUMBER - TOP CHORD 2x4 SP No- 2 SOT CHORD 2x4 SP No. 1 'Except' 12.15. 2x4 SP No. 2 WEBS 2x4 SP No.3 OTHERS 2x4 SP N0.3 REACTIONS. (Ib/size) 2=1700/ 0-8-0, 9=1700/0.8-0 Max Horz 2=- 1 22( LC 17) Max Uplift2=-439(LC 12), 9=-439(LC 13) Sx6 WB= 3x8 = 3x4 = Sx6 W8= 3x4 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.86 Vert(LL) - 0.41 11-13 >999 240 MT20 244/190 BC 0.97 Vert(rL)- 0.9611.13 >549 180 W B 0.47 Horz( TL) 0.23 9 n/a rVa Matrix) Weight: 238 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied or 2.2-0 oc bracing, Except: 5-10-6 oc bracing: 13.14. WEBS i Row at midpt 4-14, 6-14, 7.13 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=-3487/ 2146, 3.4=-3224/2005, 4-5=-2373/1582, 5-6=-2132/1528, 6.7=-2372/1581, 7.8=-3224/2005, 8- 9=-3487/2146 BOT CHORD 2.16_ 1836/ 3145, 16-17— 1451/2669, 15.17=-1451/2669, 14.15=-1451/2669, 14.18=-1006/2131, 13- 18=-1006/2131, 12-13=-1454/2669, 12-19=-1454/2669, 11-19=-1454/2669, 9. 11=-1847/3145 WEBS 3-16=-321/377, 4-16=-223/562, 4-14=-728/599, 5.14_ 349/639, 6-13— 350/658, 7.13=-729/600, 7- 11=-223/563, 8.11=-321/376 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II, Exp C; Encl.. GCpi=0.18; MW FRS (envelope) and C- C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 439 lb uplift at joint 2 and 439 lb uplift at joint 9. 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.' Walter P. Finn PE No. 22839 MiT,k USA, Inc. FL Cart $$U 6904 Parke East Blvd. Tampa FL 33610 Dater. March 14,2018 Q WARNING- Vordy daslgn paremefera and READ NOTES ON MIS AND INCLUDED MREK REFERANCE PAGE MO.7473 rev. 169212015 BEFORE USE. Desligrt valkt la use ordy with IAIek® connector. Ms design 6 based orgy upon paameters shown, and Is for an i ndivldttal b uldfrng component. not a trust system. Before use. the Ixdlding designer must verity the c4XAlccdAlly of design ixsrometors and ptoporiy ancorpaale this design Into the overall building design. Biachg Indicated Is to b ucldkig of frxJMdual tans web and/a chard members only. Additional temporary aril permarwnl bxactng MiTek• prevent Is always tec"redlot stability and to ixevent collarze %;Alh possILAe personal Injury and ixoperty damage. For general guidance regarding riot fabrication, slaage. delivery. erection cod brcickng of trusses ad truss sysloms. soeANSI/TPI I Quality Criteria, OSS-89 and SCSI Building Component mpd Parka Tampa. 3ast 6904 Parke East Blvd.alSafetyInformationvcriabie from lamPlateknsORute. 218 N. Lee Street. State 312. Alexandria. VA 22314 Job ruse russ I ype Q'I Ply1 T13495872 W P0071 AS Hip t 012 Job Reference (optional) Builders FustSoutce, Tampa, Plant City. Florida 33566 7 640 s Aug 16 2017 MTek Industries. Inc Wed Mar 14 14 13 54 2018 Page 1 I D:AeAoATVyRAFF5lmF42W 4lSypzgj•6B6nPAkla7PGrgdSEzOfZkIM3X2cxJHtwkNLHZzb?wR 1.0 6.7.10 12.2.9 t6.7.4 26-0.12 32.5.7 38-06 44.8-0 -8 4- 6-7-to S•74 6.4.11 7.5.8 6.4.11 5-7.0 17•t0 5.00 12 Sx6 = Sx8 = Scale . 1:80.1 3x8 = to In zv rr 16 Z1 15 14 zz zt w 3x8 = 3x4 = 4x6 = 3x8 = 30 = 4x6 = 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In Ioc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) -0.34 16-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.80 Ven(TL) -0.91 16-18 >579 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.22 11 n1a n/a BCDL 100 Code FBC2014/TPI2007 Matrix) Weight: 230lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 6.7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-6-5 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 1 Row atmfdpt 4-16, 7-16, 9-15 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1700/0.8.0, 11=1700/0.8-0 Max HOrz2=114(LC 12) Max Uplil12=-430(LC 12). 11=-430(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3538/2128, 3-4=-3347/2074, 4.5=-2507/1608, 5.6=-2440/1627, 6-7=-2262/1574, 7-8=-2439/1627, 8-9=-2507/1608, 9- 1 0=-3347/2074, 10.11=•3538/2128 BOT CHORD 2.18=-1821/3175, 18-19= 1515/2762, 19-20=-1515/2762, 17-20=-1515/2762. 16-17=-1515/2762, 16.21=•1087/2261, 15-21=-1087/2261, 14-15=-1519/2762, 14-22=-1519/2762, 22-23=-1519/2762, 13.23=-1519/2762, 11-13=-1834/3175 WEBS 3-18=-240/301, 4-18=-231/529, 4-16=-654/556, 6-16— 291/610, 7.15=-292/644, 9.15— 654/556, 9-13=-231/530, 10-13=-240/301 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=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exledor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl 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 = IO.Ops(. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 430 lb uplift at Joint 2 and 430 lb uplift at joint 11. 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.' Ib Walter P. Finn PE No.22839 MITO USA, Inc. FL Cad 8834 6904 Parke East Blvd. Tampa FL 33610 Des: March 14,2018 eL WARNWO • Vedify dosfgn Peremetors and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAQE MIF7473 rev. j&VIMIS BEFORE USE Design valkl for use only wpm MllekSi connectors. fill deslgtn k based only upon porametea shomi. aril Is to an IrWNkhutl lxAding component, not a Iruss system. Before uso. the txllding designer must verify the applicability of doslgn pats meters and ptoporly encoi orale Ihts daslgn Into Iho overdl building design. Bracing Indicated is to prevent bucklktg of Individual miss web and/or chard rnernbers only Additionalal lemp nary and permanent txocUV MOWSalwaysrequiredforstallllyandtopreventcollapsewOhpossalepersonalaWyandpropettyaanago. For genefal guidance regarding iho fatrleollon. storage, delivery. erection and bracing of trusses and tI systems, seeANSI/IPI I Quality Critedo, DS6.89 and SCSI building Component 6904 Parke East Blvd. Safely Inform~ avalldle from truss Hate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 33610 Job fu86 I fuss we ty T13495873 W P0071 A6 Hip t 1 10" Job Reference(optional) Matters I-Itatbource, I ampa, Ftant City. 1•1011aa 33566 7.640 a Aug 16 2017 PM OR Ind1141rre5. Inc WOO MOt 14 14 13 54 2018 rage 1 ID:AeAoATVyRAFF5lmF42W 4ISypZgi-6B6nPAkia7PGrgdSEzQlZkIP8X 18xKAfwkNLHZzb?wR 1-0 6.1.15 11.4.5 18-0-0 22.4-0 26.8.0 33.3•11 38.6.1 44.8-8 6.1.15 5.2.6 6.7.11 4.4-0 - 0 4.41 6.7.11 12.6 6-1.15 5.00 12 5x8 = 5x6 = Scale - 1:80.1 3x8 = - .. 16 i5 3x8 = 30 = 4x6 = 3x4 = 3x8 = 4x6 = 3x4 = 9.3 14 18-0-0 26.8-0 35.4.2 44 8-0 9.3.14 8•&2 8.6.0 8.8.2 9.3.14 Plate Offsets (XY)-- 12:0-4-2.0.1.81.16:0.5-4.0.2.41.17:0-3-0.0.2-41,111:0-4.2.0-1-81 LOADING (psf) SPACING- 2.0-0 cSl. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.66 Vert(LL) 0.33 15.16 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.76 15-16 >694 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(rL) 0.23 11 We Na BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 229 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oC pudins. 6.7. 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-6-8 oc bracing. BOT CHORD 2x4 SP No.1 'Except' WEBS 1 Row at midpt 5-16, 6.15, 8.15 14.17: 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/Size) 2=1700/0.8.0, 11=1700/0.8.0 Max Horz 2=- 11 O(LC 17) Max Uplift2=-425(LC 12), 11=-425(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3508/2136, 3-4=-3287/1998, 4-5=-3187/2014, 5.6=-2567/1647, 6-7=-2317/1596, 7.8=-2568/1647, 8.9=-3187/2013, 9-10=-3287/1998, 10-11=-3508/2136 BOT CHORD 2.18=-1832/3163, 17.18=-1557/2844, 16.17=-1557/2844, 16-19=-1123/2317, 15.19- 1123/2317, 14.15=-1562/2844, 13.14=-1562/2844, 11.13=-1845/3163 WEBS 3-18=-236/289, 5.18=-138/442. 5-16=-662/541, 6.16- 260/597, 7.15=-259/597, 8-15=-662/541, 8-13=-13SM41, 10-13=-236/289 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=4.2psl; BCDL=3.0ps1; h=151t; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterlor(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will it between the bottom chord and any other members, with BCOL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint 2 and 425 lb uplift at joint 11. 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' Waiter P. Finn PE No.22639 MIT*k USA, Inc. FL Cart 6634 6904 Perk* East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING- VoA1y design parameters and READ NOTES ON THIS AND INCLUDED ANEK REFERANCE PAGE M9.7473 rov. 1602MIS BEFORE USE Design valid for use orgy v4th MlloM connects. this design is based only upon parameters shown. and Is got an individual building component, nol a truss system. Before use, the bt/lc lrtd designer must verify the applicability of design patamotets and properly Wotpaole this design Into the overall building design. Bracing indicated Is to prevent buckling of InldNkkal Inns web and/or chard members only. Additional lempotary and permanent txaelnlg M iTek' B always toc"red for stability and to prevent collapse Win possibleble personal Injury and property damago. For general gutldance togarding the fabrication, storage, delivery, erection and lxaclng of trusses and miss systems. soeANSI/110I1 Quality Criteria. DSB-89 and SCSI Bullding Component 6904 Parke East Blvd Safety Information avdtade from Was Rate Insnfrde. 218 N. Lee Street. Bartle 312. Alexandria. VA 22g14. Tampa. FL 33610 Job russ russ ype ry T13495874 W P0071 A7 Hip 1Ply 1 1". Job Reference (optional) Builders FostSource. Tamps. Plant Cay. Florida 33566 7 640 s Aug 16 2017 Mirek Industries. Inc Wed Mar 14 14:13 55 2018 Page 1ID.AeAoATVyRAFF51mF42W41S;4-.Ng9dWILLOX7T Cfogyu6yCYGxMBgmkp907upozb9WO 1 5.10.15 1043 17-0-0 22.4-0 27.8-0 34.7.13 38.9.1 446-0 5.10.15 4-14 8-I,.13 5.4.0 5.4-0 6-11-13 4•I-4 5.10-15 5 00 12 SKIS = 3x4 = 6 56 = Scale - 1:80.1 3x8 = v to 15 10 1a 14 1a 14! M = 3x4 = 4x6 = 3x8 3x8 = 4x6 = 3x4 = 2-1.11 17-0-0 27.8-0 356.5 44.8-0 9-1-11 7.10-5 lo-8-0 7.10.5 9.1-11 Plate Offsets (XY)-- 12:0.4-2.0.1-81.14:0-3-0.0.3-01.15:0-3-0.0.2-41.17:0-3-0.0-2-41.f8:0-3-0.0-3.01,110:0-4.2.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.50 14-15 999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ven(TL) 1.13 14-15 466 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.23 10 n/a n/a BCOL 10.0 Code FBC2014/TP12007 Matrix) Weight: 234 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-5,7-8: 2x4 SP No.1 SOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-12 oc bracing. WEBS 1 Row at midpt 4-15, 6-15, 6.14, 8-14 REACTIONS. (lb/Size) 2=1700/0.8-0. 10=1700/0.8-0 Max Horz2_ 104(LC 17) Max Uplilt2=-418(LC 12), 10=-418(LC 13) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3494/2116, 3-4=-3309/2025, 4.5=•2666/1668, 5-6=-2402/1620, 6-7=-2402/1620, 7.8=-2666/1668, 8.9=-3309/2025, 9.10=-3494/2116 BOT CHORD 2.17=-1811/3148, 16.17=-1639/2980, 15.16=-1639/2980, 15-18=-1260/2506, 18-19=-1260/2506, 14.19— 1260/2506, 13.14=-1646/2980, 12-13=-1646/2980, 10-12=-1825/3148 WEBS 4-17=-79/359, 4.15=-689/552, 5-15=-337/670, 6-15=-350/151, 6-14=-350/151, 7-14=-337/670, 8.14=-689/552, 8-12=-79/359 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=3.Opsf; h=151h Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces 8 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 psi bottom chord live load nonconcurrent With any other live loads. 5) ' This truss has been designed for a live load of 20.Opsl 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 418 lb uplift at joint 2 and 418 lb uplift at joint 10. 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' Wafter P. Finn PE No.22839 MITek USA, Inc. FL Car( 8834 904 Perk* Ea/t Blvd. Tempe FL 33610 Date. March 14,2018 WARNING - Verl doll nQryg perltmofore and READ NOTES ON THISAND INCLUDED Af/7EK REFERANCE PAGE M47179 rev. IdD3/2015 BEFORE USE Design valld nor use only elm Mllek® connectors. this design 6 based only upon marnelers slwwn, and Is lot an hcIvkkrat Ixlldlno component. not a Russ syslorn. Bolae trse. the building dellgner must verily the applkabllly of design paranelers and lxop oily Incorpoiate this design Into the overall btalding design. Brochg Oxllcated Is to pnevenl rxtcaing of Irdlvkltral trim web and/or chord members only. Additional lernporary and perrnarenl bracing M iTek' B always regthed far stability and to prevent collgMe with lwssllle personal hpay and Wopeny damage. for general gtldonce regardktg M fabrication. storoge, delivery, erection and.racing of tr sses and trim systems. seeANSI/TPI I Guailly Cdtwla, DS149 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Inm Plate Institute. 218 N. Lee Street. Stale 312. Alexandria. VA 22314. Tampa. FL 33610 Job russ ype 713495875 WP0071 1A.1rus. Hip 1 1 015 Job Reference(optional) Brokers FuslSource. Tampa. Plara City. Florida 33566 7 640 a Aug 16 2017 MiTek Industries. Inc. Wed Mar 14 14:13.67 2016 Page I ID:AeAoATVyRAFF5lmF42W 41SypZgl-W mrlw2Cnbt2ngilM 1 v5_MBNHsNk5O8g96cic9luzb?WO 1 8.7.3 16-0.0 22 4-0 28 8-0 36.0.13 44.8-0 8.7.3 7.4.13 6 4-0 6.4- 7-4.13 8.7-3 it 5.00 12 5x8 = 20 11 Sx8 = Same - 1:80.1 3x8 = 16 15 1r 14 1a 13 12 3x8 = 2x4 II LOADING (psi) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCOL 10.0 Code FBC20141TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1.4,8-11: 20 SP M 31 SOT CHORD 2x4 SP No.1 'Except' 13.15. 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0.8.0. 10=1700/0.8.0 Max Horz 2=-99(LC 17) Max Uptift2=-41 O(LC 12). 10=41O(LC 13) Sx8 = 3x8 = Sx8 = 20 II CSI. DEFL. in loc) Well Ud PLATES GRIP TC 0.92 Vert(LL) -0.27 14 >999 240 MT20 244/190 BC 0.73 Ven(TL)-0.6314-15 844 180 W B 0.33 Horz(rL) 0.24 10 n/a n/a Matrix) Weight: 229 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 4-6-0 oc bracing WEBS 1 Row atmldpt 3-15,9-13 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3503/2067, 3-4=-2754/1685, 4-5— 2665/1707, 5-6=-2700/1780, 6-7=-2700/1760, 7-8=-2665/1707, 8-9=-2754/1685, 9-10=-3503/2067 BOT CHORD 2-16=-1751/3136, 15-16_ 1751/3138, 15.17— 1224/2469, 14.17=-1224/2469, 14-18= 1225/2469, 13-16=-1225/2469, 12-13=-1761/3138, 10.12=-1761/3138 WEBS 3-16=0/344, 3-15=-761/599, 5-15— 214/504, 5-14=-195/500, 6.14=-381/315, 7-14=-195/500, 7-13=-214/504, 9-13=-761/599, 9-12=0/344 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=3.Opsl; h=1511; Cal. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 = 1O.Opsf 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 410 lb uplift at joint 2 and 410 lb uplift at joint 10. 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.' la Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6834 6904 Parke East Blvd. Tampa FL 33410 Data: March 14,2018 0 WARNING - Ve ft design parameters and READ NOTES ON THIS AND INCLUDED MIIEK REFERANCE PAGE M1167479 rev. rM20115 BEFORE USE Design valid rot use only wpm MllekO connectors. this design It based only upon paramelers shown. and Is for an Individual building component not a truss system Before use. the building deslgnlot must verity the applicability of design pararnoters and properly Incorporate this design Into the overall btBdng design Bracing IrWlcated Is to prevent bucktrtg of WJWual Muss web and/of chod members only. Addlioral lompor ry and permtalenl tracing MOW S always required for stability ond to prevent collapse wpm possible personal W*jrV and property domogo. rot general guldonco tegoraing the fabrication, storage• do0very, erection and bracing of trusses and mrss systems seeANSI/rPt I Quality Criteria. DSB•69 anal SCSI Building Component 6904 Parke East Blvd. Safety Information avdic"o from truss Rate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa. FL 33610 Job uss truss lype ry T13495876 W P0071 A9 Hip 1 1 Ot 6 Job Reference (optional) Frrstsource, larrpa. Plant Gay, Flonda 33566 7 640 s Aug 16 2017 fATak Industries. Inc Wed Mar 14 14 13 58 2018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgj-_yLIFYnDeLvhKSxETpVb1ag058NTt NFrMLYOKzb?wN 1-0 7.9.14 15-0-0 22.4-0 29.8-0 36-10.2 44.8-0 8 0 7.9.14 7.2.2 7.4-0 7 O 7.2-2 7.9.14 -0 5.00 FI2 6x8 = 2x4 II 5x8 = Scale - 1.80 1 3x8 = 18 1710 to 15 zu 14 13 12 3x8 = 2x4 II 4x6 = 3x8 = 3x4 = 2x4 II LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 100 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 REACTIONS. (Ib/size) 2=1700/0.8-0, 10=1700/0.8.0 Max Horz2=-93(LC 17) Max Uplift2=-417(LC 8). 10=-417(LC 9) 3x4 = 4x6 = CSI. DEFL. in loc) I/dell Ud PLATES GRIP TC 0.98 Vert(LL) 0.32 15 >999 240 MT20 244/190 BC 1.00 Vert(TL)-0.7513-15 706 180 W B 0.85 HOfz(rL) 0.26 10 n/a n/a Matrix) Weight: 226 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3535/2077, 3.4=-2843/1718, 4.5— 2761/1739, 5.6=•2895/1871, 6.7=-2895/1871, 7-8=-2761/1739, 8.9=-2843/1717, 9-10=-3535/2077 BOT CHORD 2-18=-1766/3170, 17.18=-1766/3170, 16.17=-1279/2557, 16-19=-1279/2557. 15-19=-1279/2557, 15-20=-1280/2557, 14.20=-1280/2557, 13-14=-1280/2557, 12.13=-1778/3170, 10-12=-1778/3170 WEBS 3-18=0/315, 3.17=-691/550, 5-17=-181/490, 5-15=-257/606, 6-15=-447/377, 7-15=-257/606, 7.13=-181/490. 9-13=-691/550, 9-12=0/315 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=3.Opsf; h=15ft, Cat. If: Exp C; Encl., GCpi=0.18: MW FRS (envelope) and C-C Exlenor(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsl 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 417 lb uplift at joint 2 and 417 lb uplift at joint 10. 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.' Wafter P. Finn PE No.22939 MiTak USA, Inc. FL GA 8834 904 Parka East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING- Vedfy deafgn parametert and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. I&MMIS BEFORE USE. Design valid for rise only wllh Mllekb conneclofs. this doslgn is based only upon panamelers shown. and Is for an IndIv1dlal building component• not 14 Fabusssystoin. Bolore use. the twllcong deslgrlet must verify Ina applicability of design ppatarnetets aril properly Incorporote Mrs design Into the overall btfOUng design. Bracing 9xllcaled Is to prevent buckling of Irx9v LKd Ifuss web CM/or chord rnernbets only Addlllonal lernpotary and peitnanent tracing MOWIsalwaysrequiredlotstabilityandtopreventcollapsewllhpossiblepersonal "and property aanclge. For general guidance regarding the fabrication, storage. delivery, erection and barCfrlg of 11IMes and Inns systems, SeeANSI/1PI I Quality Criteria, OSS-89 and BCSI Bulling Component 6904 Parke East Blvd Safety Information available from ln6s Plate Institute. 218 N. Lee Street. Strife 312. Alexancido, VA 22314. Tampa, FL 33610 Job TrUS8 rus8 Type Qty ply T13495877 WP0071 A10 Hip 1 1 10, Job Reference (optional) Swidate FirstSource. Tampa. Plara City. Florida 33566 7 640 a Aug 16 2017 MrTek Industries. Inc. Wed Me( 14 14 13 39 2018 Page 1 ID:AeAoATVyRAFF51mF42 W 41SypZgj-21i6G2Zl6W W OYX_asJt6SaXpYUvtwOFSUvF2Fxzb?wg 1-0 7.3.14 14-0-0 19.6.11 25.1.5 306-0 37.4.2 44.8-0 8 73-14 6.8-2 56.11 56-I t 56-11 6-8-2 ' 7-3-14-0 S.00 12 5x6 = 3x4 = 3x6 = 3x4 = 6 7 8 Sx6 9 Scale . 1:80 1 3x8 = 20 19 115 Z1 zz v zs za is 15 14 3x8 = 20 II 3x8 =4x6 = 30 = 4x6 =3x8 = 20 II 7.3.14 14-0-0 22.4.0 306-0 37-4.2 446-0 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0 81 Ven(LL) 0.33 15-17 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.96 Ven(TL) 0.81 15-17 649 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.27 12 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP N0.2 'Except' 16-18: 2x4 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1700/0.8-0, 12=1700/0-8.0 Max Horz2=-87(LC 17) Max Uplitt2=-427(LC 8), 12=-427(LC 9) PLATES GRIP MT20 244/190 Weight: 227 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3550/2078, 3-4=-2924/1750, 4-5=-2846/1769, 5-6=-2646/1707, 6-7=-3045/1913, 7.8=-3045/1913, 8.9=-2646/1707; 9-10=-2846/1769, 10-11=-2924/1750, 11-12=-3550/2078 BOT CHORD 2-20=-1771/3186, 19-20=-1771/3186, 18-19=-1553/3005, 18.21=-1553/3005. 21.22=-155313005, 17-22=-1553/3005, 17.23=-1553/3005, 23.24=-1553/3005. 16-24=-1553/3005, 15-16=-155313005, 14.15=-1784/3186, 12.14=•1784/3186 WEBS 3.20=0/285, 3-19=-621/504, 5.19=-401/793, 6-19=-658/326, 8-15=-658/326, 9-15_ 401/793, 11.15=-621/504, 11.14=0/285 NOTES- (8) 1) Unbalanced rool live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph: TCDL=4.2psh BCDL=3 Opsh h=15ft; Cat. II, Exp C, Encl., GCpl=0.18, MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 o1 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 = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 427 lb uplift at joint 2 and 427 lb uplift at joint 12. 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.' Wafter P. Finn PE No.22839 MiTok USA, Inc. FL CM 9834 904 ParM East Blvd. Tampa FL 33610 Data: March 14,2018 Q WARNING - Verfry design paronratsro and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE M&7473 rov. 160"015 BEFORE USE Design vdld lot use only wllh Mllek® connectors. this design Is based only upon parameters shown, act Is for an htlMdlal b uildrlg component, not a truss syslein. Before use. the building deslgrlot must vodry the applicability of design liatomefors and properly Incorpoialo this design e110 the overall b uldng design. Bracing 1ndlcoted Is to prevent buckling of Individual Urrss web and/of chord members only. Additional temporary and pennonent bracing M iTek' is always required for slabUlty and to prevent colicpse vAm possible petsond eNdy and property domoge. for goneral guklalce regarding the Iabricallon, storage, delivery• erection aril bracing of tames aril trim systems. soeANSI/IPI I Quality Cdterlo, OSS-89 and SCSI Bullding Component 6904 Parke East Blvd. Solefy Information avallcible Rom lmm Wale Insnrtrle, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job ruse russ ype 9ty ply Tt3495878 WP0071 AllI 1P t t 003 Job Reference(optional) Builders FustSource, Tampa. Plant Cdy. Florida 33666 7.640 s Aug 16 2017 MTek Industries. Inc. Wed Mar 14 14:13:40 2018 Page 1 ID:AeAoATVyRAFF5lmF42W41SypZgl-WUGVTOZxtpeFAhZmOIAN1n404uFPtxObi2 bnNzb?wf 1-0 68.14 13.0-0 19.2.11 21 -1 31.8-0 37.10.2 44.8.0 8 0 6.8.14 6.2.2 6 2.11 8.2-t1 6.2.11 8.2.2 68-14 1 -0 5.00 rl2 Sx6 = 30 = 3x6 = 3x4 = Sx6 = 4 5 6 7 8 Scale - 1 78 7 3x8 = 18 17 10 1e zu 10 z1 zz 14 13 12 3x8 = 2x4 II 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 2x4 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.36 15-17 >999 240 MT20 244/190 TCDL 7.0 Lumber OOL 1.25 BC 0.92 Ven(rL) -0.92 15-17 >573 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(rL) 0.27 10 n/a rVa BCDL 10.0 Code FBC2014/rPI2007 Matrix) Weight: 224 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. 14.16: 2x4 SP No.1 WEBS 1 Row at midpt 5.17, 7.13 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=1700/0.8-0, 10=170010-8.0 Max Horz 2=-81(LC 13) Max Uplift2=- 437(LC 8). 10=-437(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-3560/2076, 3.4- 3008/1802, 4-5=-2733/1734, 5-6=-3281/2019, 6-7=-3281/2019, 7-8=- 2733/1734, 8.9- 3008/1802, 9.10=-3560/2076 BOT CHORD 2.18=-1773/3196, 17-18=-1773/3196, 16-17= 1688/3226, 16.19=-1688/3226, 19.20_ 1688/3226, 15-20- 1688/3226, 15-21=-1689/3226, 21-22=-1689/3226, 14-22=- 1689/3226, 13.14- 1689/3226, 12.13=-1787/3196, 10.12- 1787/3196 WEBS 3. 17=-540/452, 4-17- 413/824, 5.17=-782/409, 7-13=-782/409, 8.13=-413/824, 9.13=- 540/451 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=3.Opsf; h=151t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS ( envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pst 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 437 lb uplift at joint 2 and 437 lb uplift at joint 10. 7) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this miss. 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.' Walter P. Finn PE No.22939 Mitek USA, Inc. FL Can 8A31 904 Parke East Blvd. Tampa FL 33610 Date: March 14, 2018 Q WARNpIG - Vorlly dadgn parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERANCE PAGE MD-7473 rev. I04AT/20IS BEFORE USE Design vdld lot use only wtlh Mflek® connectors. this design Is bOsed oNy upon parameters shown, and Is (of an Individual bolding component, not a truss syslern Before use. the txdlcling designer must verily the apinllcdAlly of design paiametots and pfopedy hcorpofato nits <resign Into the overall bu9dtrug design. Bracing Indicated Is to rxevont buelding of Intllvi luxlt truss web and/or chord members orgy. Adcbtlonal lernprx<ay a W peanarlunl txa,-Ing Welk' Is always recpdfad far sldxltty and to Ixevent collarAe with lwssbsle persortal Iniury and ptglony damage. For general guidance tegadrg tie Iabrlcallon. storage, delivery, erection and bracing of tnrssas arW Inm systems sooANSI/VI I Guabty Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information avalk"o from It= Plate Instil le. 218 N Lee Street, Sidle, 312. Alexandrkb VA 22314. Tampa. FL 33610 Job russ russ We ty n 34ese7e WP0071 Al2 Hip F t 004 Job Reference(optional) Suildero FirslSource. Tampa. Plant Cay. Flonda 33566 7.640 s Aug 16 2017 MTek Industries. Inc. Wed Met 14 14.13:41 2016 Page I ID:AeAoATVyRAFF51mF42W 41SypZgj-_hpthkaZe7m6or8zzkhcX?d8hib8OLvlxOk9Jpzb?we 1 6 4 8 12.0-0 18• t l •4 25.8-12 32.8-0 383.8 44 8-0 8 64 5.7.8 6.11.4 69.8 6.11.4 5.7.8 6d8 -0 Sx8 = 20 II 3x6 = 3x8 = Sx6 = 8 Scale . 1:78.7 34 = 19 18 17 16 15 14 13 12 3x8 = 20 II 30 = 4x6 = 3x8 = 20 If 3x8 MT20HS = 3x8 20 If LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.38 15.16 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -0.89 15-16 >592 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES WB 0.67 Horz(TL) 0.29 10 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matnx) Weight: 229 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16, 7-13 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 10=1700/0.8.0 Max Horz 2=-75(LC 17) Max Uplift2=-447(LC 8), 10=-447(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3569/2069, 3-4=-3080/1838, 4-5=-3512/2159, 5-6=-3512/2160, 6.7=-3512/2160, 7-8=-2811/1764, 8-9=-3081/1838, 9-10=-3568/2068 BOT CHORD 2-19=-1768/3204, 18-19=-1768/3204, 17.18=-1430/2795, 16-17— 1430/2795, 15-16=-1838/3511, 14.15=-1838/3511, 13.14=-1838/3511, 12-13=-1783/3203, 10.12=-1783/3203 WEBS 3-18=-468/390, 4.18=-130/396, 4.16=-501/999, 5-16=-392J336, 7-15=0/273, 7.13_ 963/495, 8-13= 423/847, 9-13=-467/390 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=4.2psl; BCDL=3.Opsf; h=15ft; Cat. If: Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 10 bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 8) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Wafter P. Finn PE No.22639 IdiTek USA, Inc. Fl. CM 6634 904 Parke East Blvd. Tamps Fl. 33610 Data: March 14,2018 Q ~Nwa • varlry dosfpn pens re and READ NOTES ON rHS AND INCLUDED Ml7EK REFERANCE PAGE M9.7473 rev. 1003,2015 BEFORE USE Design valid for use only wpm Mllek0 conraclors. Ms design is bxaod only upon paramolers shown, and Is for on Individual bolding component, not a (russ system. flsloe uso. the txildlrlg cfesl lr w must verify irte orxxlcalllily of doslgn rxuanolets cxxJ goporly alcorpotato this deslgn Inlo the ovoall bolding design. ®achg Indicated Is to prevent budding of Individual truss web and/or chard members only Adcalloral lompxNary and permanent bracing MiTek' is always required for stability and to pxevenl cdlgxre with possible personal tarry and rxolerly damage. For general guldonce regarding me kilxk:allon, storage, delivery, erection and Urcicing of trusses and Inca systems secANsl/IPI I Quality Criteria, OSS-69 and SCSI SuIWing Component 6904 Parke East Blvd. Safety Information avdictble from buss Rate Ins9Rlo. 218 N. lee Sheet. Stale 312. Aloxadda. VA 22314. Tartpa. FL 33610 Job uss Truss Type Plyt T13495880 WP0071 A13 Hip 1 1,0, Job Reference(optional) Budder{ First$aurce. Tampa. Plant Oily. Florida 33566 1.54e 6 Aug 1b Z111 r MI I eK IAauatriea. Inc. W as Mar 14 14:13 4Z Zule rage 1 I0:AeAoATVyRAFF51mF42W41SypZgj•StNFu4bBPRuzP i9XSDr4C9JKhvE7kauAtTirGzblwd 1-0 5.2.3 11-0-0 18.7.4 2fr0.12 33-0-0 39.5.13 44.8-0 •8 0 5.2 3 5 8.13 7.7 4 7.5.8 7.74 5.9-13 6.2-3 -0 Sx8 = 5.00 F,2 2x4 II 4x6 = 3x8 = 5x6 = Scale . 1.78 7 I< d Us = 19 18 16 15 13 12 3x8 = 2x4 II 3x4 = 4x8 = Sx8 = 2x4 11 US MT20HS = 3x8 2x4 II 5.2.3 11-0-0 18.74 S9 A S-SI-13 7.74 26-%12 3.8359.-95..1133 44.80 7 53- 7-47PlateOffsets ( XY)-- 12:0.4-2,0-1-81,14:0-5.12.0-2.81,16:0-3-O.Edoel,18:0-3-0.0-2-41,(10:0-4-2,0.1.81 LOADING (psf) SPACING- 2-0.0 cSl. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.40 15-16 999 240 MT20 244/190 TCOL 7. 0 Lumber DOL 1.25 BC 0.96 Ven(TL) 0.97 15-16 545 180 MT20HS 1871143 BCLL 0. 0 ' Rep Stress Incr YES W8 0.90 Horz(rL) 0.30 10 n/a We BCDL 10. 0 Code FBC2014/TP12007 Matrix) Weight: 226 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2'Except' 4-6: 2x4 SP M 31, 6-8: 2x4 SP No.I BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 2=1700/0.8.0, 10=170010-8-0 Max Horz 2=70( LC 16) Max Upiift2=-457(LC 8), 10=-457(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row atmidpt 7.16,7-13 FORCES. (Ib) - Max. Comp / Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 3594/2079, 3-4=-3173/1865, 4-5=-3823/2314, 5-6_ 3823/2314, 6-7=-3823/2314, 7-8=-2902/1796, 8-9=-3175/1865,9.10=-3593/2079 BOT CHORD 2-19=- 1791/3230, 18.19= 1791/3230, 17-18=-1484/2882, 16.17o-1484/2882, 15-16=-2016/3820, 14-15=-2016/3820, 13.14=•2016/3820, 12-13=-1807/3229, 10-12=-1807/3229 WEBS 3-18=-387/ 343, 4.18=•83/377, 4-16=-622/1211, 5-16=-431/370, 7.15=0/299, 7.13=-1189/613, 8-13=-405/851, 9-13=-384/342 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=3.Opsf; h=151t; Cat. II; Exp C: Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerior(2) zone;C-C for members and forces 8 MW FRS for reactions shown; 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 beating plate capable of withstanding 457 lb uplift at Joint 2 and 457 lb uplift at joint 10. 8) -Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 'This manufactured product is designed as an Individual building component. The suitability and use of this component lot any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' Wager P. Finn PE No.22839 MITsk USA, Inc. FL Can 8834 69M Parke East Blvd. Tampa FL 33610 ode: March 14,2018 Q WARNWO . Verify dodgn paramotera and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MIF7472 rov. Id0=15 BEFORE USE. Design valld for use only wpnn Mllok®conneclots. ]his design Is based of dy upon Iwramefers shown. and Is lot an IndlNckral Wilding componont. not a tram system. Before use. the building designer must verify the al7pncabllly of doslgn Potamelels and properly Incoriofole this design tnlo the oveiail bu lding design. Bracing Indicated is to prevent b uciaing of frndlvklual Win web sand/ot chord members only. AUdlliontd temporary arW pelincmnl xcring M iTek' b always regaled for skdAlryrind to rAeveni collgxe with pomNle petsoix9"and hope" danoge For general guidance regarding 1he fobrIcallon stoiage, delivery, erection arld bracing of misses and Inm SystelTm seeANSI/IPI I Quality Criteria, DSB-69 o W SCSI Building Component 6904 Parka East Blvd. Safety Information available from Inm Plate tnsnnrie. 218 N. Lee Street. Scdto 312. Alexclncttla. VA 22314. Tampa, FL 33610 JobrUSS puss ype Qty ply T13495881 W P007 t At 4 Hip 1 1 1006Job Reference (optional) isumars Flfetbource, t anlpa, rant Gay. HonMa s3S66 7 640 a Aug 16 2017 Net OR 1nauSitlae, Inc. WOG Met 14 14:13 43 2018 rage 1 ID:AeAoATVyRAFF5lmF42W 41Syp2gj-w3xd6OcpAkOq I8HL59k4eOiYT5lcsJp20XDGOtzb?wc 1-0 5.3.14 10-0.0 16.2.0 22.4.-0 28.6.0 34.8-0 39.4-2 44.80 •8 5.3-14 4.8.2 6..o 6 2-0 6.2-0 6.2-0 4.8.2 5-3.14 -0 5x6 = 6.00 rl2 3x4 = 30 = 4x6 = 5 67 3x4 = 5x6 = Scale - 1:78.7 3x8 = 18 „ 13 3x8 = 3x8 3x8 MT20HS = 3x4 = 30 = 3x8 MT20HS = 398 = 10.0-0 18.2.11 26.E-5 34-" 44.8-0 10.0-0 8.2.11 8 2.11 8-2.11 10-0.0 LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 TCDL 7.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 ' Rep Stress Incr YES WS 0.40 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) I/dell L/d PLATES GRIP Ven(LL)-0.4515.16 >999 240 MT20 244/190 Ven(TL) -1.12 15-16 >473 180 MT20HS 187/143 Horz(TL) 0.28 11 n/a rVa Weight: 217 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.6.2 oc puffins BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-2-2 oc bracing. WEBS 2x4 SP No 3 WEBS 1 Row at midpt 5-18, 8-13 REACTIONS. (lb/size) 2=1700/0.8.0, 11=1700/0.8.0 Max Horz2=-64(LC 17) Max Uplitt2=-467(LC 8), 11=-467(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3507/2082, 3-4=-3254/1886, 4.5=-2987/1808, 5.6=-4098/2424, 6-7=-4098/2424, 7-8=-4098/2424, 8'9=-2987/1808, 9- 1 0=-3254/1886, 10.11=-3507/2081 BOT CHORD 2.18=-1788/3165, 17-18=-2103/3943, 16.17=-2103/3943, 15-16=-2288/4255, 14.15=2106/3943, 13.14=-2106/3943, 11.13=-1803/3165 WEBS 3-18=-235/309, 4-18=-471/954, 5-18=-1248/701. 5-16=-106/398. 6-16— 282/199, 6-15=-282/199, 8-15=-106/398, 8.13_ 1248POl, 9-13=-471/954, 10.13=-235/309 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=3.Opsf: h=15ft; Cat. II; Exp C; Encl., GCpi=0.18, MW FRS (envelope) and C-C Extedor(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 lb uplift at joint 2 and 467 lb uplift at joint 11. 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 i as referenced by the building code.' Walter P. Finn PE No.22839 MIT/k USA, Inc. FL Can 6834 6904 Parke Ead Blvd. Tempe Fl 33610 DaW.. March 14,2018 Q WARNING - Verity dedgn paromofers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7472 rov. IGd 3M15 BEFORE USE. Design voild for use only with MlleM connectors. this design Is based only upon paanelers Mown. and Is for an htllvldtal building component. not a buss system. Before use, the Ixdtdklg designer t nusl verify Ile applicability of design parameters and properly incorporate nls design Into the overall building design. Brocing Indicated Is to prevent buckling of W.avIJual truss web and/or chord members only. Additional ternporary and permanent bracing MiTek' Is always tegtdred for stability and to prevent collapse with possible personal InkaY and property danoge. rot general gtddalce regarding me fabrication, storage, deltvary, etection and L**cwk* of incases and Inns ayslefM seeANSI/IPI I Quaaty Criteria, OSS-69 and SCSI Bundling Component 6904 Parise East Blvd Safety Information avadlable from lttas Plate institute. 218 N. lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job runs russ ype , T13495882 W P0071 A 15 HIp 1 1 007 Job Reference (optional) Binders FlrstSoutce, Tampa. Plant City, Florida 33S66 7.640 s Aug 16 2017 MITek Industries. Inc. Wed Mat 14 14:13 44 2018 Page 1 ID:AeAoATVyRAFF51mF42 W 41Syp2gl-OGV?JmdRx28gflsXflFJ9dFgAVeeblCSdBypwSzb?wb 1-0 4.9.14 9.0-0 15.8-t4 22.4-0 2&tl-2 35•a-0 39.lP2 44.8,0 •8 a•8.14 4-2.2 6.8.14 6-7-2 6.7.2 6 e.14 4.2.2 4.9.14 4 Scale . 1:78.7 5 00 12 Sx6 = 3x8 = 2x4 II 4x6 = 3x8 = Sx6 = 4 5 6 7 a 9 pi- J 3x8 = 17 16 15 14 13 3x8 = 6x12 MT20HS = 3x8 = 6x12 MT20HS = 3x8 = LOADING (psf) TCLL 20.0 TCDL 7.0 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. TC 0.82 BC 0.78 WB 0.51 Matrix) DEFL. In (loc) I/defl Ud Vert(LL) -0.53 15 >995 240 Vert(rL) -1.22 14-15 >434 180 Horz(rL) 0.30 11 r1/a Na PLATES MT20 MT20HS Weight: 221 lb LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1-9 oc bracing. WEBS 2x4SPNo.3 WEBS 1Row atnlldpt 5-17.8-13 REACTIONS. ( Ib/size) 2=1700/0.8-0, 11=1700/0.8-0 Max Horz 2=-58(LC 17) Max Uplifl2=-477(LC 8), 11=-477(LC 9) FORCES. ( lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3509/2066, 3.4=-3320/1916, 4-5=-3061/1835, 5.6=-4760/2795, 6.7— 4760/2795, 7. 8=-4760/2795, 8.9=-3061/1835, 9-10=-3320/1916, 10-11=-3509/2066 BOT CHORD 2-17=-1775/3162, 16-17=-2326/4348, 15.16=-2326/4350, 14-15=-2329/4350, 13- 14=-2330/4348, 11-13=-1791/3162 WEBS 4-17=-478/974, 5-17=-1558/861, 5-15=-256/538, 6-15_ 338/296, 8-15=-256/538, 8. 13=-1558/861. 9-13=-478/974 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=3.Opsf, h=15fh Cat. 11; Exp C; Encl., GCpi=O 18; MW FRS (envelope) and C-C Extedor(2) zone:C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent With any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide Will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 477 lb uplift at joint 2 and 477 lb uplift at joint 11. 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.' E; J V 3x8 = GRIP 244/ 190 187/ 143 FT = 20% Walter P. Finn PE No.22839 MiTek USA, Inc. FL CM 6634 69M Parka East Blvd. Tamps FL 33610 Date: March 14,2018 Q WARNING - Vedily dodgn Parmatera and READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE MD7473 rov. I&MMI5 BEFORE USE. Design valid la use only Win, MI lok®conneclors. lhh design Is based only upon patamotem shown, and Is lot an IndividualtxAding comportenl, nor MR abusssystem. Before use, the blldnt0 designer must vedly the applloalbilty of design paromotefs and properly Incorpaale it design Into trio overall building design. Bracing In d cafed Is to rxevenl budding of tndWtKA Inrss web and/or chord members only. Add0ortnl lernporaty and permanenl bracing MiTek IsalwaysregtdredfoestabilityandtoIxevenlcollyxewithpossiblepononalir*jry and Ixopeny damage. for general guidance regarding the fabrication, storage. delivery, etoctIon and LxcicJrtg of KISM and MISS systcxM seeANSIAPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Parke East Blvd Safety Informallon avc/kmle from trim Rate Institute. 218 N Lee Street. Srlte 312, Alexandria• VA 22314. Tampa. FL 33610 Jobrust russ ype y Tt3495893 W P0071 A t 6 HIP GIRDER 1 3 00Job8 Reference (optional) v , V. ID:AeAoATVyRAFF5lmF42W41SypZgl-DOsHaphCW uugNDKh?7MIPuU1?WgV,7RP4?6P78ozb?WV 1-0 3.9-14 7-0-0 13.2.10 19.3-9 25.4.7 31-5.6 37.8.0 42.10.2 44 8-0 8 3.9.14 3.2-2 62.10 6-0.14 6-0-14 6-0.14 6.2•t0 3.2.2 3-9-14 -0 Scale . 1:78 4 6.00 Fl2 5x6 = 3X8 = 2x4 II 3x6 = 3x8 = 2x4 11 5x8 = 4 22 23 5 24 25 6 26 727 28 8 29 30 9 31 32 10 4x6 = 21 33 34 20 35 19 36 18 37 38 39 17 40 1641 15 42 43 14 4x6 = Su8 = 2x4 II 5x8 = Sub = 20 ll 6x8 = 5x8 = 4x6 = LOADING (pst) SPACING- 2-0-0 CSI. OEFL. in floc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.53 17-18 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(TL) -1.22 17-18 >433 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.59 Horz(rL) 0.19 12 n/a We BCDL 100 Code FBC2014/rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except* TOP CHORD 7-10: 20 SP No.1 BOT CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (lh(size) 2=3396/0.8.0, 12=3396/0-8-0 Max Horz 2=46(LC 27) Max Uplifl2=-1136(LC 4), 12=-1136(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-7701/2577, 3-4=-7756/2628, 4-22=-7278/2486, 22.23=-7278/2486, 5-23=-7278/2486, 5-24=-13511/4600, 24-25=-13511/4600, 6-25=- 13511/4600, 6-26=-13511/4600. 26.27=-13511/ 4600, 7.27=•13511/4600, 7-28-13511/4600, 8.28=-13511/4600, 8.29=-11404/ 3895, 29-30=-11404/3895. 9.30=-11404/3895, 9-31 =- 11404/3895, 31-32=-11404/3895, 10- 32=-11405/3895, 10-11=-7790/2640, 11-12=-7726/2586 BOT CHORD 2-21=-2299/ 6978, 21.33=-3826/11471, 33-34=-3826/11471, 20.34=-3826/11471, 20-35=-3826/11471, 19-35=-3826/ 11471, 19.36=-3826/11471, 18-36=-3826/11471, 18-37=-4545/13604, 37-38=-4545/13604, 38-39=-4545/13604, 17.39=-4545/13604, 17.40=-4545/13604, 16-40=-4545/13604, 16-41=-4545/13604, 15-41-4545/13604, 15- 42=-2373(7210, 42-43=-2373/7210, 14.43-2373r7210, 12-14=-2317/6999 WEBS 3-21 =- 144/365. 4-21-674/2422, 5-21— 4670/ 1594, 5.20=0/514, 5-18-754/2287, 6-18=-670/418, 8.17= 0/567, 8-15=-2461/823, 9-15=-656/411, 10.15=-1583/4652. 10.14=-34/606,11-14=-143/ 375 PLATES GRIP MT20 244/190 Weight: 767 lb FT = 20% Structural wood sheathing directly applied or 4-8-2 oc puffins. Rigid ceiling directly applied or 10- 0.0 oc bracing. NOTES- ( 11) 1) 3-ply truss to be connected together with 1 Od (0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9. 0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3. Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=O 18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1136 lb uplift at joint 2 and 1136 lb uplift at joint 12. A id"0reaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Walter P. Finn PE No.22939 MITek USA, Inc. FL Cart 64U 904 Parke East Blvd. Tampa FL 33910 Date: March 14,2018 Q WARNING - Vadly design parematem and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1167473 rev. I&OMIS BEFORE USE. Design valkl lot use orgy Win MllekO connectors. this design It based orgy upon patamelets shown. and Is for an IndMdral btrldhng component. not o Ittas sWlorn. Befoto uso. the bLdlding designer must verify the arAAIcabllly of design patatnelers and proporly hcoil"ale Ihh design Into Ine ovetall building design. Bracing Indicated Is to prevent buckling of IndIvksual in=web and/or chord rnornbeis only. Acdllonal fainpo wry cnd Winanent txacing MOW Is always rocitltod for slatwuy and to Wevent collorAe wllh Ixnsallo porsonal "aid Ixoperly damage Tor genets guldance regadhng the labticatbn, slorago, delivery• erocllon and bracing of trussesandInnssystems. soeANSI/TPI I Quality Criteria, OSB-69 and BCSI fiubding Component 6904 Parka East Blvd. Safety Infomnanon avc>oatxe from Etas Rate institute, 218 H. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job runs Truss Type y T13495883 wP0071 Af61. HIPGIROER 1 3 Job Reference tonal auaeers astsoutce, a anva. roan cay. i-imoa s;sbbb r." 5 Mug rb N r r rvaroR mbusaiba, inc. — —1 .. 11.- av c..o V. c I D:AeAoATVyRAFF5lmF42W 41SypZe11-DOsHaphC W uugNDKh?7MjPuUf?"V?RP4?6P78ozb?wV NOTES- (11) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 lb down and 203 lb up at 7-0.0, 105 lb down and 107 lb up at 9-0.12, 105 Ib down and 107 Ib up at 11.0-12. 105 lb down and 107 lb up at 13.0.12. 105 lb down and 1071b up at 15-0-12, 105lb down and 107 lb up at 17-0-12, 105 lb down and 107 Ib up at 19-0-12, 105 lb down and 107 lb up at 21.0.12, 105 Ib down and 107 Ib up at 22-4-0. 105 lb down and 107 lb up at 23-7-4, 105 lb down and 107 lb up at 25-7.4, 105 lb down and 107 Ib up at 27-7.4, 1051b down and 107 Ib up at 29-7-4, 105 lb down and 107 lb up at 31-7-4, 105 lb down and 107 lb up at 33-7-4, and 105 lb down and 107 Ib up at 35-7-4, and 203 Ib down and 203 Ib up at 37-8-0 on top chord, and 317 lb down and 109 lb up at 7-0-0, 81 Ib down at 9-0-12, 81 Ib down at 11-0-12, 81 lb down at 13.0.12, 81 lb down at 15-0-12. 81 lb down at 17-0.12, 81 lb down at 19-0-12, 81 lb down at 21-0-12, 81 lb down at 22-4-0, 81 Ib down at 23-7.4, 81 Ib down at 25-7-4, 81 Ib down at 27-7-4. 81 lb down at 29-7-4, 81 Ib down at 31.7.4, 81 Ib down at 33-7-4, and 81 Ib down at 35-7-4, and 317 Ib down and 109 Ib up at 37.7.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) -This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building Is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4_ 54, 4.10=-54, 10-13=-54, 2-12=-20 Concentrated Loads (lb) Vert: 4=-156(B) 10=-156(8) 21=-317(B) 5=-105(B) 20=-58(B) 18=-58(B) 6— 105(8) 17=-58(B) 8=-105(B) 9=-105(B) 15_ 58(B) 14= 317(8) 22=-105(B) 23=-105(B) 24=-105(8)25=-105(B)26=-105(B)27=-105(B)28=-105(B)29_ 105(B)30=-105(B)31=-105(B)32=-105(B)33— 58(B)34=-58(B)35=-58(8)36=-58(8)37=-58(8) 38=-58(8) 39— 58(B) 40=-58(8) 41=-58(8) 42— 58(B) 43=-58(B) Q WARNING - Vedly design paenmetere and READ NOTES ON TN15 AND INCLUDED Mn'EK REFERANCE PAGE M1N473 rev. IMMIS BEFORE USE Design valid for use only YAM NVTek® connectors. this design Is based only upon patamelers shown, ad Is for at hWlAdual building component. not a buss system Before uw. the building deslgrwt must verity Ina appllcalAity of design paanolors and properly hicoipoiale this design Into the overall txmdng design. 8raehtg Indicated Is to prevent bucWing of IrKIWexa truss web and/oi chard members only Additional temporary and permanent beating MiTek' B always read for stability and to piovenl collapse with possible personal hyuy and property, damage. Fa general guldaice regadng ha tobiWllon, storage, delivery, erection and bracing of thaws and him systems. seeANSI/IPI I Quality Criteria, OSS-69 and SCSI Building Component 6904 Perko East Blvd. Safety Information avallable from Russ Plate Institute. 218 N. Lee Sheet. Stlte 312. Alexandria, VA 22314. Tampa. FL 33610 Job ruse truss I ype oty ply T13495884 W P0071 at Hip 1 1 017 Job Reference tonal Budders FirstSource, Tampa. Plant City. Florida 33566 1.640 s Aug 16 2e1 r W ex industries, inc. urea Mar i4 i4 13 av zuta rage 1 ID.AeAoATVyRAFF5lmF42W 4ISypZgj SSvgTuorPf 1 YycW Q I W OgGoMJJYk2cSY04056ynzb?wM 1-0 4.3-I4 8-0-0 t3.8.14 19.5.15 25.2.1 30.10.2 36.8-0 40.4.2 44-8-0 45.8 0 4.9-t4 3$-2 5.9.14 54i-2 5.8.2 5$-2 5.9-t4 3.8.2 43.14 t-0 Scale - 1:78 1 5x8 = 5.00 F12 6x8 5x8 = 2x4 11 5x8 = 2x4 11 6x8 = 4 5 6 7 8 9 10 2X4 V. I t 2 13NINE Sx6 = 21 20 19 18 17 16 15 14 5x6 = 5x8 - 4x10 MT20HS = 5x8 = 20 It 5x8 = 4x6 = 2x4 II 7x10 WB= LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.50 17-18 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.15 17-18 >459 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr YES W B 0.79 Horz(TL) 0.24 12 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 284 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-11 -1 oc pudins. 4-7.7-10: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 1 Row at midpt 5-21 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1700/0-8-0, 12=1700/0-8-0 Max Horz 2=-52(LC 13) Max Uplifl2=-487(LC 8), 12=-487(LC 9) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3629/2121, 3.4=-3469/1989, 4.5=-3235/1908, 5-6=-5485/3175, 6.7- 5485/3175, 7-8=-5485/3175, 8-9=-4747/2773, 9.10=-4748/2774, 10.11=-3477/1991, 11.12=-3631 /2123 BOT CHORD 2-21 =- 1839/3279, 20.21- 2556/4748, 19-20=-2556/4748, 18.19=-2556/4748, 17-18=-2965/5486, 16-17=-2965/5486, 15.16=-2965/5486, 14.15=-I670/3197, 12-14=-1858/3281 WEBS 4.21=-528/1051, 5-21=-1796/1008, 5-18=-460/896, 6.18- 300/260, 8.15=-900/474, 9-15=-352/296, 10.15=-1021/1833, 10.14=.38/296 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=3.Opsf; h=15ft; Cat. II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 487 lb uplift at joint 2 and 487 lb uplift at joint 12. 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' Waken P. Finn PE No.22839 MiTek USA, Inc. Fl. Cert GSU 6904 Parke East Blvd. Tempe FL 33610 Date: March 14,2018 Q WARNING • Verity dadgn peramofers and READ NOTES ON THIS AND INCLUDED MnEK REFERANCE PAGE Ml-7473 rev. faN3*OIS BEFORE USE Design valid fa use orgy Wan Mllek® conneclors. Ms design Is based orgy upon parameters shown. and Is for an IndlvId al IxAtling component. not a truss sysletn. Before use, the building designer must verity the appikablilly, of design parameters aril Ixoperiy InCO(pofale this design Into the overall Is to txlcaing Individual Inns and/or chord members only Additional tompoiary and permanent twidnig MOWbaldingdesign. Bracing Indicated prevent of web Is always required bar stability and to prevent collapse wllh possible personal t*" aid properly damage. For general guidance regarding the ralxkpatlorL storage, delivery. erection and b ractng of losses and lam systems. seeAN51/1PI1 Quality Cdteda. OS949 am BCSI Bullding Component 6904 Parke East Blvd. Safety Irdormatlon avaBable from tars Rate Institide, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Taupe, FL 33610 Job Truss I truss I ype QIY Ply T13495885 WP007i 82 Root Special Gilder 1 t 018 Job Reference(optional) y_ . 10,AeAoATVyRAFF5lmF42W 41SypZuv-xLT2gEpUAz9Pal4cbEx4p?v01 y2zLxW YJggfUOzb?wL 1-0 700 10.4-0 it-4• 16.9.12 25-2.4 30.8.0 1.8• 37.8-0 44.8-0 -8- 0 700 3- .o 5.5.12 8.4 8 5-5-12 6-0-0 7.0-0 -0- Sx8 = 5x6 = 5 00 12 5x6 = 3 22 4 5 Sx8 = 30 = 34 = 2x4 II 5x6 = 5x6 = A A 10 27 28 11 Scale - 1:81.6 3x6 = 21 29 20 t9 i6 30 31 32 33 17 16 I5 34 35 14 3x6 = 2x4 11 3x8 = 3x6 = 3x4 = Sx8 = 3x6 = 30 = 30 = LOADING (psf) TCLL 200 TCDL 7.0 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/TP12007 CSI. TC 0.89 BC 1.00 WB 0.68 Matrix) DEFL. in (loc) Well L/d Vert(LL) -0.19 17-18 >521 240 Vert(TL) -0.47 17-18 >212 180 Horz(rL) 0.08 12 n/a rVa PLATES GRIP MT20 244/190 Weight: 213 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied. 5-7,7.9: 2x4 SP M 31, 10-11: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 3-11-6 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-18, 6-17, 9.17 WEBS 2x4 SP No.3 REACTIONS. All bearings 8-8-0 except qt=length) 2=0-8-0, 12=0-8-0. lb) - Max Horz 2=-46(LC 32) Max Uplift All uplift 100 lb or less at joint(s) except 2=-318(LC 8), 18=-623(LC 5), 17=-765(LC 4), 12=-408(LC 9) Max Grav All reactions 250 lb or less at joint(s) except 2=951(LC 19), 18=1820(LC 19), 18=1814(LC 1), 17=2080(LC 20). 17=2071(LC 1), 12=1134(LC 20) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1686/555, 3-22=-1237/461, 4.22=-1237/461, 4-5=-1309/476, 5.6=-287/1033, 6-23=-410/1289, 23-24=-410/1289, 24-25=-410/1289, 7-25=-41 Ott 289, 7-26=-410/1289, 8-26=-410/1289, 8-9=-410/1289, 9-10=-1506/582, 10-27=-1928/751, 27.28=-1928/751, 11-28=-19281751,11-12=-2167/780 BOT CHORD 2-21=-470/1474, 21-29=-473/1496, 20.29=-473/1496, 19.20_ 300/1029, 18- 1 9=-300/1029, 18-30=-1033/371, 30.31=-1033/371, 31-32=-1033/371, 32-33=-1033/371, 17-33= 1033/371, 16-17=-378/1158, 15.16=-378/1158, 15-34— 490/1448, 34-35=-490/1448. 14-35=-490/1448, 12-14=-655/1916 WEBS 3-21=-71/516, 3-20=-357/157, 4-20=0/259, 5-20=-208/491, 5-18=-2264/738, 6-18=-605/388, 6.17=-304/131, 8-17=-630/390, 9.17=-2685/957, 9-15=-312/744, 10.15= 273/268, 10-14— 227/543, 11.14=0/412 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=3.Opsf, h=15ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 318 lb uplift at joint 2, 623 lb uplift at joint 18 765 lb uplift at joint 17 and 408 lb uplift at joint 12. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Wader P. Finn PE No.22839 MiTek USA, Inc. FL Cart 66U 904 Parke East Blvd. Tamps FL 33610 Date: March 14,2018 Continued on oaae 2 0 WARNING - Verify design pammetent and READ NOTES ON THIS AND INCLUDED MfIEK REFERANCE PAGE AW-7479 rev. 104KMIS BEFORE USE. Design vcdld for use only Win MllekO connectors. Inls design Is Lased only upon parameters shown. and Is lot an Individual building component, nol a Truss syslem. Before use. the building designer must verity the appllcobatty of design parameters arid properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord rneinbets only. Additional temporary and peananent txacing M iTek' rxevenl is always ieclilred for stabally and to ptevenl coltgx a with possaxe personal "and prororly damage For general guldauce regarding the fabrication, sloiage, delivery, erection and bmdrvj of hisses and tress systems, seeANSI/TPI I Quality Criteria, DS11419 and BCSI Building Component 6904 Parke East Blvd Tampa, FL 33610SafetyIMormallonavailablefromlitissPlateinstitute. 218 N Lee Street Sulle 312. Alexandria. VA 22314. Job T Puss ruse I ype Tt3495885 WP0071 82 Root Special Girder 1 t 10, Job Reference o trona tsuaaets rastsourca. tampa, Plant cay, t-tone 3ay66 I e9V s Aug le zul t mrtax rnousums. inc. woo Mar 14 li 1• vu eale rage z ID:AeAoATVyRAFF51mF42W 41Syp2gj-xLT2gEpUAz9Pal4cbEX4p?vOly2zLx W YJggfUDzb?wL NOTES- (10) 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 107 lb up at 7-0-0, 105 lb down and 107 lb up at 8-8-0, 105 lb down and 107 lb up at 10-4-0, 97lb down and 109 lb up at 17-4-12, 89 lb down and 105 lb up at 19.6-4, 89 lb down and 105 lb up at 21.6.4, 89 lb down and 105 lb up at 23-6-12, 105 lb down and 107 lb up at 31.8-0, 105 lb down and 107 lb up at 33-8.12, and 105 lb down and 107 lb up at 35-7.4, and 203 lb down and 203 lb up at 37-8.0 on top chord, and 260 lb down and 109 lb up at 7-0-0, 81 lb down at 8-8.0, 317 lb down and 109 lb up at 10-3-4, 72 lb down at 17.4-12, 72 lb down at 19-6-4, 72 lb down at 21.6-4, 72 lb down at 23-6-12, 260 lb down and 109 lb up at 31-8-0. 81 lb down at 33-8-12. and 81 lb down at 35-7.4, and 260 lb down and 109 lb up at 37.8.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code! LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-4=-54, 4.5=-54, 5.9=-54, 9.10=-54, 10-11=-54, 11-13=-54, 2-12=-20 Concentrated Loads (lb) Vert. 3=-105(F) 4=-105(F) 11=-156(F) 21=-260(F) 20— 317(F) 15=-260(F) 10=-105(F) 14=-260(F) 22— 105(F) 23=-97(F) 24=-89(F) 25_ 89(F) 26=-69(F) 27=-105(F) 28=-105(F) 29=-58(F) 30=-36(F) 31=-36(F) 32=-36(F) 33=-36(F) 34=-58(F) 35=-58(F) Q WARNING • Voft desgn parameters and READ NOTES ON THIS AND INCLUDED Mn'EK REFERANCE PAGE M*7479 rev. 10•A MIS BEFORE USE Design valid for use only with Mllek0 connectors. lnls design is based only upon pxxafneters shown, and is for an hdMdlal building component. not a truss system. Before use. the building deslgnot tnusl vedly Ile cyfplk aMlty of design parameters cxld Ixorxrly Incotlofute this design Into the overall building design. Bracing Indicated to to prevent rAidding of Indivkltntl tram web and/or chord rnernbets only. Additional lemporary tonal pearnttlent btacti g MOW It always tegtlred lot stale try and to prevent colloixe wllh pos&Ae personal Inhay and IxoMity damage. rot gerefol guidance regarding the latxMollNx slotago. dellvety. etectkni cxxl txachg of Misses and tram syslems. seoANSI/ftil I Quality Criteria. 038-69 and SCSI Building Component 6904 Perks East Blvd. Safety Infatinatlon avalkwlo from tram Male Irs9hde, 218 N. lee Sheol. Stlte 312. Alexandria, VA 22314. Tampa. FL 33610 Job russ I russ ype ply T13495896 WP0071 II JACK -OPEN 12 1 019 Job Reference o tiona SUNtira FnISOurea. Tampa. Rant City, Fbada 33666 1.04116 AU9 10 2V 1 r MI I Ox 111011i1f105, I11C. WOO MOr 14 11' 14M1 LV 10 rO90 1 ID:AeAoATVyRAFF5lmF42W 41SypZgj-PX 1 Rlag6wGHGBvfp6x2JLDSIMLdd4YLhXKaCOfzb)wK 1.0.0 20 = LOADING (pst) SPACING- 2-0-0 CSI. OEFL. in loc) Wall Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) 0.00 2 999 - 240 TCOL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/size) 3=-8/Mechanlcal, 2=125/0.8.0, 4=9/Mechanical Max Horz 2=30(LC 8) Max Uplilt3=-8(LC 1). 2=-69(LC 8) Max Grav3=15(LC 8), 2=125(LC 1), 4=18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1.6.6 PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 3 and 69 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.' Walter P. Finn PE No.22639 MITak USA, Inc. FL CM 6634 04 Parka East Blvd. Tampa FL 33610 Oats: March 14,2018 0 WARNING - Vedly dedgn ptintnWers and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 11111-7473 rev. IMSMIS BEFORE USE. Design vatkt for use only wpm Mllek®conneclots. Ihh deslgn is based only upon parameters shown. and N lot an Individual balding component. not a puss system. Before use. the building designer must verify the applicability or design ppaametets and popetly Incorporate this design Into Ilia ovorall bilding design. Brac fridlcated Is to bucIdN of Individual truss web and/or chord members only. Additional temporary and permanent btac ft MiTe k' V prevent Is always fogrhed tot stability and to prevent collapse Win possible personal"and poporty damogo. for gonetal guidance regadng the klbkpatim staape. delivery, orecllon and bracing of misses and mass syslerm, seeANSI/IPI I Quality Criteria. OSS-89 and SCSI Suadlny Component 6904 Parks East Blvd Tampa, FL 33610SafetyIMormallanavallablefromInmPlateInstitute. 218 N. too Street, Suilo 312. Alexandria, VA 22314. Job I russ I russ ype ty ply T13495ee7 WP0071 SJ3 Jack -Open 12 1 1020Job Reference(optional) tsusaam hlrslbource, t anpa, rlani t:ny, Flonaa J;stoa r."V a nuy to "t r ..tea mausmas, - ea - .. „ I1.V 1 - Y raga i IO:AeAoATVyRAFF5lmF42W41Syp2:av-PX 1 Rtag6wGHGBvfp8x2JLDSliLca4YLhXKaCOfzb?wK 1-04 3-0-0 10-0 3-0-0 Scale . 1:10.9 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) 0.00 2-4 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.08 Ven(TL) 0.01 2-4 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 3 We n/a BCOL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=52/Mechanical, 2=187/0.8.0, 4=26/Mechanical Max Horz2=59(LC 12) Max Uplift3=-42(LC 12), 2=-72(LC 8) Max Grav3=52(LC 1), 2=187(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 puffins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCOL=3.0psf; h=15fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to glyder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 72 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." Wafter P. Finn PE No.22839 MITak USA, Inc. FL Cart 66U 904 Parke East Blvd. Tampa FL 33810 Data•. March 14,2018 Q WARNING . Vedly dedirn parameter and READ NOTES oN THIS AND INCLUDED AIMEK REFERANCE PAGE MO-7472 rev. 1402 IS BEFORE USE Design valid for use only wlm Mllek®connoctors. Rls design Is based only upon paiamolers shown. and Is lot an Individual IxAding component, not a him system. before use, Iho b/kartg designer must verity the gX,ticasbaity of design Ixnarnolets and polxnly Wotlotate this design Into the ovetall bt/ding design. Racing Indicated Is to prevent bucldlrtg of IndNklual truss web and/ot chow met nbers only. Additional lernpotaxy and permanent txcicltg MOW Is always rocplred fa sta Ulty and to prevent collapse with possible personci Itltay and Ixopetty datwge. rot general gtldcme tegaad inlg the a ilcatlon slotage, dolNety, etectlon a hd btascing of incises and Iniss systems, seeANsl/Tpi I Quality Cdlerlo, DSa-69 and SCSI Bullding Component 6904 Parke East Blvd. Safety Information ava/lable from Inns Rate Insnkde. 218 N Lee Street, Stlte 312, Alexaaldda, VA 22314. Tampa. FL 33610 Job I NS9 rusS I ypa city ply Tt349588a WP0071 8J5 JACK -OPEN 12 1 021 Job Reference (optional) eaawrrce. Tempe. nvm Iry, rorrae saao6 r 6401 At19 16 2011 Mr1ek IfgYSitbe. Inc. Wed Met 14 14:14.022010 PaQe 1 IDAeAoATVyRAFFSIMF42W41Syplgl-tjbp5wgkhaP7p3E7ifaYuO_rKlvvp7brm JmZ6zb7wJ 1-0d 5-0.0 I-0-0 5-0-0 2x4 = LOADING (psf) SPACING- 2-0.0 CSI. OEFL. in loc) Waif Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.03 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(rL) 0.07 2-4 820 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a We BCOL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SIP No.2 REACTIONS. (Ib/size) 3=114/Mechanical, 2=253/0-8.0, 4=46/Mechanical Max Harz 2=91(LC 12) Max Uplift3=-81(LC 12), 2=-75(LC 8) Max Grav3=114(LC 1), 2=253(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:15.1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind, ASCE 7-10; VUIt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; 8CDL=3.0psh h=15ft, Cat II, Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlertor(2) zone,C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 fast 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 81 lb uplift at joint 3 and 75 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.' Waker P. Finn PE No.22639 MITek USA, Inc. FL Cart UU 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING- Vodry dedgn pammoton and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M*7473 rov. 1&VI 0IS BEFORE USE Design valid lot use only with W 100 connectors. this design Is based orgy upon parameters shown, and Is tot 61 Individual "ding component, not a truss system. Before tne. the building designer must verity the appithablilly of design pararnetets and property Incorpotalo this design Into the overall bLdc9ng design. Bracing Indlalled Is to rxevent buckling of tndWtKli trust web and/or chord members orgy. Additional lempaa y and permanent bracing MiTek' 6 always required lot slabWty and to Ixovent edlopse with possible personal "and IxoPerty damage, For general guidance te"ding the IahAcallorx storage, delivery, erection aryl bracing of Irusses aryl tnm systems. sL,-ANSI/IPI I Quality Criteria, OSB-E9 aid SCSI Wilding Component 6904 Parke East Blvd. Safety Irdotmallon available Dom mist Plate hlsnkAe. 216 N. Lee Street. Suite 312, Aderrandria. VA 22314. Tampa, FL 33610 Job russ runs Type uty pry a T13496889 WP0071 CJ7 Diagonal Hp Girder 6 1 022 Job Reference(optional) Buddars FuatSoucce, Tampa. Plant Cey, Florida 33566 1 b4u 6 Aug to Yu1 I Mu OK mausmes. Inc waa Mar 14 14'14 UZ 2a10 rage I ID:AeAoATVyRAFF51mF42W41SypZgi-tlbp5wgkheP7p3E?ifaYuO_r9lgTpxOrm JmZ6zb?wJ 1.5 0 5.2.9 9-10-1 r 1.5-0 5.29 4-7-8 Scale - 111.8 la Cx4 20 = 5-2.9 4.7-8 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 6-7 999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.61 Vert(TL) 0.13 6-7 841 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 Horz(rL) 0.01 5 We We BCOL 10.0 Code FBC2014/rP12007 Matrix) Weight: 40 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=127/Mechanical, 2=445/0.10.15, 5=288/Mechanical Max Horz2=131(LC 22) Max Uplltt4=-87(LC 4). 2=-145(LC 4). 5=-81(LC 8) 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-769/203, 8.9=-743/218, 3-9- 709/211 BOT CHORD 2.11_ 276l707, 11-12=-276007, 7.12=-276l707, 7-13- 276/707, 6.13=-276/707 WEBS 3- 7=0/308,3-6=-761/297 NOTES- (9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; Cat. II; Exp C; Encl , GCpi=0.18; MW FRS ( envelope); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrenl 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 87 lb uplift at joint 4, 145 lb uplift at joint 2 and 81 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 devices) shall be provided sufficient to support concentrated load(s) 68 lb down and 85 orb up at 1-4-15, 68 lb down and 85 lb up at 1-4.15, 25 lb down and 38 lb up at 4.2-15, 25 lb down and 38 lb up at 44.15, and 50 lb down and 87 lb up at 7. 0.14, and 50lb down and 87 lb up at 7-0.14 on lop chord, and 1 lb down at 1.4.15, 1 lb down at 1-4-15, 18 lb down at 4-2-15. 18 lb down at 4.2-15, and 38 lb down at 7.0.14, and 38 lb down at 7-0-14 on bottom chord. The designtselection 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 r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( pit) Vert: 1- 4. 54, 2-5=-20 Concentrated Loads ( lb) Vert: 8= 44(F=22, 8=22) 10=-75(F=-38, B=-38) 13=-36(F=-18, 8- 18) Walter P. Finn PE No.22839 MiTak USA, Inc. FL Cott 8634 904 Parke East Blvd. Tampa FL 33810 Date: March 14, 2018 Q WARNING - Verily design pentmet4re and READ NOTES ON THIS AND INCLUDED AMEK REFERANCE PAGE MP-7473 rev, M41132015 BEFORE USE. Design vdld for use orgy wlm Mflek0 connectors. this design Is based only upon parameters Mown. and Is for on hdMdud tAAdIng component. not a truss system. Before use, the building designer must verity the appllcatAlty, of design Parameters and property Incotpotale this design Into the overall beading design. Brochg Indicated is to buckling of IndNkluU truss web and/ot chord members only. Additional lemporary and petmarxeni buairlg MiTek' prevent Isalways ser$lred for stdp011y and to prevent collapse with poss0ple petsoral"and property damage. For genetd guidance tegadhg me 6904 Parke East Blvd falxk:allomstorage, delivery, erection and bracing of trusses and mrss systems weANSI/IPI I euatlty Cdterla. DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Informationcr"c le from Irss Nate InstlnAe. 218 N. Loa Street. State 312. Alexandria. VA 22314. Job TrusS rues ype ry T13495890 W P0071 EJ6 Jack -Open 3 1 023 Job Reference Zonal rstre"rsrirsm rce. Tampa, r-ramtarry,r-mma.saaoo w ••• •--•.- ••• • - -• r ID:AeAoATVyRAFF5lmF42W4ISypZgi-Lwg81FrMSuX_RDp8GM5nOeXzc90 YSr_9e3J5Yzb9wl 1.0.0 6-0-0 1-0-0 6-0-0 20 = LOADING (PSI) SPACING- 2.0-0 CSI. OEFL. In loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Ven(LL) 0.06 2-4 999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) 0.15 2-4 455 180 BCLL 0.0 ' Rep Stress Incr YES W 8 000 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=143/Mechanical, 2=288/0.8.0, 4=56/Mechanical Max Horz 2= 1 06(LC 12) Max Uplift3=- I OO(LC 12), 2=-78(LC 8) Max Grav3=143(LC 1), 2=288(LC 1), 4=112(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale. 1:17.1 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (7) 1) Wind. ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psh BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extenor(2) zone;C-C for members and forces 8 MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 vide 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 3 and 78 lb uplift at joint 2. 6) "Seml-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 ' Walter P. Finn PE No.22030 MITek USA, Inc. FL Carl 0634 904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 Q WARNING - Vodry dedgn paramafore and READ NOTES ON TM AND INCLUDED AtITEK REFERANCE PAGE M0.7I73 rev. Id09/1016 BEFORE USE. Design valid lot use only wllh Mllek® connectors. Ills design It biased only upon paameters slwwn. and Is la an WvkkKd building cotnporenL not a truss system. Before use. the tx/king designer rnusl verity the aptAicablilty, of design prramelets and rxopetly frlconporate this design Into the overall Bracing Indicated Is to buckling Individual tins web and/or chord members only. Addlloncl lennWary and permanent tracing MiTek' building design. provent of Is always roctulred for stability and to Ixevent collapse with possible Ixrsonal"and Ixolxrly dart nage. for general guidance regarding the 6904 Pedro East Blvd. fabrication, storage• delivery• erection adi bracing of muses and mn s syslm tns, secANSI/TPI I Quality Criteria, OSS-69 and SCSI Building Component Tanya. FL 33610SafetyIMonnattanavalaxefromInnsRateInstitute. 218 N. Lae Sleet. StAte 312, Alexandria, VA 22314. Job russ russ we oty ply T13495891 WP0071 EJ6A Jack -Open 1 1 024 Job Reference(optional) Builders HislSource. Tampa. Plant Cay. Fonda 33566 r.61u s Aug 16 ZVI I Iw1OR Inausmes. Inc wag mar 11 19: 11 Vi zv I rage I ID:AeAoATVyRAFF5lmF42W4ISypZgj•Lw9BIFrMSuX_RDpBGM5nOeXyg9D YSr_'7e3J5Yzb?wl 6-0-0 6-0-0 Scale . 1:17.1 20 = 6-" LOADING (psi) SPACING- 2-0-0 CSI. DEFL. In loc) Weft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Ved(LL) -0.06 1-3 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Ven(TL) -0.15 1-3 >455 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0 00 2 n/a rVa BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 19 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 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb(Slze) 1=207/0.8.0, 2=151/Mechanical, 3=56/Mechanical Max Horz 1=95(LC 12) Max Uplifil=-44(LC 12), 2=-104(LC 12) Max Grav 1=207(LC 1). 2=151(LC 1), 3=112(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=4.2psh BCDL=3.Opsf; h=15ft; Cat 11, Exp C; Encl., GCpi=O 18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1 and 104 lb uplift at joint 2 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of (his 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' Walter P. Finn PE No.22839 MITek USA, Inc. FL CM 8834 6904 Parke East Blvd. Tampa FL 33610 Date: March 14,2018 0 WARNING • Verrry design parameters and READ NOTES ON THIS AND INCLUDED NIIEK REFERANCE PAGE N1167479 rev. IGNMIS BEFORE USE. beskln v,ld for use only MAth Mllek®conneclots. this deslgn B based only tM1»n rcffamolets sWvj n. o W is fir an trldlvldal IxAdkng coinponenl, not a truss systern. Before use. the building designer roust verity, Ile applicability of design pmafnetets and ptoporly elcoiporole this doslan Into the over,. txAUing design. Bracing Inclicated Is to buckling of IrxllvkltKn Inns web and/or chord members only. Additional temporary and peunurenl tracing WOWprevent Is always togWed tot stability and to prevent collapse with possible person,"and plop Gdy damage. for genet, guidance regarding mo 6904 Parke East 81rd. labrlcatim storage, dellvery, erection and b ioclrng of mrsses and Inns systems, seeANSI/Ml I Quality Criteria, DSB-89 and SCSI Building Component Tampa. FL 33610SafetyInformationavailablefromInnsPlatefrntifrde. 218 N. Ieo Street.Strile 312. Alexandria. VA 22314. Job I russ truss type PlyI T13495892 WP0071 EJ7 Jack -Open 24 025 Job Reference(optional) tfunaers raasource, i ar pa, rram wiy, monoa asaoo y 1. —I I — e. a. a.. . ,. W. ID:AeAoATVyRAFF5lm F42 W41SypZgl-p6iZW bs_DBfr2NONg3cOzr47hZYxHv58Dlotd_zb7wH 1-0-0 7.0-0 Scale - 1:19.1 3x6 = 7-0-0 7.0-0 Plate Offsets (Y Y)-- 12.0-0-2 EdOel LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.66 Vert(LL) 0.10 2-4 >772 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.48 Ven(TL) -0.24 2-4 >337 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) -0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 23 lb Fr = 20*6 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oC pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=159/Mechanical, 2=324/0.8-0, 4=78/Mechanical Max Harz 2=122(LC 12) Max Uplift3=-102(LC 12). 2=-85(LC 12) Max GraV3=159(LC 1), 2=324(LC 1), 4=121(LC 3) FORCES. (lb) - Max. CompJMax. 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=4.2psh BCDL=3 Opst; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exlerlor(2) zone;C-C for members and forces & MW FRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 102 lb uplift at joint 3 and 85 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.' Walter P. Finn PE No.22639 MITak USA, Inc. FL CIrt 66U 6904 Parke East Blvd. Tempe FL 33610 Date: March 14,2018 Q WARNING - Vedly dedgn Pammeters and REAO NOTES ON THIS ANO INCLUOEO UREK REFERANCE PAGE MO-7473 MV. 10MM1S BEFORE USE. Design vdkr for use only with fAleW connectors 1hh design 6 based only upon parameters Mown. and Is for an Indlvldal Udding component, not a truss system. Before use. Ilw btAcIng designer must verify Ito g7px1cabwlry of design Ixiramelets and poopetly Incorporate lhb design Info Ife overall building design. Bating Indicated Is to rxickli of InrlMdxri truss web and/oi chond members only. Ad iflorel lemporary and permanent bxacmg MiTek' prevent ng S always tequlred for stabairy and to Ixevent cdbglse wllh possible personal k*ay and Ixolserly damage. for general gf/dasce regarding he 6904 Parke East Blvd. latAcatbn, storage, dMNery, erection and bracing of tnrsses and miss systems. seeANSI/IPI I Quality Criteria, OSB•89 and SCSI Building Component Tampa. FL 33610SafetyInformationavdiobtofromfnrssRatemsnnrie. 218 N. Lee Street. St/bar 312. Alexandria. VA 22314. NSS NSS Type Ply T13495893jJobWP0071MVtValleytI1,2, Job Reference (optional) Builders FtrstSource. Tampa. Plant City. Florida 33566 7.640 is Aug 16 2017 MTek Industries, Inc. Wed Mar 14 14:14 04 2018 Page 1 ID.AeAoATVyRAFF5lmF42W41SypZa-p61ZWbs_08f2NONg3cOzr4F3ZdW Hv5801otd_zb?wH 4.0.0 4-" 2x4 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. In (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.26 TC 0.18 Vert(LL) n/a rVa 999 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(TL) n/a rVa 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 rVa We BCOL 10.0 Code FBC2014/rP12007 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=115/3-11.6, 3=115/3-11-6 Max Horz 1=49(LC 12) Max Uplift s=-26(LC 12), 3=-47(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale . 1:11.3 PLATES GRIP MT20 244/l90 Weight: 13 lb Fr = 20% Structural wood sheathing directly applied or 4.0.0 oc puriins, except end vertleals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind: ASCE 7.10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0.0 Wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 47 lb uplift at joint 3. 6) 'Semi-ngid 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.' Walter P. Finn PE No.22839 MITek USA, Inc. FL Cart 66U 6904 Pariu East Blvd. Tampa FL 33610 Data: March 14,2018 Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/rEK REFERANCE PAGE Ma7473 rev. tp0 MIS BEFORE USE. Design valid lot use oNy Mitt Mlleltr9 conneclors. lift design Is based only upon parameters shown. and Is for an trxlMdral txddlno component. not a cuss syslern Before use. the txMalrg deslgnca must verily the ar4AICabl lty of design pararnotets and Property hncorporato this closlgn Into the overall Bracing Indicated Is to trickling IndNkhxil tfuss arxf/or chord rnemb ea only. Additional temporary and permanent txaclrng MOWrxAdhhgdesign. Dxevenl of web Is always tegJred for slabli ty and to prevent collapse with poss811e Personal hdnay and proporty damage For general guidance regarding the 6904 Parks East BlvddotNryore. ectlon and tracing of busses and miss systems. seeANSI/lPl I Quality Criteria, OSS-69 and SCSI Building Component Tampa. FL 33610 SafetytNoanatlonavaltbletomlrtmRateInstitute. 218 N. Lee Street. Stdte 312. Alexandria. VA 22314. Safety Job I Fuss truss type oty ply T1342SO94 W P0071 MV2 Valley 2 1 027 Job Reference(optional) irsi5ource, Tampa. rnant city. Florida 33566 2x4 LOADING (psf) SPACING- 2-0.0 CS1. TCLL 200 Plate Grip DOL 1.25 TC 0.02 TCDL 7.0 Lumber OOL 1.25 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCOL 10.0 Code FBC2014/rP12007 Matrix) 2-" 2-0-0 7.640 s Aug 16 2017 MTek Industries. Inc. Wed Mar 14 14:14.05 2018 Page 1 ID:AeAoATVyRAFF51m F42W41SypZgi-HlGxtxtc_VnigXzaNn7FV3cRNz?MOMKHSyYQAQzb?wG 4x6 = 5.00 12 2 DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) n/a n/a 999 MT20 244/190 Ven(rL) n/a n/a 999 Horz(TL) 0.00 n/a We LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORO REACTIONS. (Ib/size) 1=41/1-11.6, 3=41/1.11.6 Max Horz 1=18(LC 12) Max Uplift 1 =-9(LC 12). 3=-17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale - 1:7.0 Weight: 5 lb FT = 20°t, Structural wood sheathing directly applied or 2.0.0 oc pudins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- (7) 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent With any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 Wide Will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint I and 17 lb uplift at joint 3. 6) `Seml-rigid pilchbreaks 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 ` Walter P. Finn PE No.22839 MITak USA, Inc. FL Cent 66U 6904 Parka East Blvd. Tampa FL 31610 Oates March 14,2018 Q WARNING • Veft dedgn parameters and READ NOTES ON Mrs AND INCLUDED MnEK REFERANCE PAGE W7473 rov. IG62M15 BEFORE USE. Design valid lot use orgy calm Mllek®connoclors 111s dostgn Is bused only upon parameters shown, and Is for do individual t uldtng component, not a truss system Before use. the txllmtlg designer must verity the applicobalry, of design paiamelors and property Incorporolo this design Into the overall Ir®drlg design. Bracing Indicated Is 10 prevent b,cidmg of IrxlMdrtrl miss web cad/or crord members orgy. Additional temporary and permanent braking MiTek' B always regWrod foi stability and to prevent coiigxe with pxallle petsond Inytay and property damage. For general gttloonco regarding the tabilcatkrL storage, cA:INery, election and Lxacmg of misses and Isis systems. seoAN31/IPI I Quality Criteria, OSS-69 and 6CSI But" Component 6904 Parke East Blvd. Safety IMormaaon alvariable from truss Rate Institute. 218 N. Leo Street. Sulle 312. Alexandria. VA 22314. Tampa. FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3/d Center plate on joint unless x, y offsets ore indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.1/ 14r L- For 4 x 2 orientation, locate plates 0-1asp from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: . Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 TOP CHORDS 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved W1 0 MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or x-bracing, is always required. See SCSI. 2. Truss bracing must be designed by on engineer. For wide truss spacing. individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stock materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and ad other interested parties. 5. Cut members to bear tightly against each other. 6 Place plates on each face of truss at each joint and embed fully. Knots and wone at joint locations ore regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to comber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown ore the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of on engineer. 17. Install and laod vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19 Review oil portions of this design (front back words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture to accordance with ANSI/TPI 1 Quality Criteria. m m 1 1 tl 1 1 1 1 BA r BJ5 y W A W l 1 BJ3 4 BJS R16 1 13 nil R9 R5 Fe RI R4 FIB RI I R14 1 B2 BJS ` BAJ3x ry BJS I S 19r m m JNBJ54;j 1 BJMR11 i I 1 7-4-0 1 m 20 0 0 m m 17-4.8 44.8-0 6EARWG HEIGHT 5LHEDULE NOTE5: I) EEM TO ND It 1 YLL taws L"XR K tAftE IAL VIM FOE ALIEENAIE DtALNS 21DAM 1ENTs 1 ALL DYSDIDE uMrErvrWWLr UM ALL 10MI S ARE PESIENID FOt 7..c W7M" SrA" MLESS OfHEfM NOW U SY42 TWAS "I DE 16TAUAD wn ft for DEML Ir ALL LVF 11155 H"ErS TO DE shff" wM& tpLESSon[rwwWTED ALL MAN Tom MAKERS To Dt SDt" IM422 LILM Ong"M NOT ID D) KAUKAMDyDLLPI DE1BSLUNT 611E W1 s1M FM FAMTAMIOF M*"A10 rams ALL lamb A""n" ao,u MFb IATODRS tM2 APO ARMAL Of M LAY41"! E campum Alit mints nL m Olt. TEEDI ALL IRDIM610 ww wml OWNS fml ELL ml 110M ORM 10 TOL ftv rr. 1r OBuildem FirstSource Orlando MVM 407- ftl-2100 P"- 402-M1-M Plant City Ashton Woods 1551 S Halley WP0071 12- 4- 17 Josh 3g514 N igkA- k_1-3i FINAL BOUNDARY SURVEY c7R A/C 48.3PAD O I ; I 1iJ 1 Z^' LOT 71 1 i : m AREA = z w a 7,137 S.F. +/- U , 0 I ` ' 9.8 I ' 1 ; I ; oi EAn;48.3' RR T f ly 118.95 Building Setbacks Setbacks: Per construction plans for 1MIDHAM PRESERVE', City of Sanford, Seminole County, Florida. Front = 25' Rear = 20' Side = 7.5' rcr — rvvI cqu mom +GEND'ADUSSD-Access/Drainage/Utilities/Sidewalk LB -Licensed usinesa BFP- Backflow Preventer Si ht Distance Easement gS Survey PRM -Permanent Ref. Monument R Reported PCP -Permanent Control Point D Description FP&L -Florida Power & Light P Plat FFE -Finish Floor Elevation D. Deed Book 10-Water Meter O. R.-Official Records Book 04 -Water Valve P. B. -Plat Book V-Fire Hydrant Pg.- Page RC® -Reclaimed Water Meter Jev. - Elevation RIC04-Reclaimed Water Volvo Cone. - Concrete Cable Box 8P - Brick Paver m -Telephone Box SW - Sidewalk E -Electric Box FFE - Finished Floor Elevation 0 -Utility Pole Cl - Curb Inlet Guy Pole GTI - Grate Top Inlet Light Pole P. U.E.-Public Utility Easement f--Guy Anchor RCP - Reinforced Cone. Pipe OU--Overhead Utilities PVC - Polyvinyl Chloride 0 -Storm Sewer Manhole NCS - No Comer Set (Falls in Water) m -Sanitary Sewer Manhole SF - Square Feet EHHo -Electric Handhole D. U.E.-Drainage/Utility Easement COO -Clean Out FMGO- MAG NAIL & DISK XVD4-Irrigation Control Valve P. K.-Parker Kolon Nail i° -Sign SIR - Set 1 /2' Iron Rod L87768 W04-Cote Water Valve SPKD - Set P.K. & Disk L87768 JR-Gas Meter FIR -Found 1/2' Iron Rod L87768 1 . -Existing Grade FIP - Found 1/2' Iron Pipe L87768 01-81ow-off Valve FPKD- Found P.K. Nail & Disk L87768 -.-Drainage Flow Direction FCM - Found 4'x4' Concrete 10.0 -Proposed Design Grade Description I Date I Dwn.ICk'd I P.C.IOrder No. WYNDHAM PRESERVE LOT 71 PB 81, PG 93) LOT 70 118. 97' 45. 3 I STORY RESIDENCE 7.0 3954 NIGHT HERON z nODRIVE 7. 0 FFE= 23.26' CO S89' 43 LOT 72 SURVEY NOTE: NO SOD AT TIME OF SURVEY SMGD I I®WAf 1 25. 31 o CONC I WALK z O o N w VI l 1 25. 3' P\ _ _ I DUKENSION NOTE: Proposed building dimensions shown hereon are of the exterior SURVEYOR' S NOTES: 1. Current title information on the subject property had not been fumished to GeoPoint Surveying, Inc. at the time of this survey, and is subject to title review and/or abstract. GeoPoint Surveying, Inc. makes no representations or guarantees pertaining to easements, rights - of -way, set bock lines, reservations, agreements, and other similar matters. 2. This survey is limited to above ground visible improvements, and that nothing below the ground was located Including, but not limited to foundations (footings), utilities, etc. 3. Elevations shown hereon are in feet and are referenced to the NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29). 4. This Survey Is subject to matters shown on the plat of DHAM PRESERVE', City of Sanford Seminole County, Florida. 5. Additions or Deletions to survey maps or reports by other than the signing party or parties Is prohibited without the written consent of the signing party or parties. S. This survey is intended to be displayed at 1' 20'. 7. All boundary line dimensions are field measured unless otherwise noted. I I PCP Co o: U z 1 0 w a N AQ go o aoa: I3 t! z 0:alta x 0v p Oz Z SMGD 25.0 N 89'43 jPCP BUILMING LAYOUT NOTE: Contractor and owner are to verify all setbacks, building dimensions, and layout shown hereon prior to any construction, and immediately advise GeoPoint Surveying, Inc. of any deviation from information shown hereon. Failure to do so will be at user's sole risk. PREPARED FOR: ASHTON WOODS FLOOD ZONE: The property shown hereon is on the Federal Emergency Management Agency's Flood Insurance Rate Map Panel Number 12127C-0765H. in Flood Zone G' DESCRIPTION: LOT 71, according to the plat of WYNDHAM PRESERVE" as recorded in Plat Book 81, Page 93 of the Public Records of Seminole County, Florida Last Date of Field Survey-, OS 25 18 555 Winderley Place, Suite 109 This certifies that a survey of the hereon described property Maitland, FL 32751 was made under my supervision and meets the Standards of Phone: (321) 270-0440 Practice set forth by the Florida Board of Professional Fax: (813) 248-2266 Surveyors do Mappers in Chapter 5J-17, Florida Administrative Licensed Business No. LB 7768 code, pursuant to Section 472.027, Florida Statutes. e / GeoPoint Surveying, Inc. J es D. Leviner LS6915 Drawn: RCA Checked:JDL P.C.: Data FlIe:BfiesonEast-plat FLORIDAPROFESSIONAL SURVEYOR do MAPPER N0. .................. Date: 05/29/18 Dwg: &haonEaat-1ot71 Order No.: NOT VAUD WITHOUT THE SIGNATURE AND THE ORIGINAL DAICen eeei ne e n nDms i ireueen ci ICRXVAD sun ueoaro SFr. 17 - TWN. 9n c: - RNG. 31 F. FialA Rle• n ENVIRONMENTS FOR iv; SITE 10: 373M LOT: 71 BLOCK HOUSE: 3954 STREET: NIGHT HERON DR CRY: SANFORD STATE FL ZIP: 32771 COUNTY: SEMINOLE ACCOUNT! 909STAFL BUILDER: STARLIGHT HOMES SUBDIVISION: VVYNOHAM PRESERVE COMMUNITY: WA PLAN: NOP 10I19B017 PROGRAM: HERS1100% TESTER: EFL IECC: 2009 CUMATE ZONE: PROPERTY ONMER: PROPERTY ADDRESS: 39M NIGHT HERON OR, SANFORD. FL 32"l TEST: BLOMAR DOOR RESULT: PASS TESTER: Om RovoOe DATE: 05R44019 TEST NAME CORRECTION NEEDED BUILDER VERIFIED RATER VERIFIED WA 5.1 Atbc Access Penes(fully askated and insulated) x 5.2 Attic dim Stair(fully asksted and insulated) x 5 ! Recessed Lighfing Fixtures (ICAT labeled and enled to d ll x 5.5 Whotanouse Fin insulated gasketed to the opening x 7.3 Freslt air venttlabon installed per program s scs x Blower Door SO Term BO Actual Room Prasswa Test BUILDING ORIENTATION PROGRAM VOLUME U. CODE VOLUME CU. PROGRAM SHELL CODE SHELL E 90 WA II,470 0 0 PROGRAM CFM 50 000E CFM 50 PROGRAM ACH 50 CODE ACH 50 PROGRAM of S11a0 CODE at Shell 0 1,515 7 979 a.05 meow* Mat SArtn 0 Bdnn 2 0 Bdrm 3 0 Brim 6 0 Rtn 1 0 Rm 3 0 O91w Berm I 0 Rm 2 0 CO aladars Etwt& Star OuaRW T Eff6sm Ulftft P 7 50 or> Of Mattlwllad Ugft Must Be CFL Or LEO Low flow Faualo, Tollete 4W prowarnmeme TMmmtra x GMled Green Prepom Level Rotpdm VWAI Inspecllon IeaeAanNMI tlorn Location manufammemama ModelM Model aQ Model03 Model M1 WATERHEATERGARAGEAOSMITHENT501102 WATER HEATER 3 MWATER HEATER 4 WATER HEATER 1 FURNACE SYSTEM 1 HVAC OUTDOOR UNIT OUTSIDE CARRIER CH14NO024 SYSTEM 1 HVAC INDOOR COIL SYSTEM 1 MVAC AMU (HEAT PUMP INTERIOR CARRIER FBICNP030 SYSTEM 2 FURNACE SYSTEM 2 HVAC OUTDOOR UNIT SYSTEM 2 HVAC INOOOR COIL SYSTEM 2 HVAC AMU (HEAT PUMP SYSTEM 3 FURNACE SYSTEM 3 MVAC OUTDOOR UNIT SYSTEM 3 HVAC INDOOR COIL SYSTEM 3 HVAC AMU (HEAT PUMP SYSTEM FURNACE SYSTEM 4 HVAC OUTDOOR UNIT SYSTEM a MVAC INDOOR COIL SYSTEM 4 HVAC AMU (HEAT PUMP) BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS AS DESIGN • VALUES AS BUILT • VALUES COMMMENT a OF BEDROOMS REM NA NA CEILING FLAT REM NA NA SEALED ATTIC REM NA NA VAULTED CEILING REM NA NA FOUNDATION WALLS REM NA NA EXPOSED FLOOR REM NA NA ABOVE GRADE WALLS REM NA NA DUCT SUPPLY R•VALUE(REM) NA NA DUCT RETURN R•VALUE REM NA NA TEST: BLOWER DOOR RESULT: PASS TESTER: DMRevWs DATE: 05242016 BUILDING SPECIFICATIONS BUILDING CHARACTERISTICS ASDESIGN -VALUES AS BUILT -VALUES OOMMMENT PROGRAMMABLE THERMOSTATS(PROF) YES WATER HEATER TYPE PRIF WATER HEATER FUEL TYPE PRIF WATER NEATER SIZE, EFFICIENCY 4 LOCATION PRIF INFILTRATION HOUSE LKG ACH REM NA H ' 4.05 C : 4.05 ACH 50 Pascals FRESH AIR VENTILATION TYPE PRIF VENTILATION FAN MANUFACTURER REM NA NA VENTILATION FAN MODEL A REM NA NA VENTILATION FLOW REQUIRED REM NA NA VENTILATION EOUIP. RATED CFM REM NA NA VENTILATION R OF FANS REM NA NA VENTILATION TIME- HRSIDAY SPECIFIED REM NA NA VENTILATION TIME SET BY HVAC CONTRACTOR - MINUTES PER HOUR PRIF FRESH AIR VENTILATION FAN WATTS REM NA NA MEASURED FAN WATTS OR PER MANUFACTURER'S SPECS PRIF INTERIOR % Of CFVS PRIF DISHWASHER PRIF REFRIGERATOR PRIF FOUNDATION TYPE (PRIF) SLAB TYPE PRI SLAB AREA PRIF SLAB DEPTH PRIF SLAB FULL PERIMETER PRIF SLAB GRADE PRIF FLOW RING PRI HEATING REM NA NA COOLING REM NA NA AIR - SOURCE MP REM NA NA WATER HEATING (REM) INA I NA TEST: DUCT BLASTER RESULT: PASS TESTER: OM R4veM DATE: 05242014 TOTAL CONDITIONED FLOOR AREA 1 0 1,551 CFA 80 FT) DUCT LEAKAGE TO OUTSIDE % TARGET TOTAL DUCT LEAKAGE % TARGET SYSTEM 1 80 FT. SERVED (CFA) 0 1,551 POST CONSTRUCTION SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 0 124 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE 45 SYSTEM 1 DUCT LEAKAGE TO OUTSIDE Infinlly% 3 09% CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 1 TOTAL DUCT LEAKAGE 0 t55 SYSTEM 1 TOTAL DUCT LEAKAGE SYSTEM 1 TOTAL DUCT LEAKAGE (% OF N4N% 0.00% CFM25)TARGET (CFM25)ACTUAL CFA)ACTUAL SYSTEM 2 80 FT. SERVED (CFA) 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE 0 0 SYSTEM 2 DUCT LEAKAGE TO OUTSIDE SYSTEM 2 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 2 TOTAL DUCT LEAKAGE 0 0 SYSTEM 2 TOTAL DUCT LEAKAGE SYSTEM 2 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET (CFL125) ACTUAL CFA) ACTUAL SYSTEM 5 60 FT. SERVED (CFA) 0 0 SYSTEM 5 DUCT LEAKAGE TO OUTSIDE SYSTEM 5 DUCT LEAKAGE TO OUTSIDE SYSTEM 5 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM25) ACTUAL (% OF CFA) ACTUAL SYSTEM 5 TOTAL DUCT LEAKAGE SYSTEM 5 TOTAL DUCT LEAKAGE SYSTEM 3 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET ° ° (CFM25)ACTUAL CFA)ACTUAL SYSTEM 4 80 FT. SERVED (CFA) 0 0 SYSTEM / DUCT LEAKAGE TO OUTSIDE SYSTEM 4 DUCT LEAKAGE TO OUTSIDEF SYSTEM 4 DUCT LEAKAGE TO OUTSIDE CFM25) TARGET ° ° (CFM25)ACTUAL (% OF CFA) ACTUAL TEST: OUCT BLASTER RESULT: PASS TESTER: Ong RMM DATE: OS242018 SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE SYSTEM 4 TOTAL DUCT LEAKAGE (% OF CFM25) TARGET 10101 (CFM25) ACTUAL CFA) ACTUAL RUILOINO SPECIFICATIONS BUILDINOCKVtAC7ERISTICB ASDESIGN•VALUEB ASBUILT• AWES DUCT LEAKAGE TO OUTSIDE REM NA 'iFAtON1`1 W y Ill- CF,M25,/lCFA , ,'IM: TOTAL DUCT LEAKAGE REM NA MPAPUtt` r' 0 1i,RM 5 / SAWA- riG , :1 FLOW RING PRIF FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Form R405 Duct Leakage Test Report Performance Method Project Name: Wyndham Preserve Builder Name: Starlight Homes Street: 3954 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: Jurisdiction: Duct Test Time: Post Construction Kurt I pakanP TPgt RPqultq CFM25 Duct Leakage Test Values Line System Outside Duct Leakage 1 System 1 48 cfm25(Out) 2 System 2 cfm25(Out) 3 System 3 cfm25(Out) 4 System 4 cfm25(Out) 5 Total House Duct System Sum lines 1-4 48 Leakage Divide by 1551 Total Coe4daled Floor Area) 0.0309 (Qn,Out) I hereby certify that the above duct testing performance results demonstrate compliance with the Florida Energy Code requirements in accordance with Section R403.2.2. Rafter ew Record: Printed Name: RESNET S, Date: 05/24/2018 Dig italbb aipned by 0eve Re"lle Oa1e• 901E.052e 17.09.e5 E0T CN.Dua Revelle. O.TOPS.Ad Home Services, OU. EMAILADORESS=deva.rava9e Olopbuild.CoM. C.US Dave Revelle 4311088 Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by an energy rater certified in accordance with Section 553.99, Florida Statutes. Building Oflidal: Date: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feel free to contact me with any questions. 37376BEFL r FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: WYNDHAM PRESERVE Builder Name: STARLIGHT HOMES Street: 3954 Night Heron Dr Permit Office: City, State, Zip: Sanford, FL 32771 Permit Number: Design Location: 3954 Night Heron Dr (Lot 71) Jurisdiction: Cond. Floor Area: 1551 Cond. Volume: 14470 Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): 979 Cinnla — M, dti Pnint Tact Mato HOUSE PRESSURE FLOW: 1 50 Pa 979 cfm 2 0 Pa 0 cfm 3 0 Pa 0 cfm 4 0 Pa 0 cfm 5 0 Pa 0 cfm 6 Pa cfm ELA: 54 EgLA: 127 ACH: 4.06 SLA: .03 ACH(50) ' : 4.06 For prescriptive projects, tested leakage must be <=7 ACH(50). For performance projects, tested leakage must be <= the ACH(50) shown on Form R405.2014 for this project. R402.4.1.2 Testing.The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written reportof 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 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration 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: Dave Revelle Date: 05/ 24/2018 Digitally signed by Dave Revelle Date: 2018.05.24 17:09:47 EDT CN= Dave Revelle, O=TopBuild Home Services, OU, EMAILADDRESS= dave.revelle Gtopbuild. com, C=US Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individuals licensed as set forth in Section 489. 105(3)(f), (g), or (i) or 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: Thank you for allowing TopBuild the opportunity to provide the above services for you. Please feet free to contact me with any questions. 10/ 2612017 37376BEFL