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485 Red Rose Ln 14-1951; NEW HOMECOUNTY OF SEMINOLE 9 SIMPACTFEESTATEMENT STATEMENT NUMBER: 17100004 DATE: July 06, 2017 v/ %JBUILDINGAPPLICATION #: 17-10000425 0 BUILDING PERMIT NUMBER: 17-10000425 UNIT ADDRESS: RED ROSE LN 485 21-19-30-510-0000-3030 4 lY1 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: TAYLOR MORRISON OF FL INC ADDRESS: 2600 LAKE LUCIEN DR ##350 MAITLAND FL 32751 LAND USE: THORNBROOKE PH 4 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 485 RED ROSE LANE THORNBROOKE PH 4 LOT 303 SFR FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 SCHOOLS CO -WIDE ORD 1.000 dwl unit 54.00 Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT^ RECEIVED BY: -`` I V S GNATUR PLEASE PRINT NAME) l _ 7 DATE: 1 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT I3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT U r 0 NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. Parcel ID Number:2j -19-30- -SJ -0000- - 3 0 Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GR('INT I'1fiLOY7 SEMINOLE COUNTY CI._ERli'. OF CIRCUIT COURT & COMPTROLLER BK 894.9 P9 65 (1P9-s) CLERK'S Y 2017OL9104 RECORDED 117/07/2017 03:24-515 PM a EES '1.10.00 RECORDED BY hdevorn The undersigned hereby gives notice that improvements will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. l . Description of property : LOT,( Legal Description : Thornbrooke Phase according to the plat thereof, as recorded in Plat Book Pag of the public records of Seminole County, Florida. Addresses : (J Aa 4 Sanford FL 2. General description of improvements : Single Family Home Owner information : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 4. Fee Simple Title Holder : N.A. 5. Contractor name and address : Name Taylor Morrison of Florida Inc. Address 2600 Lake Lucien Drive Suite 350, Maitland, FL 32751 6. Surety: N.A. 7. Lender: N.A. 8. Persons within the State of Florida designated by the Owner upon whom notices or other documents may be served as provides by 713.13(1)(a)7., Florida Statutes: N.A. 9. In addition to himself, Owner designates the following to receive a copy of the Lienor's Notice as provided in 713.13(1)(b), Florida Statutes. N.A. 10. Expiration date of notice of commencement: One year from the date of recording. WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTENT TO OBTAIN FINANCING, CONSULT YOUR LENDER OT ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 11. Date Signed Signature of Owner's Agent : Z4w J106n Asa Wright Taylor Morrison of Florida In . Sworn to and subscribed before me this by John Asa Wright w ersonally known to me. Notary Public DA Clark'e0 My commission expires 6/27/19 C[RTi'rIE Ja„ aN C ERK GS tI No E F 209-1 Signature: 0 ®o,. U * 4 E N UN , FLC?RICE1 q 0 2017 r o Ate oFF` 6YGePUTY... FORM R405-2014 RECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot303ThornbrookeDarlingtonAGRN Builder Name: Taylor Morrison p Street: l i Kd f La wt. Permit Office: S tn +Pase City, State, Zip: FL , sa h Permit Number:# 1 7 - 1 9 5 1 UOwner: Design Jurisdiction: 691500 Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (3137.2 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1480.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1480.00 ft2 6. Conditioned floor area above grade (ft2) 2582 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. R= ft2 11. Ducts R ft2 7. Windows(369.8 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.82 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.731 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 66.06 Glass/ Floor Area: 0.143 P/,ASS PASSTotal Baseline Loads: 76.65 1 hereby certify that the plans and specifications covered by Review of the plans and 114E ST.gh this calculation are in compliance with the Florida Energy specifications covered by this voO Code. - calculation indicates compliance tyf„f'* with the Florida Energy Code. urtz, •„ O w PREPAREDBY: Before construction is completed n DATE: 6/-14/-1_7 this building will be inspected for compliance with Section 553.908 1 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. C©I? WE OWNER/ AGENT:AT7 DATE: _ +{ BUILDING OFFICIAL: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 6/ 14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot303ThornbrookeDarlington Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2582 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlatBook: Builder Name: Taylor Morrison Rotate Angle: 0 Street: Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Family Type: Single-family FL , New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL ORLANDO INTL AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1467 13643.1 2 Blockl 1115 10035 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1st Floor 1467 13643.1 Yes 5 1 1 Yes Yes Yes 2 2nd Floor 1115 10035 No 0 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 13 ft2 19 0 0 1 2SIab-On-Grade Edge Insulatio 1st Floor 147.4 ft 0 1467 ft' 0.5 0 0.5 3 Floor Over Other Space 2nd Floor --_- ---- 1102 ft2 0 0 0 1 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1655 ft2 370 ft2 Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1480 ft2 Y N 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 38 Blown 11 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 38 Blown 1469 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below V # Ornt To Wall_T-ype Space R-Value_-Ft-_lo F_t--In- Area R-Value-Fraction-Absor..-Grade%_ 1 W Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 2 W Exterior Concrete Block - Int Insul 1st Floor 11 54 6 9 4 508.7 ft2 0 0 0.6 0 3 S Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 4 S Exterior Concrete Block - Int Insul 1st Floor 11 30 0 9 4 280.0 ft2 0 0 0.6 0 5 E Exterior Frame - Wood 2nd Floor 13 54 6 9 0 490.5 ft2 0 0.23 0.6 0 6 E Exterior Concrete Block - Int Insul 1st Floor 11 52 6 9 4 490.0 ft2 0 0 0.6 0 7 NE Exterior Concrete Block - Int Insul 1st Floor 11 4 11 9 4 45.9 ft2 0 0 0.6 0 8 N Exterior Frame - Wood 2nd Floor 13 30 0 9 0 270.0 ft2 0 0.23 0.6 0 9 N Exterior Concrete Block - Int Insul 1st Floor 11 5 6 9 4 51.3 ft2 0 0 0.6 0 10 Garage Frame - Wood 1st Floor 13 25 9 9 4 240.3 ft2 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood 1st Floor None 25 2 8 8 21.3 ft2 2 NE Wood 1st Floor None 25 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 W 1 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 W 2 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 3 S 3 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 S 3 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 S 4 Vinyl Low-E Double Yes 0.34 0.31 58.6 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 6 S 4 Vinyl Low-E Double Yes 0.58 0.32 64.0 ft2 11 ft 0 in 0 ft 0 in None None 7 E 5 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 E 5 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 E 6 Vinyl Low-E Double Yes 0.34 0.31 5.3 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 10 E 6 Vinyl Low-E Double Yes 0.34 0.31 12.8 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 11 E 6 Vinyl Low-E Double Yes 0.34 0.31 39.1 ft2 1 ft 0 in 11 ft 6 in Drapes/blinds None 12 N 8 Vinyl Low-E Double Yes 0.34 0.31 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area Ceiling Area 455 ft2 455 ft2 Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 64 ft 8 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1973.2 108.32 203.72 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 2 Electric Heat Pump Electric Heat Pump Split Split HSPF:8.5 21.8 kBtu/hr 1 HSPF:8.5 21.8 kBtu/hr 2 sys#1 sys#2 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 2 Central Unit Central Unit Split Split SEER: 16 25.2 kBtu/hr cfm 0.75 1 SEER: 16 25.2 kBtu/hr cfm 0.75 2 sys#1 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 2 Attic 6 293.4 ft Attic 6 223 ft2 Attic 2nd Floor 73.35 ft Default Leakage 2nd Floor (Default) (Default) 55.75 ft Default Leakage 2nd Floor (Default) (Default) 1 1 2 2 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Feb Mar A r [ May Xj Jun Jul Aug Se Oct Nov Dec Heating lX Jan f X Feb lX Mar l Apr [ May Jun rl Jul xl AuSep Oct Nov Dec Ventin Jan [ Feb X Mar A r [ Ma Jun Jul Aug Se Oct X 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 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 86 The lower the EnergyPerformance Index, the more efficient the home. FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1480.00 ft' 6. Conditioned floor area (ft') 2582 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft2 a. U-Factor: Dbl, U=0.34 305.82 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 SHGC: SHGC=0.31 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 b. U-Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 25.2 SEER:16.00 SHGC: b. Central Unit 25.2 SEER:16.00 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.731 ft. b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average SHGC: 0.312 8. Floor Types Insulation Area 14. Hot water systems 2 a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft EF: 0.95 b. Floor Over Other Space R=0.0 1102.00 ft2 c. other (see details) R= 13.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building E 5 Construction through the above energy saving features which will be installed (or exceeded) 0F x r TE in this home before final inspection. Otherwise, a new EPL Display Card will be completed <v4 based on installed Code compliant features. 0 Builder Signature: _ Date: Address of New Home: 5 eld 963-{ CQ pLe_ City/FL Zip:•#, Coo W's 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. 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 QDEL-AIR' Manual S Compliance Report HEATING • AIR CGNDMOING a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot303ThornbrookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 18871 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 3995 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 22866 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 20374 Btuh 108% of load Latent capacity: 2615 Btuh 65% of load Total capacity: 22988 Btuh 101% of load SHR: 89% Design Conditions Outdoor design DB: 41.7°F Heat loss: 17779 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 126% of load Capacity balance: 36 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 5.0 kW 95% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. wri htsoft" 2017-Jun-14 08:21 02 9 Righl-Suite® Universal 2017 17.0.16 RSU24011 Page 1 14CC l...IingtonAGRN\Lot303Thorn brookeDarlingtonAGRN.rup Calc = MJ8 House faces: N RDEL-AIR Manual S Compliance Report HUTwc - AM NNEIMNINB ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Design Conditions Job: Lot303ThornbrookeDarli... Date: 6/4/2014 By: FJF Outdoor design DB: 92.50F Sensible gain: 15240 Btuh Entering coil DB: 78.0°F Outdoor design WB: 76.3°F Latent gain: 2943 Btuh Entering coil WB: 63.9°F Indoor design DB: 75.0°F Total gain: 18183 Btuh Indoor RH: 50% Estimated airflow: 840 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230'++TDR Actual airflow: 840 cfm Sensible capacity: 17327 Btuh 114% of load Latent capacity: 3450 Btuh 117% of load Total capacity: 20777 Btuh 114% of load SHR: 83% 0 0 Design Conditions Outdoor design DB: 41.7°F Heat loss: 13375 Btuh Entering coil DB: 69.0°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-024-230-19+CBA27UHE-024-230*++TDR Actual airflow: 840 cfm Output capacity: 22420 Btuh 168% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 840 cfm Output capacity: 3.5 kW 88% of load Temp. rise: 13 °F Meets are all requirements of ACCA Manual S. Capacity balance: 29 °F Economic balance: -99 °F 2017-Jun-14 08:21:02 wrightsoftx Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 2 14CC% 9 IingtonAGRN\ Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJS House faces: N Job: Lot303ThornbrookeDarli... R v EL Component Constructions Date: 6/4/2014 flUnNG- AIR CMI)MONDIG Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain h2 Btuh/ft-F V-T/Btuh Btu hM Btu Btuh/ft2 Btu Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum n 51 0.095 7.5 2.69 138 1.67 86 board int fnsh ne 24 0.095 7.5 2.69 63 1.67 39 e 433 0.095 7.5 2.69 1163 1.67 721 s 158 0.095 7.5 2.69 424 1.67 263 w 470 0.095 7.5 2.69 1263 1.67 783 all 1135 0.095 7.5 2.69 3051 1.67 1892 Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium, 1 ft overhang (3.17 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium, 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 218 0.091 13.0 2.58 562 1.44 315 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 wri htsoft' 2017-Jun-14 08:21:02 9 Righl-Suite@ Universal 2017 17.0.16 RSU24011 Page 1 ICCA _.lingIonAGRN\Lol303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces N 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 39 0.340 0 9.62 374 30.4 1180 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s 58 0.340 0 9.62 561 12.2 708 overhang (6.3 ft window ht, 11.5 ft sep.), 6.67 ft head ht w 39 0.340 0 9.62 374 30.4 1180 all 136 0.340 0 9.62 1308 22.6 3067 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s 64 0.580 0 16.4 1050 16.8 1078 gap, 1/8" thk; NFRC rated (SHGC=0.32); 11 ft overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type ne 23 0.390 0 11.0 250 12.0 272 n 22 0.390 0 11.0 243 12.0 264 all 45 0.390 0 11.0 493 12.0 536 Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2" 1482 0.026 38.0 0.74 1090 1.15 1705 gypsum board int fnsh Floors 20P-19t: Fir floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 13 0.050 19.0 1.41 18 0.71 9 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 0 0 wri htSOft" 2017-Jun-14 08: ge 2 g Right-SuiteU Universal 2017 17.0.16 RSU24011 Page 2 IingtonAGRN\Lot303ThornbrookeDarling IonAGRN.rup Calc = MJ8 House laces: N DEL-AIRComponent Constructions Job: Lot303ThornbrookeDar1i... Date: 6/4/2014 HEATING - AIR CONDITIONING ahu 1 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Location: Indoor: Heating Cooling Orlando Intl AR FL, US Indoor temperature (OF) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 281N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 17 (M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area LI-value Insul R Htg HTM Loss Clg HTM Gain V Btuh/ftl-°F ft2-0F/Btuh BtuhW Btu Btuh/M Btu Walls 13A-7.5ocs: Blk wall, stucco ext, r-9 ext bd ins, 8" thk, 1/2" gypsum n 51 0.095 7.5 2.69 138 1.67 86 board int fnsh ne 24 0.095 7.5 2.69 63 1.67 39 e 433 0.095 7.5 2.69 1163 1.67 721 s 158 0.095 7.5 2.69 424 1.67 263 w 470 0.095 7.5 2.69 1263 1.67 783 all 1135 0.095 7.5 2.69 3051 1.67 1892 Partitions 12C-Osw: Frm wall, r-13 cav ins, 112" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk, NFRC rated (SHGC=0.31), 50% drapes, medium; 1 ft overhang (3.17 ft window ht, 11.5 If sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (4.2 ft window ht, 11.5 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, cir low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft s overhang (6.3 ft window ht, 11.5 ft sep.); 6.67 It head ht w all 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" s gap, 1/8" thk, NFRC rated (SHGC=0.32); 11 It overhang (8 ft window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type ne n all 218 0.091 13.0 2.58 562 1.44 315 5 0.340 0 9.62 51 30.4 160 13 0.340 0 9.62 125 30.4 393 39 0.340 0 9.62 374 30.4 1180 58 0.340 0 9.62 561 12.2 708 39 0.340 0 9.62 374 30.4 1180 136 0.340 0 9.62 1308 22.6 3067 64 0.580 0 16.4 1050 16.8 1078 23 0.390 0 11.0 250 12.0 272 22 0.390 0 11.0 243 12.0 264 45 0.390 0 11.0 493 12.0 536 Ceilings 16CR-38ad: Attic ceiling, asphalt shingles roof mat, r-38 ceil ins, 112" 12 0.026 38.0 0.74 9 1.15 14 gypsum board int fnsh wri htsoft' 2017-Jun-14 08:21:02 C 9 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 IingtonAGRN\Lof303ThornbrookeDarlinglonAGRN.rup Calc - MJ8 House faces: N Floors 22A-tpl: Bg floor, light dry soil, on grade depth 147 0.989 0 28.0 4126 wri htsoft 2017-Jun-14 08:21:02 Q Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 4 IingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N EL - Component Constructions Job: Lot303ThornbrookeDarli... Date: 6/4/2014 HEATING • AIR CONDrr10NING ah u 2 By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison e o e Location: Indoor: Heating Cooling Orlando Intl AP, FL, US Indoor temperature (°F) 70 75 Elevation: 95 ft Design TD (OF) 28 18 Latitude: 280N Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 46.4 Dry bulb (OF) 42 93 Infiltration: Daily range (°F) 17 ( M) Method Simplified Wet bulb (°F) 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft Btuh/ft-l' ft'-°F/Btuh Btu h/W Btu Btuh/W Btu Walls 12C-Osw: Firm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int n 240 0.091 13.0 2.58 618 2.34 562 fnsh, 2"x4" wood frm, 16" o.c. stud e 470 0.091 13.0 2.58 1209 2.34 1100 s 200 0.091 13.0 2.58 515 2.34 469 w 461 0.091 13.0 2.58 1186 2.34 1079 all 1370 0.091 13.0 2.58 3528 2.34 3210 Partitions none) Windows 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.31), 50% drapes, medium; 1 it e overhang (5 ft window ht, 1 ft sep.); 6.67 ft head ht s s w all 2A-2ov: 2 glazing, clr low-e outr, air gas, vnl frm mat, clr innr, 1/4" gap, e 1/8" thk, NFRC rated (SHGC=0.31); 50% drapes, medium; 1 it overhang (3 ft window ht, 1 ft sep.); 6.67 ft head ht Doors none) Ceilings 16CR-38ad: Attic ceiling, asphalt shingles root mat, r-38 cell ins, 1/2" gypsum board int fnsh Floors 20P-19t: Flr floor, frm flr, 12" thkns, r-19 cav ins, gar ovr 30 0.340 0 9.62 289 10.6 317 15 0.340 0 9.62 144 30.4 455 30 0.340 0 9.62 289 10.8 323 40 0.340 0 9.62 385 10.8 431 30 0.340 0 9.62 289 30.4 911 145 0.340 0 9.62 1395 16.8 2438 6 0.340 0 9.62 58 30.4 182 1469 0.026 38.0 13 0.050 19.0 0.74 1081 1.15 1690 1.41 18 0.71 9 t 2017-Jun-14 08:21:02 wri htsoftRight-Suite@ Universal 2017 17.0.16 RSU24011 EGA Page 5 IingionAGRN\Lot303Thornbrooke0arlingtonAGRN.rup Calc = MJ8 House faces: N letwiniormtitic For: Taylor Morrison Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 IF Inside db 75 OF Design TD 28 OF Design TD 18 IF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22564 Btuh Structure 20588 Btuh Ducts 8589 Btuh Ducts 13523 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 31154 Btuh Use manufacturer's data y Rate/swing multiplier Equipment load 1.00 34111 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4164 Btuh Ducts 2774 Btuh Central vent (0 cfm) 0 Btuh Heating Cooling BtuhArea (ft2) 2582 2582 Equipment latent load 6938 Volume (ft3) 26929 26929 Air changes/hour 0.41 0.21 Equipment total load 41049 Btuh Equiv. AVF (cfm) 184 94 Req. total capacity at 0.70 SHR 4.1 ton Heating Equipment Summary Cooling Equipment Summary Make n/a Make n/a Trade n/a Trade n/a Model n/a Cond n/a AHRI ref n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 08:21:02 wri htsoft' g Right -Suite® Universal 2017 17.0.16 RSU24011 Page 1 MCA...IingionAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N For: Taylor Morrison Winter Design Conditions Outside db Inside db Design TD 42 OF 70 OF 28 OF Heating Summary Structure 13487 Btuh Ducts 4292 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 17779 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Cooling Area (ft2) 10 146g Volume (ft3) 13706 13706 Air changes/hour 0.38 0.20 Equiv. AVF (cfm) 87 45 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AH R I ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 36 OF Backup: 8.5 HSPF 21800 Btuh @ 470F 24 OF 840 cfm 0.047 cfm/Btuh 0.30 in H2O Input = 5 kW, Output = 16909 Btuh, 100 AFUE Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 12109 Btuh Ducts 6762 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier Equipment sensible load 1.00 18871 Btuh Latent Cooling Equipment Load Sizing Structure 2608 Btuh Ducts 1387 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 3995 Btuh Equipment total load 22866 Btuh Req. total capacity at 0.75 SHR 2.1 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230 ++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.83 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Jun-14 0821 :02TWrightso'ft" Right -Suite® Universal 2017 17.0.16 RSU24011 Page 2 14CCk...lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N tl Project Summary HEATING AERt NDiTIR ah(/ 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Winter Design Conditions Outside db 42 IF Inside db 70 IF Design TD 28 OF Heating Summary Structure 9078 Btuh Ducts 4297 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 13375 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 0 Heating Coolingg Area (ft2) 1115 1115 Volume (ft3) 13223 13223 Air changes/hour 0.44 0.22 Equiv. AVF (cfm) 97 49 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-024-230-19 AHRI ref 10258598 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 29 IF Backup: 8.5 HSPF 21800 Btuh @ 47°F 24 OF 840 cfm 0.063 cfm/Btuh 0.30 in H2O Input = 3 kW, Output = 11784 Btuh, 100 AFUE Job: Lot303ThornbrookeDarli... Date: 6/4/2014 By: FJF Summer Design Conditions Outside db 93 IF Inside db 75 OF Design TD 18 IF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 8479 Btuh Ducts 6761 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 15240 Btuh Latent Cooling Equipment Load Sizing Structure 1556 Btuh Ducts 1386 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 2943 Btuh Equipment total load 18183 Btuh Req. total capacity at 0.75 SHR 1.7 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-024-230-19 Coil CBA27UHE-024-230'++TDR AHRI ref 10258598 Efficiency 13.5 EER, 16 SEER Sensible cooling 18900 Btuh Latent cooling 6300 Btuh Total cooling 25200 Btuh Actual air flow 840 cfm Air flow factor 0.055 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wrl htsoft 2017-Jun-14 08:21:02 g Right -Suite® Universal 2017 17.0.16 RSU24011 Page 3 iCR...IingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N ci Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft", 2017-Jun-14 08:21:02 AGCA Right-Suile(D Universal 2017 17.0.16 RSU24011 Page 1 lingtonAGRN\Lot303ThornbrookeDarlinglonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet HUT6t -Amcomnomms Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Jun-14 08:21:02 ACCA Right -Suited Universal 2017 17.0.16 RSU24011 Page 2 ling IonAGRN\Lot303ThornbrookeDarling IonAGRN.rup Calc = MJ8 House faces: N PDEL-AIR Right-JO Worksheet MAnK8 - AM COUMMUG ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303Tho rn broo keDarli ngt Date: 6/4/2014 By: FJF 1 Room name ahu 1 mstr rm 2 Exposed wall 147.4 it 42.0 It 3 Room height 9.3 it 9.3 it heal/cool 4 Room dimensions 17.0 x 15.5 It 5 Room area 1469.0 it2 263.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (I t2) Load number BtUI1/ft2'F) Btuh/ft2) or perimeter it) 13t h) or perimeter f t) 13tuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t-G 12COsw;"-, 2A-2-ov 0 091 Vi4f) n'' n 0:00 - 0.00 0.0U* 0.00 o 0 0 0 0 0 0 0 0 0 0 W 13A-7.5ocs 0.095 n 2.69 1.67 51 51 138 86 0 0 0 0 11 D T-A-73 5ocs,. '4_" Mv 11DO sw 0'095 0*390 ne ne 2, 69 0411, 1.67 11.99 46 8 24 23 63 250 39 272, 0 0 0 0 0 1 Y(f- 0 2A-20" 2A _2ov 0.091 0.340 0.340 e e e 0.00 0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A7'56cs 095 - 95 1';67, 490 433 1163 721 159 159 426 264 2A-26Q)` 2A" 2ov 2k2ov.-,` 0.340 0.340 0.340 e e', gi62 9.62 9.62 30.36 30.36 5 13 9 41'0 O 51 f 125 374 160 393 0 0 0 0 0 0 0 0 0 0 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 2B-2fv 0.340 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-7.5ocs "1' 2A-2 2A-2ovd 0.095 s 2.69 9.62 16.41 11.67 0205 11; 280 58 64 158 28 424 561 pg" 1050 263 708 v, 07,B 145 58 0 86 0 0 232 561 0 144 708 0 12C-Osw 091 w 0.00 0.00 0 0 0 0 0t-G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 PI 12C-Osw 11DO 7,-0.095 4.0 0.091 0.390 n 2.,'69 2.58 11.04 1.44 11.99 508 240 22 70 6 218 22 M 562 243 7_8.01 315 264 89 0 89 0_ 0 Q 238 148 0 0 C "I 0:026 1-2 9 14 001 0' 0 0 F 20P-19t 0.050-- 0 0-0 0 0 0 0 0 0 6 c) AED excursion 0 98 Envelope loss/gain 10776 7456 2633 1 1166 12 a) Infiltration b) Room ventilation 2711 0 859 0 772 0 245 0 13 Internal gains: Occupants @ 230 Appliances/other 6 1380 2415 1 230 600 Subtotal (lines 6 to 13) 13487 12109 3405 2241 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 320% 56% 0 0 0 13487 4292 0 0 0 12109 6762 320% 56% 0 0 0 3405 1084 0 0 0 2241 12511 Total room load Air required (cim) 17779 840 18871 8401 4489 212 3492 155 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvriiqhtsc),ft- 2017-Jun-14 08:21:02 Right -Suite® Universal 2017 17,0.16 RSU24011 Page 3 ACC' k lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-J® Worksheet HEATING • AIR COMMUMS ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr bth mstr wic 2 Exposed wall 12.0 it 0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 12.0 x 8.0 it 6.5 x 7.5 it 5 Room area 96.0 ft2 48.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 J 2C-Osw . 0.091 n 0:00 0"s00 0 0 0 0 0 0 0 0 2q 2ov 0.340 n; 0.0© 0:00 0 0 0 0 0. 0 W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 13A 7.5ocs 0 095 ne 10-2 69 1 67 0 0 0 0 0 0 0 0. 11 11D0 d 0_390 net 11.04 N..11.99. 0 0.... 0 0- 0- 0 d0. 1f/ 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0 340 e 000 0.00 0 0 0 0 0 0 0 0 NA1213A77. 5ocs"0.095 e 2 69 1 67 112 112 301 187 0 0 0 0 0 340 e 9 62 30 36 .0 0 0 0 0 02ov. 0.340 e .52 W.36 0 0 0 0 0 0' 0ov .;e 0.340 e'. 9:62 .__ 30.36 W 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 oQ I n vnn n nn n nn n n n n n n n n MA-20vd' 3A 7 5ocs 0 095 s 2.69 1.67 0 0 0 ,0 0 , 0" 0 0 A 2ov yi 0.340 s s-', i, 9.62 12.15 •; 0 0 0 0 0 0 0 ' 0 16,41 16;85 0O 0 0 0 0' 0 0. 1 12C-Osw 0.091 w 0.00 0.001 0 0 0 0 0 0 0 0 L-G 2A-2ov 0.340 w 0.00 0.00 _0 0 0 0 0 0-0-0, F 120PI 1p O.Ow_OR38ad.. 9p 0.05010. 0 0.00 OOI 01 _ PL-D n041 6 c) AED excursion291Envelope loss/gain 637 157 0 1 12 a) Infiltration 221 70 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 5 Subtotal (lines 6 to 13) 858 227 0 4 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 858 227 0 4 15 Duct loads 329% 56 % 273 127 32%1 569/61 0 2 Total room load 1130 354 0 7 Air required (cfm) 53 16 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft' 2017-Jun-14 08:21:02 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 4 lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HUTH) * AM CUUM00010 ahu 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name mstr we den 2 Exposed wall 0 It 10.5 It 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 5.5 x 3.5 it 10.5 x 11.5 It 5 Room area 19.3 ft2 120.8 It2 Ty Construction U-value Or HTM Area (ft2) Load Area Ift2) Load number Btuh/ft2-°F) BIUh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C=0sw 0 091 n" 0:00 0 00 0 0 0 0 0 0 0 0 2A-2ov 0 340 n 0.00 Oi00 0 0 0 0 0 0 0 p, W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 7 5ods 0.095 ne 2 69 1.87 0 0 a 0 0 0 0 0 0 11D'11D0ji 13A 0.390 ne'= 11404 11_99 0 0 0 0-- 0 0 0 0 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 13A 7 5oc's x s 0 095 e 2.69 1 67 0 0 0 0 98 59 1 59 99; 2A 2ov 0 340 e 9_62 30'36 0 0 0 0 0 0 0 0 2A 2ov 5 2A 0 340 30,36 0 0 0 0 0 0 0 0, 2ov 0 340 e g 62 30 360 0 0 0 -, - - 39 0 374 1180 12C-0sw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 26-2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 13A-7.5ocs 0.095 s 2.69 J .67 0 0 0"o 0 0 0 0 2A 2ov 0 340 s 9.62 12.16 0 0 0, 0 0 0 0 s c 0' 2A 2ovd 0 580 s=, 16.41' 16.85 0 - 0 0 _ 0 0 u ,' 0 v „0 a <,. <.,0_ V+/ 12C-0sw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 TIVA 13A 7 5oc5 0 095 w 2fi9 1.67 D 0 0 0 0 0 0 0, 346 w-9:62 _ X36 ....... 0 _ ..-0 ..: 0 0 .._.._0 _ At. 0- ` -'0' P, 12C-Osw 0.091 - 2.58 1.44 0 0 0 0 0 0 0 0 61 c) AED excursion 1 1253 Envelope loss/gain 0 1 827 1531 12 a) Infiltration 0 0 193 61 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 0 Subtotal (lines 6 to 13) 0 4 1020 1592 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 1020 1592 15 Duct loads 320/ 56% 0 2 320/ 56% 325 889 Total room load 0 7 1344 2481 Air required (cfm) 0 0 64 110 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wright5oft' Right -Suite@ Universal 2017 17.0.16 RSU24011 2017-Jun-14 0 Pate 5 IingionAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N g EL --AIR Right-J® Worksheet P WATOMi I AIR OOrMMr1OMiNG ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name util pwdr 2 Exposed wall 6.5 it 12.0 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 6.5 x 6.5 it 6.5 x 6.5 it 5 Room area 42.3 ft2 42.3 ft2 Ty Construction number U-value Btuh/ft? °F) Or HTM Btuh/ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C Osw " 2A-2ov .. 0 091 0 340 n a,nn ' 0.00 0.00 0 00 0 00 0 0 0 0 0 p 0 i 0 0'' 0 0 0 0,3 0 0 0' W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 51 51 138 86 1 1 D 13A 7 5ocs '" 11 DOS: :: ,. 0"095 0.390 ne ned 2.69 11,64 - 1:67 11 0 0 0 s 0 0 4 0 0 0 0 O 0 0 0 0 0' V)/ 12C-Osw 2A-2ov 2A 2ov 0.091 0.340 0.340 e e e 0.00-0.00 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WI 13A 7 5ocs 2A 2ov, 2A 2ov . , 2A 2ov 12C-Osw 0 095 0 340 0 3 M 0.340 0.091 e. e e e s 2 69 9 62 9 62 5 .--9'62 ... 0.00 1.67 30 36 30.36 30.36 0.00 61 0 13 o 0 48 0 0 0 0 128 0 125 0 0 80 0"5 393 u-0 0 61 0 0 0 55 0 0 0 0 r 149 51 0 0 0 92 160 0 0'. 0 f--u L-G 2A-2ov 2B-2fv 0.340 0.340 s s 0.00 0.00 0.00 0.00 0 0 0 0 0 0 0 0 0 0 0 0- 0 0 0 0 V J 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 L-G 2A 2ov _ 0.340 w 0.00 0.00 0 0 0 _ 0 0 0_ 0 0 13A-7:5ocs 0 095 w 2:69 1 67 O 0 0 0 + „0 0 "0 0. 2A 340 w 9 62 _ .._.30..36 a 0 . _ -D !). D __. _..0 0 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 0 0 0 0 L-D 11 DO 0.390 n 11.04 11.99 0 0 0 0 0 0 0 0 C 16CR 38ad '- F> , ss.. 0.026 0.74 ; 1.15 0 0 _-; 0 0 ":' ; . 0 0 0_0. 0 090 - `` 0.00 OM 0 0 0 0 0 0 0 0 6 c) AED excursion 1 91 1 9 Envelope loss/gain 435 481 673 347 12 a) Infiltration 120 38 221 70 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 6001 0 Subtotal (lines 6 to 13) 554 1119 894 417 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 554 1119 894 417 15 Duct loads 320/ 56% 176 625 32% 56% 285 233 Total room load 731 1744 1179 649 Air required (cfm) 351 78 56 29 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsofit 2017-Jun-14 08:21:02 1GGi Right -Suite® Universal 2017 17.0.16 RSU24011 Page 6 IingtonAGRN\Lot303Thorn brookeDarlingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet NE TM - AIR CON13 10NrN8 ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: LotMThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name family rm dining rm 2 Exposed wall 35.0 If 10.0 it 3 Room height 9.3 It heat/cool 9.3 it heat/cool 4 Room dimensions 20.5 x 14.5 ft 1.0 x 210.0 It 5 Room area 297.3 ft' 210.0 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btutdit2 °F) Bluh/ftz) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I CoolI 6 12C-0sw 2A2ov ,. W 13A-7.5o yl—D_ l J3A-7`5o 1 1 11 D0 ' V)/ G 12C-Osw 0 0 OI 0 0 L 2A-2ov 0 0 0 0 0 2A-2ov 0 0 0 0 0 13A 7 5ocs 0 095 e, 2 69 1 67 ; 0 0 0 0 0 0 0 0 2A 2ov v 0 340 e, 9 62 30 3ti 0 0 0, 0 0 0 0 0 2A 2ov 0 340 e ., 9 62 30 36 0, °, 0 0 0 0 0 0 0- 2A-2ov`w .:: . 0 340 e ,m? . 9-62 -.3036 , .: 0 0 _ 0 0 .,.' _ti 0 E-. . e 0 ., 0:14 s . 0'. WII -- 12C-Osw Imo; 2A-2ov 0.091 e 0.00 0.00 0 0 0 0.340 e 0.00 0.00 0 0 0 0.340 e 0.00 0.00 0 0 0 0.091 s 0.00 0.00 0 0.3401 s 0.00 0.001 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 091 kFP —1 20PR938ad ? 90 0 O50 n N O 11.99 0 0 0 0 0 0 0 0 0.00 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 1-301 438 Envelope loss/gain 2736 1215 800 1708 12 a) Infiltration 644 204 184 58 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 4 920 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 3380 2339 984 1997 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3380 2339 984 1997 15 Duct loads 3211 56 % 1076 1306 3211 56 % 313 1115 Total room load 4455 3645 1297 3112 Air required (cfm) 210 162 61 139 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Jun-14 0 Right -Suite@ Universal 2017 17.0,16 RSU24011 Ptae 7 lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N 9 DEL -AIR Right-M Worksheet MAT= c AIR com"O11tNG ah u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name pantry kitchen 2 Exposed wall 0 it 19.4 it 3 Room height 9.3 it heat/cool 9.3 it heat/cool 4 Room dimensions 6.0 x 3.5 it 1.0 x 308.0 it 5 Room area 21.0 ftz 308.0 ft2 Ty Construction U-value Or HTM Area (it) Load Area (ftz) Load number Btuh/ft2 °F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 12C Osw ,; 2A 2ov . , 0 091 n 0.00 0.00 0:00 0 0 0 0 0 0 0 r 0 0 : - fE , 0 0 0 0 p 0' 0' W 13A-7.5ocs 0.095 n 2.69 1.67 0 0 0 0 0 0 0 0 13A 7 5ocs , 11D0 ,.,, 0 095 ": 0.390 ne" : ne' 2r69 11%04 1.67 K,. 11:99.. a 0 0 0 O r_';,„,.,,,,: 0 0 0 46 p..,:'..•, ,•23,,•,,.,,. r24 2 3 63 250 39 272 12C-Osw 0.091 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-20v 0.340 e 0.00 0.00 0 0 0 0 0 0 0 0 4 13A 7 5ocs 2A 2ov 2A 2ov 2A 2ov- 0 095 0. 340 0 340 0 340 e e` e_ et 2,69 9.62 9.62 9 62 1 67 30 36 30.36 30.36 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 --°' 0 0 0 0- 0 0 0 0 0 0 00. 0 OI 0 0 12C-Osw 0.091 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 0.00 0.00 0 0 0 0 0 0 0 0 4.2A-2ovd 13A-7.5acs 2A•2ou Ot095 ' 0.340 0.580 s s. s ! 2;69 9:62 16.41 1.67 12 15 16.85 0 0 0 00 0 t0 0 0 0 0 0 0 0 0 0 0: 0 0 01 0 0 0 0'. 12C-Osw 0.091 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 0.00 0.00 0 0 0 0 0 0 0 0 13A 7 5ocs 2A 2ow .a 0 095 A 340 w"77772 w_ 9.62 1.67 30:36 c : "- 0 0 0 0 0 0 0 " 135 135 0 364 0 226 P 12C-Osw 0.091 2.58 1.44 0 0 0 0 240 218 562 315 11DO 0.390 1 n 11.04 11.991 Of Of Of Of 22 22 243 264 6 c) AED excursion 1 278 Envelope loss/gain 0 1 2035 851 12 a) Infiltration 0 0 358 113 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 5 1200 Subtotal (lines 6 to 13) 0 4 2392 2165 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 0 4 2392 2165 15 Duct loads 320/ 56% 0 2 32% 1 56% 761 1209 Total room load 0 7 3154 3373 Air required (cfm) 0 0 149 1 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wriightsoft- 2017-Jun-14 08:21:02 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 8 lingtonAGRN\Lol303ThornbrookeDarfingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-M Worksheet IHATUMB AMCOHMONiNO ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name ahu 2 rm 2 2 Exposed wall 169.0 It 39.5 ft 3 Room height 9.0 ft 9.0 ft heat/cool 4 Room dimensions 14.5 x 15.5 It 5 Room area 1469.3 ft2 224.8 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (w) Load number Btuh/ftz °F) Btu ft2) or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12G Osw 2A-2ov Oi091 0.340 n_ n i s,2:58 9.62 2:34 rr10.58 270 v. 30 240 0 618 289 562 ac = -317 0 r: p t 0 p 0 p 0 1 . FO W 13A-7.50cs 0.095 n 0.00 0.00 0 0 0 0 0_ 0 0 0 11 13A 7 5ods 11p0..... ;I s s 0 095 s0390 nee ne: 0 00 u.0.00__._000 0.00 0 0 0.. 0 0..... 0 O__:: 0 0._. 0 p 0 p 0 0 12C-Osw 2A-2ovnAn_V 0.091 0.340 n Inn e e 2.58 9.62 090 2.34 30.36 1?n Q9 491 6 iI 470 0 n 1209 58 1AA 1100 182 All 131 0 n 131 0 n 336 0 n 306 0 n 13A 7 5ocs 0 095 e 0 00 0 00 D 0 0 0 0 00 0 0 2A 2ov 2ov 0 340 mD 340 e r e";,, 0 00 0:00 0 00 0 0 a 0 0 0 a 0 0' 0 0 0 0! 42A e ..: 0 340 e` 0 00 0 0'" 0 0 WI 12C-Osw 0.091 s 2.58 2.34 270 200 51b 469 140 11U 262 2b/ 1 -t 2A-2ov 0.340 s 9.62 10.77 30 53 289 323 30 26 289 323 f--G 2B-2fv 0.340 s 9.62 10.77 40 70 385 431 0 0 0 0 13A 7 5ocs 0 095 s' 0"00 0 00 0 0 0 0 0 T 0 0 0 2A 2ov 0 340 s" MO 0 00 0 0 0 0 0 0 0 0 2A.2ovd.:; 0.580 s 0:00 Of00 0 p p 0 0 00 2C--- - 12C-Osw 0.091 w 2.58 2.34 491 461 1186 1079 86 86 220 200 2A-2ov 0.340 w 9.62 30.36 30 0 289 911 0 0 0 0 13A-7.5ods 0 095 w. 000 0 00 E00.0 0 0 0 0 0 0 0 0 2A_2ov __-= 0 340 w__ R.QO 0 ._ 0 0 0 0. PIL 12C-Osw 0.091 0.00 0.00 0 0 0 0 0 0 0 0 U 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C :` 16CR=38ad _ 0 026 0 74 G 1 ;ii5 71469 1469 1081 1690 225 225 165 259 F -- 9nP-19t - n nso 1 41 071 13 13 18 9 0 0 0 0 61 c) AED excursion 0 96 Envelope loss/gain 6080 7529 1292 1248 12 a) Infiltration 2998 949 701 222 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 9078 8479 1993 1470 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 9078 8479 1993 1470 15 Duct loads 47% 80% 4297 6761 47% 80% 943 1172 Total room load 13375 15240 2936 2642 Air required (cfm) 840 840 184 146 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wrightsoft- 2017-Jun-14 08:21:02 4GCA Right -Suite@ Universal 2017 17.0.16 RSU24011 Page 9 lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HEATH{) = GIN COMIMMI NG ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name bth 2 loth 3 2 Exposed wall 9.0 it 11.5 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 9.0 x 6.0 it 11.5 x 6.0 It 5 Room area 54.0 ft2 69.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-°F) Btuh/it2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross I N/P/S Heat I Cool Gross I N/P/S Heat I Cool 6 VIJ 122AC Osw,, 4 20v 0 091 0.340 n n-. 2'58 9:62 2:34 10:58 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0' 0 W 13A-7.5ocs 0.095 n 0.00 0.00 0 0 0 0 0 0 0 0 1 1D 13A 7.5ocs 11 D0 0 095 0 390 ne ne.... 0.00 0 00 0 00 0.00 0 0 0 0 0 0 0 0 .....___.._ 0 0 0 0 0 0 0 0 12C-0sw 0.091 a 2.58 2.34 81 75 193 176 104 104 267 243 2A-20v 2A-2ov 0.340 0.340 e e 9.62 9.62 30.36 30.36 6 0 0 0 58 0 182 0 0 0 0 0 0 0 0 0 a2A 13A 7 5ocs Y 2ov a 2A 2ov , 2A2ov 0 095 0 340 U 340 0340e'. e; e,' e: 0,00 0 00 0.00 000 0:00 0.00 0.00 0.00z4_. 0 0 0 0 0 0 0 i0 0 0 0 0 0 0 0 0 0` 0 0 "' 0 0• 0 0 o 0 0 0 0 0 W 12C-Osw 0.091 s 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 2B-2fv 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 7i5ocs 2P 2ou "" 2A 2oVd , 0.095 0340 0 580 s s0.00 s' 0 00 0:00 0100 0.00 0.00 0 0 0 3-': 0 0 0 0 0 0 s 0 0 0 0 0 0 - 0 0 0 0 00 a 0 0 VV 12C-Osw 0.091 w 2.58 2.34 0 0 0 0 0 0 0 0 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 V1/ 13A 7 5ocs 0 095 w t 0 00 0.00 00 0 0" 0 ', 0 0 0 L C' P, 2A 2ov.: ._. ' 12C-Osw Q 3_40 0.091 w_'_ 0.04 0.00 0.00 0.00 0 _ _.;__ 0 0 0 0 0 0 _._..._ 0 0 0 0 0 0 0_ 0 61 c) AED excursion 126 32 Envelope loss/gain 291 446 317 290 12 a) Infiltration 160 51 204 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 450 496 521 354 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 450 496 521 354 15 Duct loads 47% 80% 213 396 470% 80% 247 283 Total room load 663 892 768 637 Air required (cfm) 42 49 48 35 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrighY50ft' Right -Suite® Universal 2017 17.0.16 RSU24011 2017-Jun-14 Pa08:ge 110 lingtonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N 9 DEL -AIR Right-M Worksheet HEATING., AIR CONGmONING ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name rm 4 rm 3 wic 2 Exposed wall 28.0 it 7.0 it 3 Room height 9.0 it heat/cool 9.0 it heat/cool 4 Room dimensions 14.0 x 14.0 it 9.5 x 5.0 it 5 Room area 196.0 ft2 47.5 ftz Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number El tuh/ftz `F) Btuh it2) or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross I N/P/S Heat I Cool I Gross I N/P/S Heat Cool 6 c) AED excursion 58 21 Envelope loss/gain 1005 1302 213 190 12 a) Infiltration 497 157 124 39 b) Room ventilation 01 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1502 1459 229 Less external load 0 0 r100 0 Less transfer 0 0 0 Redistribution 0 0 0 14 Subtotal 1502 1459 337 229 15 Duct loads 47 % 80 % 711 1164 47 % 80%1 160 183 Total room load 22121 2623 497 411 Air required (cfm) 1 139 145 31 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigFltsoft' Right -Suite@ Universal 2017 1Z0.16 RSU24011 2017-Jun-14 Page 11 linglonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet HEATING, AIR COMMUNING ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft". 2017-Jun-14 08:21:02 Right -Suite® Universal 2017 17.0.16 RSU24011 Page 12 IingtonAGRN\Lo1303Thorn brookeDarling IonAGRN.rup Calc = MJ8 House faces: N DEL -AIR Right-JO Worksheet MTIM-AMCOMIMU re ahu 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot303ThornbrookeDarlingt... Date: 6/4/2014 By: FJF 1 Room name open to below stairs 2 Exposed wall 35.0 It 3.5 it 3 Room height 9.0 ft heat/cool 9.0 It heat/cool 4 Room dimensions 20.5 x 14.5 It 1.0 x 311.3 It 5 Room area 297.3 It' 311.3 It' Ty Construction U-value Or HTM Area (ft2) Load Area (it2) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (It) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 12C 0sw_ 2A 2ov a W 13A-7.5ocs 13A-7.5ods 1 1 `11 DO.. Vf/ 12C-Osw tG 2A-2ov u.u`J7 1 e 0.3401 e 0 81 74 0 0 0 0 12C-Osw 0.091 s 2.58 2.34 131 91 233 212 0 0 0 0 2A-2ov 0.340 s 9.62 10.77 0 0 0 0 0 0 0 0 213-2Iv 0.340 s 9.62 10.77 40 35 385 431 0 0 0 0 ocs 0 095 s 0 00 0.00 0 0 0 0 0 0 0 0 2A 2ou 0340I—,,, 000 0 A, 2A 2ovd = 0.! s 0.00 0,00 0"00 0 0 0 0' 0 0' U+/ 12C-Osw 0.091 w 2.58 2.34 185 185 475 432 0 0 0 0 G 2A-2ov 0.340 w 9.62 30.36 0 0 0 0 0 0 0 0 WI 13A 7 5ocs 0 095 w 0 00 0.00g G 0 0 0 0 0 0 0 0" 0.340 w- 9'0.00 0 D LLO. 0 0' P, 12C-Osw 0.091 0.00 0.00 01 01 0 0 0 0 0 0 61 c) AED excursion 1 89 37 Envelope loss/gain 1312 1328 310 394 12 a) Infiltration 621 197 62 20 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1933 15251 372 414 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1933 1525 372 414 15 Duct loads 47 % 80 % 915 1216 47 % 80 % 176 330 Total room load 2847 2740 548 744 Air required (cfm) 179 151 34 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 wrightsoft' 2017-Jun-14 08:21:02 AGGP Right-SuileO Universal 2017 17.0.16 RSU24011 Page 13 IinglonAGRN\Lot303ThornbrookeDarlinglonAGRN.rup Calc = MJ8 House faces: N DEL IBA Duct System Summary HEATING a IUR CONDMONMG a h u 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot303ThornbrookeDarli... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.148 in/100ft 0.148 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 162 ft Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk den c 2481 64 110 0.164 6.0 Ox 0 VIFx 36.2 110.0 st3 dining rm c 3112 61 139 0.196 6.0 Ox 0 VIFx 27.1 95.0 st1 family rm h 4455 210 162 0.183 8.0 Ox 0 VIFx 36.2 95.0 st1 kitchen c 3373 149 150 0.212 8.0 Ox 0 VIFx 18.0 95.0 st1 mstr bth h 1130 53 16 0.160 5.0 Ox 0 VIFx 40.3 110.0 st3 mstr rm h 4489 212 155 0.148 9.0 Ox 0 VIFx 52.0 110.0 st3 mstr we c 7 0 0 0.163 4.0 Ox 0 VIFx 37.5 110.0 st3 mstr wic c 7 0 0 0.159 4.0 Ox 0 VIFx 41.1 110.0 st3 pantry c 7 0 0 0.209 4.0 Ox 0 VIFx 19.6 95.0 SO pwdr h 1179 56 29 0.199 5.0 Ox 0 VIFx 25.5 95.0 SO util c 1744 35 78 0.199 5.0 Ox 0 VIFx 25.5 95.0 SO s Supply TrunkDeta l Table r Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk st3 Peak AVF 329 282 0.148 419 12.0 0 x 0 VinlFlx sti SO Peak AVF 840 840 0.148 602 16.0 0 x 0 VinlFlx wri htSOf L- 2017-Jun-14 08: age 1QRight-Suite(5 Universal 2017 17.0.16 RSU24011 Page t ACCK...linglonAGRN\Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat[ Trunk rb3 Ox 0 840 840 0 0 0 0 Ox 0 VIFx i. WrhtSOft` 2017- Jun-14 08:ge 2 CAlgRight -Suite® Universal 2017 17.0.16 RSU24011 Page lingtonAGRN\ Lot303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N Duct System Summaryq0EL-AIR HEATING - AM MUrfWMG ah u 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Taylor Morrison Job: Lot303ThornbrookeDarli... Date: 6/4/2014 By: FJF Heating Cooling External static pressure 0.30 in H2O 0.30 in H2O Pressure losses 0.06 in H2O 0.06 in H2O Available static pressure 0.24 in H2O 0.24 in H2O Supply / return available pressure 0.120 / 0.120 in H2O 0.120 / 0.120 in H2O Lowest friction rate 0.202 in/ 100ft 0.202 in/100ft Actual air flow 840 cfm 840 cfm Total effective length (TEL) 119 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mat[ Actual Ln (ft) Fig.Egv Ln (ft) Trunk bth 2 c 892 42 49 0.318 4.0 Ox 0 VIFx 5.5 70.0 blh 3 h 768 48 35 0.311 4.0 Ox 0 VIFx 7.1 70.0 loft c 3016 72 166 0.203 6.0 Ox0 VIFx 33.0 85.0 st2 open to below h 1424 89 76 0.274 6.0 Ox 0 VIFx 17.5 70.0 open to below -A h 1424 89 76 0.286 6.0 Ox 0 VIFx 14.0 70.0 rm 2 h 2936 184 146 0.270 8.0 Ox 0 VIFx 18.8 70.0 rm 3 h 1760 111 84 0.206 6.0 Ox 0 VIFx 31.5 85.0 st2 rm 3 wic h 497 31 23 0.202 4.0 Ox 0 VIFx 33.7 85.0 st2 rm 4 c 2623 139 145 0.281 6.0 Ox 0 VIFx 15.5 70.0 stairs c 744 34 41 0.306 6.0 Ox 0 V[Fx 8.6 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 213 273 0.202 619 9.0 0 x 0 VinlFlx RQturn Branch Detail Table` a .... - _ Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mail Trunk rb2 Ox0 840 840 0 0 0 0 Ox 0 VIFx wri htsoft` 2017-Jun-14 08: age 39Right-Suile® Universal 2017 17.0.16 RSU24011 Page 39 ACCA...IingtonAGRN\Lol303ThornbrookeDarlingtonAGRN.rup Calc = MJ8 House faces: N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot303ThornbrookeDarlingtonAGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, e-ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 6/14/2017 8:14:00 AM Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot303ThornbrookeDarlingtonAGRN Builder Name: Taylor Morrison Street: Permit Office: City, State, Zip: FL , Permit Number: Design Location: FL, Orlando Jurisdiction: 691500 Cond. Floor Area:: 2582 sq.ft. Cond. Volume: 23678 cu ft. Envelope Leakage Test Results Leakage Characteristics Regression Data: C: n: R: CFM(50): Single or Multi Point Test Data HOUSE PRESSURE FLOW: ELA: E q LA: ACH: ACH(50): S LA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE: PRINTED NAME: mLr1:l 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: 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: Permit Number: FL, MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.2.2 Sealing (Mandatory)8.,ll ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 L/min) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41°C) or below 55°F (1 YC) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 % inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 60°C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 j/ 4e'd Yi I a I rowxcvu ot, aimca giaex ' IT . taIIchehen ventt. to cap III xeni. Transfer duc Ft.rld lies sized InoWildingwithfloridoResidentedc Building Code - H1602.4 Bulon[etl Return Air, exc eptlons 1-3. H01 1L+ust provide un e,trict,d 1 Inch sr undercut on doors to hallta .... I fI FAMILY ROOM 14x8 '•'" I''a' 260 I 10 6 wc I 6 m a w 16.16 rag 4 MASTER SUITE rcm+ 8.,4 lr a-. n.. ass 12x12 Iwcd 9' 4 M. B4 4 1rIElI 42X42 A/C SLAB 2,0 TON W/5HW e240V ]PH av m. E1 BY BLDR MIN 18.10 rl=farm by a UC 2' FROM WALL bldr scale Q/s'=1.0• 0 to wall cap w/fan Nutone 696RNB IN In 7'kItch— vent to oil op pay, II I rs eey 68a 14 x8 Ial 3i50' I n 1 C o-. I nT IB'x12' g• yt1' i I 11 7141M H xsurt i 3 aI 4 4fi Y pei ux:a6-roc I yl4 3' b'ath duct to wall cap W/ fan TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS # 1ff 11' 3T 53' WINDOW GLLgf15 l7 M' 0 132M 114 31514 D1 35H 345R 51, 5 35 Z' 36 SN 6G * RV HA` 'RT OFINWA FCR All LP0.'VE. N WO ZUM SM"R51ALAI FNT VART PER ftWX% F&R AA0 $?CFIOATIR4S RUER TO FLOOR RAV F 571U 6l'eA'W I: D f5FC1.E 4M $I CASOSV. C9", OR FDW ULL F> Must have a minimum clearance of 4 Inches around the air handler per the State Energy code. All duct has an r=6 Insutation value. j e O ur. lV N \ P^ Fr` w pd.E itFu cur; S m Z O1n w Of w F- Co o G N ti FHAre HYING LEGEND z O LJ MAIN P_ OIX2 14615 0 Q UPPER FLOOR IIISS Z TOTAL LNING21,5 Cl LANAI z O 55 ENTRY115 O 1-1 (") Z U TOTAL 50. FT,324T 5 J — J Cl MAIN F Q J ~ D a RAGE R o i m w •• >_ z EO a_ J (n 0 0 NtnEYA4 worEfaf TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS # to to w• • yrSf WINDOW CALL-0UIS V'+ is WF6 M FG 300M FG 34' j IMF& ISM 64 200 F4 2030 5H 3W0 F4 3030 5H WO Ff. 4030 5H IW W 3040 W 3040 $H 4" $HZw 3 6a YS+ 1530 5H 3050 SH W50 &! 1P50 SH 1-54 10605H 30605u 4060541. U VEST wa CF9@fS FLR ALL 120016. W WNXN VZE5 MD WTALIATICN MAT VARY PER OZ MAVAORR *0 SFEUILAT06 REFER 10 FLoW RM6 FOR STILE CF LISM USED (5WAI H -%CAi JJNI. GYrt, LR FDTD 61. S F4l II I weFae I I yy I .:ss' Lam, lAa.,or.- BEDRM 3 I I °' 7 II I 1 _ I0x6 ] 165 a 10.6 lwcd I 165 2 rug 85 — ~ I a L 75 75 6' 6, I0x6 Iwcd IOx6 Iwcd 9' C 2x1 r I 6' k 6• w 9, 4 BB4 Iw 2J 12.12 s s9 rag 10 das. 12.14 ragA 84lox( ]wc 4 6' 10x10 rog BEDROOM2 u B. 16x16 rog 6I10x6 1-6 v Fur as BEDROOM 4 145 O T FI3 14xH Iwcd 4a o-a rut t^ 4' we 4 0 o O• wc&'` 2. 0 TON V/5KW @240V IPH d°° Transfer ducts/grllles sized In 18x10 plea 1O' d`H conplionce with florido Residential Bulltling Lode - M1602.4 Baton 4y pPtfornbybldr xO-e3' bath duct c etl Return Air, exceptions 1-3. Hulltler scale 1/B'=1'0' to roof cap ust provide unrestricted I Inch nurder—t an doors to habitable ropns. w/ fan Nutone 696RNB Builder 1 n etl tC provide /c duct hose I III I Iq3, q9I A4 I HCA& R OPENN3 HE)345 Must have a nlnlnun clearance of 4 Inches around the air handier per the State Energy code. All duct has on —6 Insuiatlon value. J s m ' S O o cNN b M s v O S n m z O ti r 0 0 CD rni D3-1,D ,D LIJ z V o 0 CD 0 o ( y) CD Rating z o >- U m w > z 4mzaw5 a o 5 a of 1mcL—J(AQ City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 485 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-3030 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: 0 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) ioh r a rWW OFF1Ch4L USE ONLY r aa r s w Flood Zone: X Base Flood Elevation: N/A Datum: NSA FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: s 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#17-1951 Reviewed by: Michael Cash, CFM Date: July 3, 2017 Application for Right-of-way Use for Driveway,Walkway& Landsca e ORfD p 1877 —,1 Department of Planning & Development Services www.sanfordfl.gov 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the o attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's p. right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right-of-way and use shall be provided or application could be delayed. 7t . s b. ,,++ 7 I(now wham below. 7Y7 ` BZax 0 S a 3 Call before you dig. 1. Project Location/Address: 1495 kzd SC he- 2. Proposed Activity: Driveway Walkway Other: 3. Schedule of Work: Start Date C V r / / Coomplpletion Date Emergency Repairs 4. Brief Description of Work: MIA MAY room /V+G°I/ SFA This application is submitted by: Property Owner. Signature: 441, Print Name:JN/ Address: _ Isi sar "ma 44NEi#gX /Ald Ri/f. /Z'l$' / -t Phone: 407- (" 674Q Fax- 0_1hne@_ i%R'1%]5i'&/9ilii I lmj i lYi Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationlimprovement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improve- ment and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify; and hold harmless the City, its councilpersons, agents, servants, or employees appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City' s right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. I hereby understand and agree to pay all city fees related to this application as required by the city''s adopted Fee Resolution. Signature: C/' V Date: b-dd-l? This permit shall be posted on the site during construction. Please call 407.688.6080, Ext. 6401.24 hours in advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: r. E s September 2010 ROW Use Driveway.pdf SCPA Parcel View: 21-19-30-510-0000-3030 http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=2119305 100... Property Record Card f& CFA Parcel: 21-19-30-510-0000-3030 pmOwner: TAYLOR MORRISON OF FL INC Property Address: FL I Information Parcel 21-19-30-510-0000-3030 Owner Property Address Mailing TAYLOR MORRISON OF FL INC FL 151 SOUTHALL LN STE 200 MAITLAND, FL 32751 Subdivision Name THORNBROOKE PHASE Tax District Sl-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 303 THORNBROOKE PHASE 4 PB 81 PGS 70-71 T.- Value Summary 2017 Working 2016 Certified Values Values Valuation Method CosttMarket Cost/Market Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 26,050 0 Land Value Ag 0 Just/ Market Value 26,050 Portability Adj 0 Save Our Homes Adj Amendment 1 Adj 0 0 P& G Adj 0 0 Assessed Value 26,050 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 26,050 0 26,050 Schools 26,050 0 26,050 City Sanford 26,050 0 26,050 SJWM( Saint Johns Water Management) 26,050 0 26,050 County Bonds 26,050 0 26,050 Sales I i Description Date Book Page Amount Qualified Vac/Imp LNo Sales Find Comparable Sales Land Method Frontage Depth iUnits Unit. Ph. Land Value LOT 1 $26,050.00 $26,050 Building Information Permits f Amount CO Date ---FP.,mt Date Permit# I Description I Agency 1 of 2 6/22/17,2:53 PM FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot303Th rnbrookeDarlingtonAGRN Builder Name: Taylor Morrison Street: 4P exd 4/os c, L4 yK. Permit Office: &kftAP7 City, State, Zip: ; FL , sit i%d -.'r Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (3137.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1521.00 ft2 b. Concrete Block - Int Insul, Exterior R=11.0 1375.90 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 240.33 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1480.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=38.0 1480.00 ft2 6. Conditioned floor area above grade (ftz) 2582 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(369.8 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 293.4 a. U-Factor: Dbl, U=0.34 305.82 ft2 b. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 223 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 25.2 SEER:16.00 b. Central Unit 25.2 SEER:16.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 21.8 HSPF:8.50 SHGC: b. Electric Heat Pump 21.8 HSPF:8.50 Area Weighted Average Overhang Depth: 2.731 ft. Area Weighted Average SHGC: 0.312 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2582.0 sqft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1467.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 1102.00 ft2 None c. other (see details) R= 13.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 66.06 Glass/Floor Area: 0.143 PASSTotalBaselineLoads: 76.65 JJ 1 hereby certify that the plans and specifications covered by Review of the plans and O THE S14ll this calculation are in compliance with the Florida Energy specifications covered by this p Code. calculation indicates compliance jars` with the Florida Energy Code. n„, W „ O w ,- PREPARED BY: Before construction is completed DATE: 97__ this building will be inspected for d6/_141-______ _- -_ __ _. compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. CODwiththeFloridaEnergyCode. yt OWNER/AGENT:--_____-- ..-- -- -- ______-_ DATE: - 1.. - BUILDING OFFICIAL: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 6/14/2017 8:14 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ $ 3$% •ao Job Address: e K OsG wei Historic District: Yes No Parcel ID: Wl -19-30- SW-0000- SO 0 Residential [) Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: NEW SINGLE FAMILY HOME - THORNEBROOK PHASE LOT NUMBER: 303 Plan Review Contact Person: Daphne Clark Title: Phone: _407-257-6940 Fax: l - 0IMCOM' 11 M1 M11 Il Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 Resident of property? : NO City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Phone: Street: 151 SOUTHHALL LANE #200 Fax: City, State Zip: MAITLAND FL 32751 State License No.: Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: Address: 407-257-6940 C BC 1257462 WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in a fect as of that date: 51h Edition (2014) Florida Building Code tyRevised: June 30, 2015 0 Qo Permit Application LL NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature o O er/Agent DailSignature of Con ctor/Agent Daft TAYLOR MORRISQN OF FLORIDA INC Print Owner/Agent's a Signature of to of Florida Dat sky P0, oy D. A. CLARK AMv.", MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 FBonded Thra Budget Notary Services Owner/ Agent is yM Personally Known to Me or Produced ID N/A Type of ID JOHN ASA WRIGHT Print Contractor/Agent's Name Signature of Notary -State of Florida rolaa •& 40 D. A. CLARK MY COMMISSION # FF 209108 EXPIRES: June 27, 2019 Nf9fBOFF1.d+r Bonded Thru Budget NOIery Service; Contractor/ Agent is YES Personally Known to Me or Produced ID NIA Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building© Electrical© Mechanical 0 Plumbing0 Gas Roof Construction Type: 42 Occupancy Use: 23 Flood Zone: Total Sq Ft of Bldg: 32'4 "1 Min. Occupancy Load: 1 ^1 # of Stories: Z New Construction: Electric - # of Amps 150 Plumbing - # of Fixtures 7- t Fire Sprinkler Permit: Yes No 2 # of Heads APPROVALS: ZONINGC7 C 7((ftfla UTILITIES COMMENTS: ENGINEERING: , V\A <C- 1 '3 VZO%IFIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 64 _(o% 110XV. Fire Alarm Permit: Yes No 1_ 21_MASTE WATER: BUILDING: 57 9' Z - 0 Revised: June 30, 2015 Permit Application BP200IO3 CITY OF SANFORD Application Inquiry - Fees Application number: 17 00001951 Property . . . . : 485 RED ROSE LN Fee Class/Type/Description Trans amt Amt due A AF 01-APPLCTN FEE -BUILDING 25.00 25.00 A BR 01-BLDG PLAN REVIEW 660.00 660.00 Credit fees due: Revenue fees due: Total due: Press Enter to continue. F3=Exit F11=Change view F12=Cancel 11 iCITY OF SANFORD WCUSTOMER RECEIPT *** Oper: BLANDA Type: OC Drawer: 1 Date: 6/26/17 01 Receipt no: 148356 Year Number Amount 2017 1951 485 RED ROSE LN SANFORD, FL 32771 BP BUILDING PERMIT RECEIPTS 684.08 Tender detail CK CHECK 39859 $684.00 Total tendered $684.00 Total payment $684.08 Trans date: 6/26/17 Time: 16:04:33 6/26/17 15:52:23 Struct Permit Insp 00 685.00 681400 F10=Amt billed Bottom REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 1-7 - OR S l BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 30 50 Final Window 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence Address: g S jZL \Coss ELECTRICAL PERMIT Min Max Inspection Description 19 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Ins ection Descri tion7MinMaxPlumbingUnderground Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Descri tion 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 DESCRIPTION AS FURNISHED: Lot 303, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN POR/CERTIFIED TO: Taylor Morrison of Florida, Inc. RECORD COPY Ok to construct single family home LOT 292 with setbacks and impervious area N 00° 10' 44" W shown on plan. 40.00' 3 LOT 304 5.14' 5. 14' 5.00' 5.00' 5.00, LOT 303 1 s.so' 3.0'x3.0' AC 15.7' i COVERED 0; PATIO 14.3, M h PROPOSED RESIDENCE MODEL: DARLINGTON-A 2 CAR GARAGE RIGHT 0 Or; ENTRY 8. 7' WALK 21.3' 16' DRIVE 25.20' 25.20' 110—'UT-1L. ESMJ 5' CONC. WALK 3' r FLARES CURB B.B.) S 00010' 44" E 40.00' RED ROSE LANE 50RIW) ACCESSWT I uriL QQp. PROPOSED = FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: J'-- = PROPOSED DRAINAGE FLOW FRONT = 25' LOT GRADING TYPE A # REAR = 15' PROPOSED F.F. PER PLANS = 24,4' j. SIDE = 5.0' SIDE CORNER = 10' 0 0SE0 GRADE PER »-PRPRAECONSTRUCTION PLAN co 5. 00 LOT 302 169. 58' l— — — — — O PC) 1. 01 = .1,800 LIVING _ 1,467 GARAGE = 455 ENTRY = 71 LANAI = 139 BRE' EZE:WAY = N/A ORIVIIDIVAY = 403 A/ C PAD = 18 WALKWAY = 70, IMPERVIOUS 54.6 SOD _ 2.67-, R/ W 440 'i!)...T.. APRON 1 10 ` h. PLOT PLAN ONLY* SIDEWALK 200 w ;. NOT 5r/kVl'Y) SOD ri' rfi:-fskF.;;;:::_.._. 1: SO............_...................._.._...... PROPOSED INF'ORATATION SHOWN A.PEA 5,240._... , BASED ON SUPPLED PLAN: DRIVEWAY AND/ OR INSTRUCTIONS PER SIDF''N,AL.K 270 "<' 0.: CI_ IENT(NOT FIELD VE.RIFIE[)) S00 307 q0 Fi. CRUSE JVH TYFTR-SCOTT ASSOC., I1VC. - LANl SURET`11'"0_1?z5' LEGEND - LEGEND - P PLAT 5400 E. COLONIAL DR. ORLANDO, Ft.. 32807 (407)-277-3232 FAX (407)-658-1436 F FIELD P.O.L. TYP. POINTON LINE TYPICAL NOTES: I.P. IRON PIPE P.R.C. POINT BF REVERS[ CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF I.H. IRON ROD P.C.C. POINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIL14 .STATUES C.M. SET I.R.. CONCRETE MONUMENT LR, 4596 RAD, RADIAL NON -RADIAL2, UNLESS EMBOSSED WRIT SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. NEC. DBIB RECOVERED RECOVEREDVWP. V[TNESS POINT S. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS P.O. B. POINT OF BEGINNING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. P,O. C• POINT OF COMMENCEMENT P,R.H PERMANENT REFERENCE MONUMENT 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. T CENTERLWE FF FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY, NGD NAIL 6 DISK DS,L B.M: BUILDING SETBACK LINE BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. R/W ESMT. RIGHT-OF-WAY EASEMENT B. B. BASE BEARING 7, BEARINGS, ARE WED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B. ) DRAIN. DRAINAGE B. CLEV.ATI-ONS, IF SHOWN, ARE EASED ON NATIONAL GEODETIC DATUM OF 1929. UNLESS OTHERWISE NOTED. UTIL UTILITY 9. CERTIFTCATE OF AUTHORIZATION No. 4596. CL.FC. CHAIN LINK FENCE WRFC. C/ D WOOD FENCE CONCRETE DLUCK SCALE i 1" - 20'- DRAWN BY: '»»11 P.C. P.T. POINT [IF CURVATURE PONT OF TANGENCY CERTIFIED BY; DATE ORDER No. IIf:SC. R L.ARCDESCRIPTION RADIUS LENGTH PLOTPLAN 06-14-17 2359-17 D DELTA C CHORD C.H. CHORD BEARING NORTH THIS dU1LDINC/ PROPERTY DOES. NOT LIE WITHIN d'111 3'. ail------- THE ESTABLISHED 100 YEAR FT.00D PLANE AS PER "FIRM" GRUMEYER, R.L.S. j 4714 ZONE "X" MAP I 12117C 0055 F. W. SR.L.S 4801 AAV KITCHEN TAYLOR MORRISON HOMES THORNBROOKE S.F. HOUSE TYPE: DARLINGTON LOT 303 1ST FLOOR 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR L. T, V clo ..s LID Ul d I la Ally/ MASTER BATH t W/M E f POWDER BATH P M TAYLOR MORRISON HOMES L THORNBROOKE S.F. r HOUSE TYPE: DARLINGTON LOT 303 2ND FLOOR L& V BATH 2 3" WASTE LINE FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR K5 El RECORD COPY A/ pp0, EeEziea.c vieEs,_qne. 2153 Premier Row Orlando, FL 32809 407-812-1822 Fax 407-812-7171 LOAD CALCULATIONS ONE FAMILY DWELLING WITH HEAT PUMP NEC CODE #D2 ©) BUILDER TAYLOR MORRISON HOUSE PLAN DARLINGTON 17 1951 3\LoINc SANFORD A. 2585 SQFT GENERAL LIGHTING X 3 VA PER SQ FT 7755 VA 2 20 AMP APPLIANCE CIRCUIT AT 1500 VA EA 3000 VA 1 LAUNDRY CIRCUIT AT 1500 VA 1 RANGE AT NAME PLATE RATING OR COOKTOP AND OVEN 12000 VA 1 WATER HEATER 4500 VA 1 DISHWASHER 1200 VA 1 CLOTHES DRYER 5000 VA 1 DISPOSAL (1/3 HP) 246 VA VA VA SUBTOTAL OF GENERAL LOAD 35201 VA FIRST 10 KVA OF GENERAL LOAD AT 100% 10000 VA REMAINDER OF GENERAL LOAD AT 40% 25201 VA x . 4 10080 VA TOTAL NET GENERAL LOAD 20080 VA 2 TON HEAT PUMP #1 16.5 AMP X 240 VA = 3960 VA 2 TON HEAT PUMP #2 16.5 AMP X 240 VA = 3960 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA 5 KW ELECTRIC HEAT AT 65% 3250 VA NET GENERAL LOAD 20080 VA NET TOTAL HEAT OVA TOTAL LOAD 34500 VA CALCULATED LOAD FOR SERVICE 34500 VA 1240 V= 143.75 AMP ISO AMP SERVICE Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Nil RECORD COPY MiTek RE: TB0303 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL 33610-4115 Customer Info: Taylor Morrison Project Name: TB0303 Model: Thornbrooke Lot/Block: 303 Subdivision: Thornbrooke Address: City: Sanford State: Florida Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014fTP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 139 mph Roof Load: 45. 0 psf Floor Load: 55.0 psf This package includes 59 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T11342664 1 C01 6/12/17 118 T11342681 F16 6/12/17 12 1 T11342665 1 CO2 1 6/12/17 119 1 T11342682 1 HR01 1 6/12/17 13 I T11342666 1 F01 1 6/12/17 120 1 T113426831 HR02 1 6/12/17 14 I T11342667 I F02 1 6/ 12/17 121 1 T113426841 HR03 1 6/12/17 5 I T11342668 I F03 1 6/12/ 17 122 1 T11342685 1 HR06 1 6/12/17 6 I T11342669 I F04 1 6/12/17 123 I T11342686 I J01 1 6/12/17 1 7 T11342670 F05 1 6/12/17 124 I T11342687 I J02 1 6/12/1 7J 18 I T11342671 I F06 1 6/12/17 125 I T11342688 I J03 1 6/12/17 1 19 I T11342672 I F07 1 6/12/17 126 I T11342689 I J04 1 6/12/17 1 110 1 T11342673 1 F08 1 6/12/17 127 I T11342690 I J05 1 6/12/17 1 11 I T11342674 I F09 1 6/12/17 128 I T11342691 I J06 1 6/12/17 1 112 I T11342675 I F10 1 6/12/17 129 I T11342692 I J07 1 6/12/17 113 I T11342676 I F11 1 6/12/17 130 I T11342693 I J08 1 6/12/17 114 I T11342677 I F12 1 6/12/17 131 I T11342694 1 6 1 7 J 115 1 T11342678 1 F13 1 6/12/17 132 I T11342695 I J10 1 6/12/17 116 I T11342679 I F14 1 6/12/17 133 I T11342696 I J11 1 6/12/17 117 I T11342680 I F15 1 6/12/17 134 I T11342697 I J12 1 6/12/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. v\-oING SANE ORO All 0 J ER P, F7 , i NDo239 ti o • 4 = 3 STATE OF _ i N A, E Walter P. FinnPENo22839MITek USA, Inc. FL Cert 6634 6904 Padre East Blvd. Tampa FL 33610 Date: June 12, 2017 Finn, Walter 1. of 2 RE: TB0303 - Site Information: Customer Info: Taylor Morrison Project Name: TB0303 Model: Thornbrooke Lot/Block: 303 Subdivision: Thornbrooke Address: City: Sanford State: Florida No. S—ea l# JTruss Name Date 135 IT11342698IJ13 6/12/17 136 I T11342699 I J 14 1 6/12/17 1 137 I T11342700 I J15 1 6/12/17 38 I T11342701 I J22 1 6/12/17 1 139 I T11342702 I J23 1 6/12/17 140 1 T11342703 1 R01 1 6/12/17 1 141 1 T11342704 1 R02 1 6/12/17 142 1 T11342705 1 R03 1 6/12/17 1 143 1 T11342706 1 R04 1 6/12/17 144 1 T11342707 1 R05 1 6/12/17 1 145 1 T11342708 1 R07 1 6/12/17 1 146 1 T11342709 1 R08 1 6/12/17 147 1 T11342710 1 R09 1 6/12/17 148 1 T11342711 1 R10 1 6/12/17 149 1 T11342712 1 R 11 1 6/12/17 150 1 T11342713 1 R12 1 6/12/17 151 1 T11342714 1 R 13 1 6/12/17 1 152 1 T11342715 1 R14 1 6/12/17 153 T11342716 1 R15 1 6/12/17 1 154 1 T11342717 1 R20 1 6/12/17 155 1 T11342718 1 R21 1 6/12/17 156 1 T11342719 1 RF01 1 6/12/17 1 157 1 T11342720 1 RF02 1 6/12/17 1 158 1 T11342721 I V01 1 6/12/17 1 159 I T11342722 1 V02 1 6/12/17 2 of 2 Job Truss Truss Type r ty Ply T11342664 TBO303 Cot GABLE 1 1 24001FReference optional) tsunoers rnsraource, i ampa, riam uny, rio—a oa000 ors ID:Zl7yacff3rgf5yObDEG66uzOUf6-7gdROabuwyBukl HtYMYynDIRpCvtt7AHRUQRAhz7?9f Orb Scale = 1:25.5 1 2 3 4 5 63x4 = 7 8 9 10 11 12 13 26 25 24 23 22 21 20 19 18 17 16 15 3x4 = 30 0co 1-4-0 1 2-8-0 4-0-0 5-4-0 6-8-0 8-" 9-4-0 10-8-0 12-0-0 13-4-0 1 14-8-0 15ii$ 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-8 1-3-8 1-4-0 1-4-0 1-4-0 1-4-0 0-10-8 Plate Offsets (X Y)-- (6:0-1-8 Edge) 120 0-1-8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 17 n/a rVa BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 79 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23, 22, 21, 20, 19, 18, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) "This manufactured product is designed as an individual"building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MITek(D connectors. This design is based only upon parameters shown, and Is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incogxxale this design Into file overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek` Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSUTPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plale, Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type G'tty Ply T11342665 TBO303 CO2 Floor Truss 1 1 755324002 Job Reference o tional ounaers rnsrouui au rya, riaui .ny, r e oo., 0 8 18 17 1 2 3 4 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-7gdROabuwyBukl HtYMYynDIRrCvrt7BHRUQRAhz7?gf Scale = 1:17.0 5 6 7 8 16 15 14 13 12 11 10 9 9-0-7 9-0-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES W B 0.03 Horz(TL) 0.00 9 n/a r/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 45 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-0-7 lb) - Max Grav All reactions 250 lb or less at joint(s) 16, 9, 15, 14, 13, 12, 11, 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev, 1010312015 BEFORE USE. _ Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall aa qq building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary IV Iandpermanentbracing iTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - Blvd. e East fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, 6904 Parke East Safety Information available from Truss Plale Institute. 218 N. Lee Street, Suite 31'2, Alexandria, VA 22314. Job Truss Truss Type T11342666 T60303 F01 ty Floor Truss 1 Job%ofoe3rence optional ounueis niswomce, nuiNa, r.ma—Y. i-wa. 0-1-8 HI 16 15 1-3-0 I D:Zl7yacff3rgf5yObD EG66uzOU f6-cOAq Dwc W h FJ ILBs3633BKQrTGb4ac Ui Rg89-j7z7?9e 2-3-8 2-6-0 0-,.1 8 calA = 1:26.9 1.5x3 I 1.5x3 11 1.5x3 = 1.5x3 = 1.5x3 = 1.5x3 11 1.5x3 II 1.5x3 = 1 2 4 5 6 7 8 18 0 T 17 Plate Offsets (XY)-- f11 0-1-8 Edge) f12 0-1-8 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) -0.15 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) -0.20 12-13 >925 240 BCLL 0.0 Rep Stress Incr YES W B 0.40 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 82 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14=834/0-7-4, 9=834/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1530/0, 3-4= 2021/0, 4-5=-2021/0, 5-6=-2021/0, 6-7=-1530/0 BOT CHORD 13-14=0/1191, 12-13=0/1839, 11-12=0/2021, 10-11=0/1839, 9-10=0/1191 WEBS 2-14=-1390/0, 7-9=-1390/0, 7-10=0/539, 6-10=-490/0, 6-11=0/502, 5-11=-293/0, 2-13=0/539, 3-13=-490/0, 3-12=01502, 4-12=-293/0 NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. f 0103W JS BEFORE USE. _ _ ER Design valid for use only with Mliek connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use:, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Welk" building design. Bracing Indicated is to prevent buckling of hndlvidUOI truss web and/or chord members only. Additional temporary and permanent bracing f elk" is always required for stability and to prevent collapse with possltzle personal injury and property damage. For general guidance regarding the East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss system6904 Parke Components, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Comnent Tampa, Parke East Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandila, VA 22314,33610 Job Truss Gtty PIY T71342667 TBO303 F02 FloorTTrus s 1 1 755324004 Job Reference o tional esuimers rusraource, Tampa, ram "'y. r.unue oa 0-1-8 H I 2-6-0 _ 1-3-0 16 15 1.5x3 II 1.5x3 = 1.5x3 = ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-co'AgDwcW hFJILBs3633BKQrUlb5LcUnRg89-j7z7?9e 1-11-12 2-6-0 01 i cal 1:26.3 1.5x3 II 1.5x3 II 3 4 5 6 7 i e g 13 12 11 10 3x6 = 17 0 cp 15-2-12 15-2-12 Plate Offsets (X Y) 111 0-1-8 Edge] 112 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 Verl(LL) -0.13 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) -0.17 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 82 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=814/0-3-8, 14=820/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1497/0, 3-4=-1960/0, 4-5=-1960/0, 5-6=-1960/0, 6-7=-1513/0 BOT CHORD 13-14=0/1168, 12-13=0/1795, 11-12=0/1960, 10-11=0/1806, 9-10=0/1189 WEBS 2-14= 1363/0, 7-9=-1374/0, 7-10=0/515, 6-10=-464/0, 6-11=-14/453, 5-11=-261/0, 2-13=0/523, 3-13=-474/0, 3-12=-3/464, 4-12=-266/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek(D connectors. This design is based only upon parameters shown, and Is for an Individual building component, notAmatrusssystem. Before use, the building designer must verify file applicability of design parameters and Propel ly Incorporate this design Into the overallbuildingdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the e East Blvd. fabrlcalion, storage, delivery, erection and bracing of trusses and tnrss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, 6904 Parke East Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type City Ply T11342668 TB0303 F03 Floor Truss 1 1 111324005 Job Reference (optional) ounueis nisrauuwn, im .V., nmu -Y, rvu a oo.,w 0-1-8 u r, 1-3-0 1.5x3 II 1.50 = 1.5x3 = 4x6 = 1 2 16 15 I D:Zl7yacff3rgf5yOb6EG68uz0Uf6-4CkC,QGd9SZRczLRGfnaQseNZV? R4Lu_aunvYFaz7?9d 2-6-0 1-11-12 2-6-0 1 S ale8 1;26.3 1.5x3 II 3x6 = 1.5x3 11 1.5x3 3x4 = 46 = 1.5x3 = 3 4 5 6 7 8 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3X6 = i 17 0 T 2-9..0 9-8-12 2-9-0 Plate Offsets (X Y)-- 11 0-1-8 Edge) [12 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) -0.25 10-11 >723 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.67 Vert(TL) -0.35 10-11 >507 240 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 82 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.l (flat) TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x4 SP M 31(flat) end verticals. WEBS 2x4 SP No.3(ffat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 9=1201/0-3-8, 14=956/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1323/0, 3-4=-2626/0, 4-5=-2626/0, 5-6=-2626/0, 6-7=-1811/0 BOT CHORD 13-14=0l772, 12-13=0/1870, 11-12=0/2626, 10-11=0/2535, 9-10=0/1033 WEBS 7-9=-1549/0, 2-14=-1191/0, 7-10=0/1237, 2-13=0/875, 6-10=-1149/0, 3-13= 868/0, 4-12=-336/0, 3-12=0/1020, 6-11=-205/525 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 523 lb down at 11-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (Ib) Vert: 6=-523(F) WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekf connectors. This design is based only upon parameters shown, and is for an Individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual taus web and/or chord members only. Additiorval temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecllon and bracing of Busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type Q Y RIY T60303 F04 Floor Truss 1 1E7553124006 9 ce tional mullueiarill—ui , auF, ,i-". Y,. -...0.... ... 0-1-8 y i 2-6-0 Ii' r3 1.5x3 II 1.5x3 = 1.5x3 = 1 3x4 = 2 I D:Zl7yacff3rgf5yobD EG6Buz0 Uf6-4C kCQGd9SZRczLRGfnaQseNfh?SpLzcaunvYFaz7?9d ii 1 3-0 1.5x3 1.5x3 11 3x4 = 3 4 5 3x6 6 7 p40i Scale = 1:19.9 77 i i 8• 6 10 9 8 3x4 = 3x4 = 3x4 = 1.5x3 3x4 = 11-0-12 11-0-12 Plate Offsets (X Y)-- 110:0-1-8 Edgej 111 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.12 11-12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.62 Verl(TL) 0.2611-12 501 240 BCLL 0.0 Rep Stress Incr YES W B 0.29 Horz(TL) 0.03 7 n/a rl/a BCDL 5.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD ROT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 7=595/0-3-8, 12=595/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 1031/0, 3-4=-1031/0, 4-5=-1031/0, 5-6= 408/0, 6-7=-416/0 BOT CHORD 11-12=0/784, 10-11=0/1031, 9-10=0/784 WEBS 2-12=-915/0, 2-11=0/369, 7-9=0/615, 5-9= 598/0, 5-10=0/487, 4-10=-273/0 PLATES GRIP MT20 244/190 Weight: 61 lb FT = 20%F, 11%E Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends er restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building designer rnust verify the applicaN ity of design parameters and properly incorporate fillslls design into the overall a building design. Dactng indicated is to prevent Lxrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOWIOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Cdferta, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply T11342670 TB0303 FO5 Floor Truss 1 1 7553240117 Job Reference (optional) uvitaers rirsrsource, Tampa, ream r,.y. rronoa o, 1 0-1-8 H i 2-6-0 I D:Zl7yacff3rgf5y0bD EG6BuzOUf6-YOlaecdnDtZTbV OS D U6f Prwo7PnD4Q9k7Re5nOz7? 9c 1-10-12 1-3-0 018 Scale'= 1 :19.6 1.5x3 1.Sx3 1.5x3 = 1.5x3 = 3x4 = 1.5x3 1.5x3 II 3x4 = 1.5x3 = 1 2 3 4 5 6 3x4 — 1 3x6 = 13 Plate Offsets (X Y) 8 0-1-8 Eddej [9 0-1-8 Edgel - LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.15 9-10 >917 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.61 Ver1(TL) -0.28 9-10 >468 240 BCLL 0.0 Rep Stress Incr YES W B 0.27 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 61lb FT=20%F,11%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP NO-2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 7=603/0-3-8, 10=610/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1079/0, 3-4= 1079/0, 4-5=-1079/0 BOT CHORD 9-10=0/808, 8-9=0/1079, 7-8=0/827 WEBS 2-10=-943/0, 2-9=0/404, 5-7=-954/0, 5-8=0/499, 4-8=-295/0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component not a truss system. Before rise. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temr orary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI ] Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ` aty Ply T11342671 TBO303 F06 Floor Truss 1 1 F7553240011Reference optional) 0-1-8 Hi 2-6-0 2-6-0 ii 1r_ 11-8 I 1-3-0 2-6-0 n 2 1.5x3 1.5x3 = 1.5x3 = i 1 2 28 27 26 1.5x3 11 1.5x3 11 1.5x3 II 4x6 = 3x6 FP= 3 4 5 6 7 8 9 25 24 23 22 21 3x6 = 3x6 FP= 4x6 = I D:ZI7yacff3rgf5yObDEG6BuzOUf6-YOlaecdnDtZTbVOSDU6fPrwlrPli4MEk7Re5nOz779c i 19-8 i 2-6-0 1.5x3 11 1.5x3 10 11 12 13 Z![= 20 19 18 2-6-0 l 8 cafe = 1:52.0 1.5x3 II 1.5x3 = 1.5x3 = 14 3115 30 0 29 17 16 Plate Offsets (X Y)-- f 18 0-1-8 Edge] 119 0-1-8 Edge] 240-1-8 Edge] [25 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 Vert(LL) 0.19 25-26 699 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.37 25-26 361 240 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.06 16 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 154 lb FT = 20% F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 16-22: 2x4 SP No.1(flat) 6-0-0 oc bracing: 24-25,23-24. WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 16=945/0-7-4, 23=1802/0-4-0, 26=498/0-7-4 Max Grav16=963(LC 7), 23=1802(LC 1), 26=588(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 992/165, 3-4=-992/165, 4-5= 992/165, 5-6=0/1022, 6-7=0/1022, 7-8=-1498/0, 8-9=-1498/0, 9-10=-2306/0, 10-11= 2715/0, 11-12=-2715/0, 12-13=-2715/0, 13-14=-1855/0 BOT CHORD 25-26=0/774, 24-25= 165/992, 23-24=-443/685, 22-23=0/956, 21-22=0/956, 20-21=0/2007, 19-20=0/2589, 18-19=0/2715, 17-18=0/2273, 16-17=0/1401 WEBS 6-23=-299/0, 2-26=-903/0, 2-25= 206/255, 5-23=-i0-99/0, 5-24=0/734, 4-24--444/0, 14-16=1635/0, 14-17=0/721, 13-17=-664/0, 13-18=0/628, 7-23=-1830/0, 7-21=0/911, 9-21=-863/0, 9-20=0/522, 10-20=-508/0, 10-19=-66/485, 11-19=-251/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." e WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not ` a in.rss system. Before use, the I:xrilding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available tiom Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t Cr2ty Pty T11342672 T60303 F07 ]Floor Truss 1 1 755324009 Job Reference (optional) owiaers--ource, i ampa, nam wry, rionoa o,oo 0-1-8 H i 2-6-0 i 2-6-0 1.5x3 11 1.5x3 = 1.5x3 = 1 28 27 26 ID:Zl7yacff3rgf5W0 6E G68uz0Uf6-Obsyye, P_AhKCfaenCdux3Sx?p3RpgUtM5OfJSz7?9b 2- 6-0 P-8-0 23 8 2-6-0 -1-8 r 6-0r Scle = 1:52.0 1.5x3 11 1.5x3 11 T5x3 II 3x6 FP = 1.5x3 11 1.5x3 II 2 3 4 5 6 7 89 10 11 12 25 24 23 2221 20 19 3x6 FP= 3x6 = 13- 3- 4 1-8, Edgej, 119:0-1-8,Edge 18 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL,. in (loc) I/dell Ud TCLL 40. 0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.25 17-18 784 360 TCDL 10. 0 Lumber DOL 1.00 BC 0.86 Vert(TL) 0.38 17-18 523 240 BCLL 0. 0 Rep Stress Incr YES W B 0.46 Horz(TL) 0.05 16 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 Matrix) 1.5x3 11 1.5x3 = 1.5x3 = 13 14 3115 30 0 00 2917 16 PLATES GRIP MT20 244/ 190 Weight: 154 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except ROT CHORD 2x4 SP No.1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0- 0 oc bracing: 22-23,20-22. REACTIONS. (lb/ size) 16=826/0-7-4, 22=1796/0-4-0, 26=623/0-7-4 Max Grav 1 6=856(LC 7), 22=1796(LC 1), 26=680(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1359/0, 3-4=-1359/0, 4-5=-1359/0, 5-6=-1006/28, 6-7=0/1040, 7-8=0/1040, 8-9=- 1297/0, 9-1 0=-1 297/0, 10-11=-2105/0, 11-12=-2105/0, 12-13=-2105/0, 13-14=- 1606/0 BOT CHORD 25-26=0/928, 24-25=0/1359, 23-24=0/1262, 22-23=-154/728, 21-22=-87/876, 20-21=- 87/876, 19-20=0/1727, 18-19=0/2105, 17-18=0/1930, 16-17=0/1228 WEBS 7- 22=-262/0, 2-26=-1083/0, 2-25=0/504, 6-22= 1343/0, 6-23=0/555, 5-23= 539/0, 5-24= 0/424, 14-16=-1433/0, 14-17=0/601, 13-17=-515/0, 13-18=-39/276, 8-22=-1606/0, 8-20= 01717, 10-20=-743/0, 10-19=0.55, 11-19=-409/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi - rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10703/2015 BEFORE USE. Design valid for use only with Mi lek(D conneclors. This design Is based only upon parameters shown, and Is for an individual building component, not a Imss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing (Yl ek is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSUTPl1 Quality Criteria, DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type 'cxfy Pty T11342673 T60303 F08 Floor Truss 1 1 755324070 Job Reference o tional uunaers rirsraource, i ampa, riam i y, n 11- as000 0-1-8 H12-6-0 i 2r11 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-U nOK3Hf 1 IUpBgogrCv87UG76vD PnYH POal7Csvz779a 1-3-0 i 1-3-0 1-5-5 1-3-0 1-3-0 0-1-8 i i Scale = 1:52.0 1.5x3 1.5x3 11 1.5x3 = 4x6 = 11.5X3 - 1.5x3 = 1.5x3 I 1.5x3 II 1.5x3 II 3x6 FP= 1.5x3 11 1.5x3 II 1.5x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 2914 26 25 24 23 22 12-10-7 12-10-7 7:0-1-8,Edgel, 118:0-1-8,Edge 21 20 19 18 17 3x6 FP- 4x6 = 3x6 = 104 0-1 16 15 28 0 27 LOADING (psf) SPACING- 2-0-0 GSI. DEFL. in loc) I/dell va rt_AI Lb Mir TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(ILL) -0.20 23-24 >761 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(TL) -0.36 23-24 >418 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.06 15 n/a r1/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 151 lb FT = 20%F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. REACTIONS. (lb/size) 15=853/0-7-4, 21=1791/0-5-11, 24=602/0-7-4 Max Grav15=893(LC 7), 21=1791(LC 1), 24=651(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1231/0, 3-4=-1231/0, 4-5=-1231/0, 5-6=0/1048, 6-7=0/1048, 7-8=-1491/0, 8-9=-1491/0, 9-10=-2351/0, 10-11= 2351/0, 11-12=-2351/0, 12-13=-1687/0 BOT CHORD 23-24=0/876, 22-23=0/1231, 21-22= 245/646, 20-21 =0/1 039, 19-20=0/1039, 18-19=0/1912, 17-18=0/2351, 16-17=0/2049, 15-16=0/1287 WEBS 6-21=-281/0, 2-24=-1022/0, 2-23=-38/414, 5-21 =-1 233/0, 5-22=0/836, 4-22=-351/0, 13-15=-1501/0, 7-21=-1681/0, 7-19=0/797, 9-19=-768/0, 13-16=0/637, 12-16=-575/0, 12-17=-30/428, 9-18=0/718, 10-18=-276/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03,2015 BEFORE USE. v Design valid for use only with Milek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, file building designer must verify file applicability of design parameters and properly Incorporate this design into file overall building design. Bracing indicated is to prevent txrckling of individual truss web and/or chord members only. Additional temporary and parnanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T11342674 TB0303 F09 Oty Floor Truss 1 1 755324011 Job Reference (optional) o iaers rusraource, i ampa, rimu wry, nmioo o,oo 0-1-8 2-6-0 2-6-0 1-6-11 1-3-0 2-6-0 i 2-6-0 Hi i I fl 28 27 1.5x3 II 1.5x3 11 1.5x3 II 4x6 = 3x6 FP= 2 3 4 5 6 7 8 9 I D: Zl7yacff3rgf5yObDEG6Buz0Uf6-yzJ Gdgf W ox2Syk1 udfM 1 UYHrcj 1 Hj hApPtIOLz7?9Z 2-2-5 it 2-6-0 2-6-0 -1-8 r tale = 1:52.0 1.5x3 11.5x3 11 10 11 12 13 14 1.5x3 1 .5x3 = 1.5x3 = 3115 30 0 29 26 25 24 23 22 21 20 19 18 17 16 3x6 = 3x6 FP= 4x6 = 10-10-7 10-10-7 18:0-1-8 Edgej (19:0-1-8 Edge) j24:0-1-8 Edge), (25:0-1 t9-10-4 19-0-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.22 17-18 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) 0.33 25-26 384 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) PLATES GRIP MT20 244/190 Weight: 154 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 16=948/0-7-4, 23=1864/0-5-11, 26=434/0-7-4 Max Grav 16=961(LC 7), 23=1864(LC 1), 26=548(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-859/305, 3-4=-859/305, 4-5=-859/305, 5-6=0/1198, 6-7=0/1198, 7-8= 1307/0, 8-9=-1307/0, 9-10=-2187/0, 10-11= 2698/0, 11-12= 2698/0, 12-13= 2698/0, 13-14=-1851/0 BOT CHORD 25-26=-57/710, 24-25=-305/859, 23-24=-612/563, 22-23=0l728, 21-22=0/728, 20-21 =0/1 854, 19-20=0/2509, 18-19=012698, 17-18=0/2267, 16-17=0/1398 WEBS 6-23=-299/0, 2-26=-828/66, 2-25= 290/174, 5-23=-1162/0, 5-24=0/765, 4-24= 456/0, 14-16=-1632/0, 7-23= 1897/0, 14-17=0/720, 13-17=-660/0, 13-18=0/621, 7-21=0/956, 9-21--908/0, 9-20-0/562, 10-20--552/0, 10-19=0/561, 11-19=-316/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON MISAND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTekD connectors. This design Is based only upon parameters shown. and is for an individual Ixtilding component, not - a to iss system. Before use, the building designer must verify the opp.>licabtiity, of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addltioi>al tempx>raiy and permanent brlch)g MiTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type T11342675 T60303 F10 7! y_ TFloorTrussF755314012re nce o tional P.. a Illy. 11-- 0-1-8 2-6-0 1-3-0 i i2-0-11 i2-6-0 i 2-6-0 H r 29 28 1. 5x3 11 1.5x3 I 4x6 = 2 3 4 5 6 I D:Zl7yacff3rgf5yObDEG6BuzOUf6-QAY5UzhHG53v46JDSKAbZh4R_06DOgyJ23cJwnz7?gY 260 1 3x6 FP= 1.5x3 II 1.5x3 II 7 8 9 10 11 12 28- 0 -t 8 cale = 1:52.0 1. 5x3 II 1. 5x3 = 4x6 = 1.5x3 = 13 14 3215 31 0 30 27 26 25 24 23 22 21 20 19 18 17 16 1. 5x3 II 3x8 = 3x6 FP- 4x6 = 3x6 = 4x6 = 29- 10-8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) -0.27 20-21 >926 360 TCDL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -0.43 20-21 >588 240 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.09 16 n/a rda BCDL 5.0 Code FBC2014lTP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) *Except* TOP CHORD 1- 8: 20 SP No. 1(flat) BOT CHORD 2x4 SP No.2(flat) `Except` BOT CHORD 16- 22: 2x4 SP No. 1(flat) WEBS 20 SP No.3(flat) REACTIONS. ( lb/size) 16=1079/0-7-4, 24=1847/0-5-11, 27=319/0-7-4 Max Uplift27=-38(LC 4) Max Grav 16=1092(LC 7), 24=1847(LC 1), 27=447(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-543/369, 3-4=-543/369, 4-5=0/1059, 5-6=0/1059, 6-7=-1715/0, 7-8=-2751/0, 8- 9= 2751/0, 9-10= 3500/0, 10-11 =-3500/0,11-12=-3500/0, 12-13= 3019/0, 13- 14=-2171/0 BOT CHORD 26-27=-138/533, 25-26=-369/543, 24-25=-369/543, 23-24=0/1072, 22-23=0/2328, 21- 22=012328, 20-21=0/3145, 19-20=0/3500, 18-19-0/3331, 17-18=0/2697, 16-17=0/1614 WEBS 2-27=-623/161, 4-24=-1160/0, 2-26=-356/15, 14-16=-1883/0, 6-24=-2114/0, 6- 23=0/1060, 7-23=-1015/0, 7-21=07702, 9-21=-660/0, 14-17=0/886, 13-17=-835/0, 13- 18=0/511, 12-18=-496/0, 12-19=-132/554, 11-19= 280/17, 9-20=0/688 PLATES GRIP MT20 244/190 Weight: 155lb FT=20%F, 11%E Structural wood sheathing directly applied or 2-2-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6- 0-0 oc bracing: 26-27,25-26,24-25. NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 27. 4) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M1F7473 rev, 1010312015 BEFORE USE. Design valid for use only with Mtek connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component. not a Inrss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall AdditionaltemporaryandpermanentbracingMiTek' buildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. Fabrication. storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Job Truss Truss Type ty Ply T77342676 TBO303 Fit Floor Truss i 1 755324073 Job Reference o tional owiaers nra ouwue, Tampa, riaiu. Y 0-1-8 H 1 2-6-0 1 22 26 3x4 = 3x4 = 3x4 = 2 3 4 I ._-_._ ____...____.__._ I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-QAY5 UzhHG53v46J DSKAbZh4 W w09M0EQJ23cJwnz7?9Y 1f40fi2- 5t21-81 i Scat4' f"0 lui= 1:50.7 3x4 = 3x4 = 3x6 FP= 3x4 = 5 6 7 8 9 10 11 3x4 = 12 13 14 3115 25 24 23 22 21 20 19 18 17 16 3x6 = 3x4 = 3x6 FP— 3x6 = 3x4 = 3x4 = 3x4 = 3x4 = 9-10 30 0 29 T 6-10-7 1 10-6.4 12-5-12 Plate Offsets (XY)-- f20-1-8 Edqe] f3:0-1-8 Edqe] [170-1-8 Edge] f180-1-8 Edge) f21 0-1-8 Edge] [22:0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.14 16-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0.27 16-17 >556 240 BCLL 0.0 Rep Stress Incr YES W B 0.32 Horz(TL) 0.03 16 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 152lb FT=20%F,11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 0-7-4 except (jt=length) 23=0-5-11, 19=0-5-11. lb) - Max Grav All reactions 250 lb or less at joint(s) except 16=652(LC 13), 23=992(LC 15), 19=1324(LC 11), 26=345(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-364/12, 3-4=0/334, 4-5=0/334, 5-6=-871/0, 6-7=-871/0, 7-8=-871/0, 8-9=0/521, 9-10=0/521, 10-11=0/521, 11-12= 1249/0, 12-13= 1249/0, 13-14=-1249/0 BOT CHORD 25-26=-12/364, 24-25= 12/364, 23-24=-12/364, 22-23=0/637, 21-22=0/871, 20-21=-26/674, 19-20=-26/674, 18-19=0/764, 17-18=011249, 16-17=0/879 WEBS 4-23=-281/0, 10-19=-282/0, 2-26=-422/14, 3-23=-623/0, 5-23= 827/0, 8-19=-870/0, 8-21=0/405, 5-22=0/348, 7-21=-258/0, 11-19=-1116/0, 11-18=0/668, 12-18=-288/0, 14-16=-1026/0, 14-17=0/432 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x3 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10703P2015 BEFORE USE. Design valid for use only with MITek® connectors. [his design Is based only upon paramelers shown, and is for an Individual building component, not a truss system. Before rrse, the building deskdner must verify the applicability of design parameters and properly Incorporate this design into the overall pqqbuildingdesign. Bracing indlcated is to prevent buckling of individual tnISS web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of inisses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qfy Ply T11342677 T60303 F12 Floor Truss 1 i 755324014 Job Reference (optional) ID:Zl7yacff3rgf5yobDEG6BuzOUf6-uM5ThJhvl PCmhGuPOlhg6vdeeQaClj_THjMsSEz7?9X 1 1.5x3 11 6 2 3x4 = 3 1 .5x3 11 Scale = 1:10.0 5 3x4 = 3x4 = 3-10-8 3-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.79 Vert(LL) 0.00 5 -. 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.30 Vert(TL) -0.05 4-5 >929 240 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horc(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 21 lb FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=523/Mechanical, 4=665/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-258/0 BOT CHORD 4-5=0/563 WEBS 2-5=-684/012-4=-684/0 NOTES- ( 5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 11-4-0 from 0-9-0 to 3-10-8 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-100, 3-6=-353 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. 0 Design valid for use only with MilekO connectors. This design Is based only upon parameters shown. and is for an Individual building component, not a truss systerrr. Before use, the building designer must verify the applicability of design parameters and proPetly incogx rate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for slahlilly and to prevent collapse with possible personal injury and property darnage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342678 TBO303 F13 Floor Truss 1 1 755324015 Job Reference (optional) 1 1.5x3 II 5 ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-uM5ThJhv 1 PCmhGuP01 hg6vdel Obwli5THjMsSEz7?9X 2 3x4 = 6 3 1.5x3 11 Scale = 1:10.0 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.00 5 `" 360 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) 0.05 4-5 >962 240 BCLL 0.0 Rep Stress Incr NO W B 0.23 Horz(TL) 0.00 4 n/a rda BCDL 5.0 Code FBC2014/TPf2007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.1(flat) TOP CHORD BOT CHORD 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 4=648/Mechanical, 5=863/0-7-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-5=-342/0 BOT CHORD 4-5=0/753 WEBS 2-4=-904/0, 2-5=-904/0 PLATES GRIP MT20 244/190 Weight: 22lb FT=20%F, 11%E Structural wood sheathing directly applied or 4-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Refer to girder(s) for truss to truss connections. 2) Girder carries tie-in span(s): 14-10-0 from 0-0-0 to 3-2-0 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 4-5=-10, 1-6=-449, 3-6= 100 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with Mitel<0 connectors. This design Is based only upon parameters shown, and is for an Individual txrilding component, not a trrrss system. Before use, the building designer must verify the applicability of design 1xiiarnetets and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporaryand permanent bracing Miiek" is always required for stability and io prevent collapse with possible personal injury and properly damage. for general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sireel, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342679 TBO303 F14 Floor Truss 1 1 75524016 JRan 0- 1-8 260 1 30 18 17 1. 5x3 11 1. 5x3 = 1. 5x3 = 9 I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-NYfrvfiYoj KdJQTcaID3e6AvTgg0U6JcVN5Q? gz7? 9 W alScale = 1:26.2 1. 5z3 11 1.5x3 11 4x6 11 3 4 5 6 7 8 9 i e e 15 14 13 12 11 10 4x6 = 1.5x3 11 to o Plate Offsets (X Y) 9 0-3-0 Edge) [13 0-1-8 Edge], 114 0-1-8 Edgel LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.09 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.58 Vert(TL) -0.12 14-15 >999 240 BCLL 0.0 Rep Stress Incr YES W B 0.42 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 81 lb FT=20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. ( lb/size) 9=787/0-3-8, 16=787/0-7-4 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1416/0, 3-4=-1812/0, 4-5=-1812/0, 5-6=-1812/0, 6-7=-1409/0, 7-8= 589/0, 8-9=-596/0 BOT CHORD 15-16=0/1112, 14-15=0/1687, 13-14=0/1812, 12-13=0/1688, 11-12=0/1110 WEBS 2-16= 1298/0, 9-11=0/888, 7-11=-827/0, 7-12=0/476, 6-12=-442/0, 2-15=0/482, 3-15= 431/0, 3-14=-41/383, 6- 13=-43/386 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 11,1II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekJ connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a In system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342680 TB0303 F15 Floor Truss 1 1 755324017 Job Reference optional) Ts r r—u—. —q—, . Y,II—,.a,,,,... 0-1-8 H1 260 130- i ID:ZI7yacff3rgf5yobD EG6Buz0U f6-NYfrvfiYojKdJQTcaID3e6ArJgm4 U 1 zcVN50? gz7?9W 260 i 1 i 260 0-1 r8 Sc21e = 1:32.5 1.5x3 II 1.5x3 = 3x8 = 1.5x3 11 1.5x3 = 4x6 = 3x6 FP= 1.5x3 11 1.5x3 11 3x4 = 4x6 = 5x6 = 1,5x3 = 1 2 3 4 5 6 7 8 9 10 r 20 19 3x6 = 4x6 = 3x6 = 3x4 = 3x8 MT20HS FP = Sx6 = 4x6 = 3x4 = Plate Offsets (X Y) 111 Edqe 0 1 81(15.0-1-8 Edge] 16 0-1-8 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Vert(LL) 0.34 14-15 656 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(TL) 0.51 14-15 432 240 MT20HS 1871143 BOLL 0.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 100 Ito FT = 20 % F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP M 31(flat) *Except* TOP CHORD 1-3: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 31(flat) *Except* BOT CHORD 11-13: 2x4 SP No.1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 18=1151/0-7-4, 11=1521/0-4-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2301/0, 3-4— 2301/0, 4-5=-3769/0, 5-6=-3769/0, 6-7=-3769/0, 7-8= 3620/0, 8-9=-2325/0 BOT CHORD 17-18=0/1709, 16-17=0/2884, 15-16=0/3769, 14-15=0/3851, 13-14=0/3329, 12-13=0/3329, 11-12=011314 WEBS 2-18=-1994/0, 2-17=0/940, 4-17=-926/0, 4-16=0/1202, 5-16=-397/0, 9-11=-1971/0, 9-12=0/1606, 8-12=-1594/0, 8-14=0/463, 7-14=-366/0, 7-15=-445/477 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 648 lb down at 14-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 11-18=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-648(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010=015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, notatrusssystem. Before Use, the building designer must verify the aliplicability of design parairrelos and properly Incorporate Nils design into the overall building design. Bracing indicated is to prevent buckling of individual huss web and/or chord members only. Additional temporary and permanent bracing MoTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of busses and truss systems, seeANSI/TPI] Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342681 TB0303 F16 Floor Truss 1 1 755324018 Job Reference (optional) n nn, c . . ,. .. -i a .,.. fi n Lm — i1 3A'OR 9nl7 Pan. t t5wiaers Hrsraource, Tampa. nano guy, no . o . 0-1-8 H 260 130 1.5x3 11 1.5x3 = 1.5x3 = 3x4 = 1.5x3 1 9 3 I D: Zl7yacff3rgf5yObD EG6BuzOUf6-rID D67jAZOS Uxa2o7Skl BKi2H EDn DcJlkl rzX6z7? 9V i1 30 J Scale = 1:18.2 1.5x3 11 3x4 = 1.5x3 I 4 5 6 3x4 = 3x4 = 10-6-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.08 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.42 Vert(TL) 0.11 9-10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 10=56810-7-4, 7=568/0-3-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-922/0, 3-4=-922/0, 4-5=-922/0 BOT CHORD 9-10=0/736, 8-9=0/922, 7-8=D/736 WEBS 2-10=-859/0, 5-7=-859/0, 5-8=0/410, 4-8=-252/0, 2-9=0/410, 3-9=-252/0 PLATES GRIP MT20 244/190 Weight: 55 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (5) 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek@ connectors. This design is based only ul»n parameters shown, and is for an individual building componenT, notatrusssystem. Before rise, the building designer must verify the applicability of design paramelers and properly incorporate this design role the overallbuildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bra-Ing MiTek` Is always required for siabllily and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Blvd. East fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa 6904 Parke East Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 33610 Job Truss Truss Type r ty Ply T11342682 TB0303 HR01 Diagonal Hip Girder 1 1 755324019 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 i.b4u s v,pr , a —.o ..... i ruusu es. o. -o V. ID:Zl7yacff3rgf5yObDEG6BuzOUf6-rIDD6?jAZOSUxa2o7SkIBKi1 BE7bDdGlk1 rzX6z7?9V 1-5-0 7-1-5 9-9-5 1-5-0 7-1-5 2-8-0 Scale = 1:21 .0 2x4 11 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/detl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) 0.15 5-8 771 240 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) 0.49 5-8 238 180 BCLL 0.0 Rep Stress Incr NO W B 0.19 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2=491/0-10-15, 5=667/Mechanical Max Horz2=137(LC 4) Max Uplift2= 139(LC 4), 5=-190(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-750/205 BOT CHORD 2-5=-286/702 WEBS 3-5=-766/357 PLATES GRIP MT20 244/190 Weight: 39lb FT=20% Structural wood sheathing directly applied or 5-1-1 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 139 lb uplift at joint 2 and 190 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters show). and is for an individual building cornlaonent, not a truss system. Before use, Ile building designer must verify the applicability of design parameters and properly incorporate it11s design into the overallAdditionaltemlxxaiyaidpermernentbracing MiTek" building design. Bracing indicated is io prevent buckling of individual taus web and/or chord members only. Is always required for stability and to prevent collapse wilh possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Gty Ply T11342683 T60303 HR02 Diagonal Hip Girder 1 1 755324020 Job Reference o tional nR 9 7 Pn 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 sApr 1920 "' " """" ID:Zl7yacff3rgf5yobDEG6BuzOUf6-rIDD6?jAZOSUxa2o7SkIBKi13ECVDf91k1 rzX6z7?9V 1-5-0 6-11-6 1-5-o 6-11-6 Scale = 1:17.0 2x4 = 2x4 11 0-5-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.06 2-4 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(TQ 0.16 2-4 488 180 BCLL 0.0 Rep Stress Incr NO W B 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=329/Mechanical, 2=301/0-11-5 Max Horz2=115(LC 4) Max Uplift4=-101(LC 8), 2=-107(LC 4) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 27 lb FT = 20 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 4 and 107 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) In the LOAD GASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-5=-70 Trapezoidal Loads (pit) Vert: 5=0(F=35, B=35)-to-3=-122(F=-26, B= 26), 2=-2(F=9, B=9)-to-4=-35(F=-7, B=-7) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with Mrek(,14) connectors. This design is based only upon parameters shown, and Is for an individual building component, not - a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent Lwckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Welk` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ply T11342664 T60303 HR03 Diagonal Hip Girder t 1 755324021 Job Reference o tional Da 1 Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 Ap 1 ''•, a ", us '•' "' `"" ' ' I D:Zl7yacff3rgf5yobD EG6Buz0 Uf6-JxncJ LkoKKaLYjd_hAFXkXFB4dSJy31 vzha W 3Yz7? 9U 6-2-11 9-9-5 1-5-0 6-2-11 3-6-10 2 3x6 = 3x6 = Scale = 1:22.0 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(ILL) -0.17 5-8 >697 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.51 5-8 >226 180 BCLL 0.0 Rep Stress Incr NO W B 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix-M) Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=482/0-5-5, 5=676/Mechanical Max Horz2=207(LC 4) Max Uplift2=-107(LC 4), 5=-228(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 625/131 BOT CHORD 2-5=-270/562 WEBS 3-5= 614/325 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; 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 leads. 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 107 lb uplift at joint 2 and 228 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70 Trapezoidal Loads (plf) Vert: 2=0(F=35, B=35)-to-4=-1 71 (F=-51, B=-51), 6=0(F=10, B=1 0)-to-5=-49(F=-1 4, B=-14) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeen connectors. Thls design is based only upon parametersshown, and is for an Individual building component, not a Truss system. Before use, the building designer must verify the at:,licability of design Iwrarneiers and properly incorporate this design into the overall a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord memtb>rs only. Addiflonal temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss ty Ti1342685 T60303HR06 Trusspe Hip Girder 1 Ty 22ference o floral I; - Ie A,o,ice for U .hm 19 15 RR 07 9017 Papa 1 Builders FIf51Source, Tampa, Plant cny, Fionua sabbe E ^r •- .- ""'-" ...- - - -- ID:Z17yacff3rgf5y0bDEG6Buz0Uf6-JxncJLkoKKaLYjd_hAFXkXFB4dSJy3lvzhaW3Yz7?9U 2 6-2-11 ' 3-6-10 3x6 = 3x6 = Scale = 1:22.0 9-9-5 9-9-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.17 5-8 >697 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(TL) -0.51 5-8 >226 180 BOLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix-M) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, except BOT CHORD 2x4 SP No.2 end verlicals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=482/0-10-15, 5=676/Mechanical Max Horz2=207(LC 4) Max Uplift2=-107(LC 4), 5=-228(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-625/131 BOT CHORD 2-5=-270/562 WEBS 3-5=-614/325 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 107 lb uplift at joint 2 and 228 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70 Trapezoidal Loads (pit) Vert: 2=0(F=35, B=35)-to-4=-171(F=-51, B=-51), 6=0(F=10, B=10)-to-5=-49(F=-14, B=-14) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for uwith seonlyhMiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not ah1rsssysiem. Before use, the building designer must verify the applicability of design parameters and properly inc 1porale this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI i Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342686 T60303 J01 JACK -OPEN TRUSS 1 1 755324023 AliJobReferenceotional o e Builders FirstSource, Tampa, Plant Gay, Florida 33566 7.6 ^vr i u i' a __ - _ - - 1?VhZf2BLK4b?z7?9TID: Zl7yacff3rgf5yObD EG6Buz0Uf6-n7L_XhkQ5eiB AtCB Ftm mGloU 1.0-0 ' 1-5-15 Scale = 1:7.0 1-5-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.02 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 FBC2014rrP12007 Matrix) Weight: 6 1b FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-5-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=21/Mechanical, 2=167/0-8-0, 4=14/Mechanical Max Horz 2=40(LC 8) Max Uplift3= 17(LC 12), 2= 91(LC 8) Max Grav3=21(LC 1), 2=167(LC 1), 4=28(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber D0L=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 3 and 91 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03MI S BEFORE USE. _ Design valid for use only with MiTekO cm connectors. This design is based only upon paraeters shown , and is for an Individual building component. not Nil atn.lss system. Before use, the building designer must verify the applicability of design paromelers and properly incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek° is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss syste'ns, seeANSi/TPit Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Sireet. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Truss TrussType ty T71342687F'303JobJ02Jack -Open Truss 1 1 755324024 Job Reference (optional) Builders FirstSource, Tampa, Plant Grly. Florida 33586 ID:Zl7yacff3rgf5yObDEG6BuzOUf6-n7L_Xhk05eiBWgC tWm&io v1Jh f2BLK4b?z7?9T 1 _p_p 2-10-15 1.0.0 2-10-15 2x4 2-1 Scale = 1:9.4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL t25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz2=59(LC 8) Max Uplift3=-40(LC 12), 2=-109(LC 8) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever left and right exposed ;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 40 lb uplift at joint 3 and 109 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. f0/03/2015 BEFORE USE. _ a Design valid for use only with Ml connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer muss verify the cipplicabilty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply 21 TBO303 J03 Jack -Open Truss 1 1 766324025 Job Refere=(optional) M J 1215 38.092017 Pa et Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MITek Industries, Inc. on un 9 I D:Zl7yacff3rgf5yobDEG6BuzOUfb-FKvMkt 12sxg2ol mNpbH?pyKaKR19QOuCQ?3d8Rz7?9S 4-10-15 1-0-0 4-10-15 Scale = 1:12.7 2x4 = 4-10-15 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.02 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 2-4 869 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Horz2=87(LC 8) Max Uplift3= 82(LC 12), 2=-117(LC 8) Max Grav3=144(LC 1), 2=31O(LC 1), 4=90(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 4-10-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed ;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 82 lb uplift at joint 3 and 117 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only will) MiTek© connectors. This design Is based only upon parameters shown, and is for an indlvdual txtilding component, notatrusssystem. Before use. the building designer must verify the applicabilily of design parameters and properly incorporate this design into the overallbuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and pen nanent bracing MiTek` is always required for stability and 10 prevent collapse with possible personal Intury and property damage. For general guidance regarding the fabicailon, storage, delivery, erection and bracing of trusses and toss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342689 TB0303 J04 Jack -Open Truss 1 1 755324026 Job Reference o tional Builders FirstSource, Tampa, Plant cny, Florida 33566 ID:Zl7yacff3rgf5yobDEG6BuzOUf6-FKvMkll2sxg2olmNpbH?pyKVzRDtQOuCQ?3d8Rz7?9S 7-0-0 7-0-0 3x4 = 7-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ioc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.09 2-4 837 240 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2-4 295 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=205/Mechanical, 2=400/0-8-0, 4=83/Mechanical Max Horz2=116(LC 8) Max Uplift3=-104(LC 12), 2= 130(LC 8) Max Grav3=205(LC 1), 2=400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 3/4'=l' PLATES GRIP MT20 2441190 Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUIt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ;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 104 lb uplift at joint 3 and 130 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. e Design valid for use only with MiTek connectors. Mis design Is based only upon parameters shown, and Is for an individual building component, notHowatrusssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall iii building design. Bracing indicated is to prevent buckling of IndlVidual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DS8-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342690 TBO303 J05 Jack -Open Truss 1 1 755324027 Job Reference o tional 092017 P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15 38 age I D:Zl7yacff3rgf5yobDEG6BuzOUf6-FKvMk112sxg2o 1 m NpbH?pyKf_ RJ3QOuCQ?3d8Rz7?9S 1-0-0 0-10-15 1-0-0 0-10-15 Scale = 1 :6.9 2x4 = 9-10-15 10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 7 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(TL) 0.00 7 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/ P12007 Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=4/Mechanical, 4=146/0-6-15 Max Horz3=35(LC 12) Max Uplift4= 58(LC 12) Max Grav3=17(LC 16), 4=146(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=6.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s)for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTekcl connectors. this design is based only upon parameters shomm, and is for an Individual NAIding component, not a trust system. Before use, the building designer must verity the applicability of design paramelers and properly incorporate this design into ifre overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard rnemt:>ers only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding 111e fabrication, storage, delivery, erection and bracing of trusses and truss systems, se.eANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plale Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342691 TBO303 J06 Jack -Open Truss 1 1 111324028 Job Reference (optional) Builders FITSISource, Tampa, Plant Grty, Flonda 3356b 7,640 a np, i 9 2C,o ,.,.. , agG ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-jWT ;y mgdFyvPBLZMIoELAtoUrgB9T8LffpAgtz7?9R 1-0-0 2-10-15 1-0-0 2-10-15 Scale: 1'=l' v6 2x4 = 0-4-0 2-6-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.07 Verl(TL) -0.01 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC20141FP12007 Matrix) Weight: 11 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=231/0-8-0, 4=25/Mechanical Max Horz2=76(LC 12) Max Upl1ft3= 49(LC 12), 2= 52(LC 12) Max Grav3=63(LC 1), 2=231(LC 1), 4=50(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever left and right exposed ;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 49 lb uplift at joint 3 and 52 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.®J Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component. no1 - C3 a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate this design into the overall a building design. &acing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DS8-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Truss Truss Type Qty Ply T11342692 Fob 3 J07 Jack -Open Truss 1 1 755324029 Job Reference o tionai Inc nn.,n jum 12 15:38:10 201 Pane 1 Builders FIf51SOUrce, Tampa, Plant City, Florida 33566 2x4 = 5-0-0 I D:Zl7yacff3rgf5yObD EG6BuzO Uf6-j W T kyMmgd Fyv PBLZMI oELAtkardD9T8LffpAgtz7?9 R Scale = 1:17.3 0-4-0 0-4-0 5-0-0 4-5-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.07 2-4 >820 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 18 lb FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=148/Mechanical, 2=314/0-8-0, 4=46/Mechanical Max Horz 2=119(LC 12) Max Uplift3= 99(LC 12), 2=58(LC 12) Max Grav3=148(LC 1), 2=314(LC 1), 4=92(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MffekO connectors. This design is based only upon parameters shown, and Is for an IndNidual building component, notabusssystem. Before use, 1110 building designer must verify the applicability of design parameters and properly incorrxorate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andloi chard rnembeis only. Additional temporary and Permanent bracing MiTek" is always required for stability and To prevent collapse with possible personal injury and property damage. For general guidance regarding thefabrication. storage, delivery, erection and bracing of busses and buss systerns, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component Blvd. Tampa, rL 6904 Parke East East Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. 33610 Job Truss Truss Type Qty Ply T 11342693 TBO303 J08 Jack -Open Truss 1 1 755324030 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 O40 s Apr 19 2016 MiTak ,dusnee, Inc. Man our. i< ., 1 2v i r r aye ID:Zl7yacff3rgf5yObDEG6BuzOUf6-Bi169inIOZ4m1 LwmwOJTuNQ?oFOPuwOVuJYKCKz7?9Q 0-10-15 0-10-15 2x4 = Scale = 1:6.9 0-10-15 0-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix) Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-13/Mechanical, 2=154/0-4-0, 4=9/Mechanical Max Horz 2=35(LC 12) Max Upllft3=-13(LC 1), 2= 48(LC 12) Max Grav3=15(LC 8), 2=154(LC 1), 4=17(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;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 13 lb uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114111-7473 rev. 11210312015 BEFORE USE. Design valid for use only with MITek D connectors. This design is based only upon parameters shown. and is for an Individual building component, not a irLM system. Before use, the building designer must verify the applicability of design Iarameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent lwckling of individual truss web and/or chord mernbers only. Addllional temlwrary and permanent brachlg MiTek" Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and Lxacing of trusses and truss systems, seeANSI/TPt1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sireel. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty P Y T11342694 T60303 J09 Jack -Open Truss 1 1 755324031 Job Reference o tional Builders FITStSOUTCe, Tampa, Plant City, Florida 33566 i _ s ryr , e — o .-, — '- .... — ...1. ,—.. , .. , I .. , , , ..y.. . I D:Zl7yacff3rgf5yObD EG6BuzOUf6-Bi 169in1 OZ4m 1 LwmwOJTUNQ?OF?GuwOV uJYkC Kz7?9Q 1-0-0 2-10-15 1.0_p 2-10-15 Scale V=l' 2x4 = 2-10-15 LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 11lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=76/Mechanical, 2=220/0-4-0, 4=27/Mechanical Max Horz2=76(LC 12) Max Uplift3=-53(LC 12), 2=-48(LC 12) Max Grav3=76(1_C 1), 2=220(LC 1), 4=54(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 3 and 48 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with lixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only Wth Mileke connectors. This design is based only upon parameters shown, and is for an individual building component, not a trrtss system. Before use, the building designee must verify the applicability of design Ixirameters and rxoperly incorporate Ibis design into the overall building design. Bracing indicated is to prevent txrekling of individual inrss web and/or chord members only. Additional temporary and permanent bracing MiTek` IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see.ANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342695 TB0303 J10 Jack -Open Truss 1 1 755324032 Job Reference to otional Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640. npf _ Zv iv•^'^ ^'`"'_• ^ '•'" "" " `_" ' -,- ID:Zl7yacff3rgf5yobDEG6BuzOUf6-Bi169in OZ4m1LwmZO iTu Qu5FyluwOVuJYkCKz7?9Q 1-0-0 4-10-15 1 04-10-15 2x4 = 4- 10-15 Scale = 1:17.1 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.07 2-4 >780 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 17 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=154/Mechanical, 2=303/0-4-0, 4=47/Mechanical Max Horz2=117(LC 12) Max Uplift3= 100(LC 12), 2= 55(LC 12) Max Grav3=154(LC 1), 2=303(LC 1), 4=94(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 3 and 55 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev. 10/0=01 S BEFORE USE. Design valid for use only with MiTekD connectors. this design is based only upon parameters shown, and is for an Individual building component not - a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into file overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addltional temr oraiy and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erectfon and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342696 TBO303 J11 Jack -Open Truss 1 1 755324033 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.6,ru s Apr i s zu i o mr. kuwusutea, nic. a—,215.38c j Faye I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-fvaV N2nx9sCdfVVyUjriQby? PeE WdNee6zlH kmz7? 9P 1- 0-0 7-0-0 1- 0-11 7-0-0 Scale = 1:22.2 3x6 = 7- 0-0 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) Welk Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Vert(LL) 0.12 2-4 >660 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.31 2-4 >266 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a r1/a BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=210/Mechanical, 2=393/0-4-0, 4=87/Mechanical Max Horz 2=161(LC 12) Max Uplift3=-124(LC 12), 2=-65(LC 12) Max Grav3=210(LC 1), 2=393(LC 1), 4=131(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 7) 1) Wind: ASCE 7-10; VLllt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 65 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mllek(5) connectors. This design is based only upon parameters shown, and Is for an Indlvitlual building component not a trrrss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' IS always required for slabillty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, sec-ANSI/TPI ] Quality Crileria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Mate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type uty Ply T11342697 T60303 J12 Jack -Open Truss 1 1 755324034 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7-0-0 7.640 s Apr i9 <u i6 inner, uiuwuiea, c. -., — ae= I D:Zl7yacff3rgf5yObDEG6BuzOUf6-fvaVN2nx9sCdfVVyUjriObyyxeBDdNne6zlHkmz7?9P 3x4 = 2X4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.15 1-3 519 240 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.41 1-3 189 180 BCLL 0.0 Rep Stresslncr NO WB 0.06 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=1281/0-8-0, 3=1134/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-158(LC 8), 3=-213(LC 8) Max Grav1=1345(LC 15), 3=1191(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale: 1/2'=l' PLATES GRIP MT20 244/190 Weight: 33 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-11-7 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 1 and 213 lb uplift at joint 3. 6) Girder carries tie-in span(s): 15-8-0 from 0-4-0 to 6-4-0 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-70, 1-4=-325(F=-305), 3-4=-20 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, 11 ie building designer must verity the applicability of design parameters and properly incorporate this design info the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brac6lg Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the a MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply T11342698 TB0303 J13 Jack -Open Truss 1 1 75532403S Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr to 2016 Mi i ex mousmes, inc. Mon dun 12 i o:oe. i o cv r r- 9n 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-858taOoZwAKU Ge482QMxzoVJG2VtMj? nLdl rHCz7? 90 4-1-7 2-10-9 Scale = 1:22.4 3x4 = sxb II 3x6 = 4-7-7 P-10-9 Plate Offsets (X Y)-- 5 0-4-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 40 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-6 oc puffins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1=878/0-4-0, 4=1360/Mechanical Max Horz 1=140(LC 8) Max Upliftl=-170(LC 8), 4=-354(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1488/273 BOT CHORD 1-6=-335/1269, 6-7=-335/1269, 5-7=-335/1269, 5-8=-335/1269, 4-8=-335/1269 WEBS 2-5=-255/1326, 2-4=-1575/416 NOTES- (9) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 170 lb uplift at joint 1 and 354 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 111 lb down and 26 lb up at 1-0-0, and 191 lb down and 45 lb up at 3-0-0, and 1334 lb down and 313 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) Vert: 6=-111(F) 7=-191(F) 8=-1334(F) WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Milek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before rise, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall only. Additional temporary and permanent bracing MiTe k' building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members is always required for stabilily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Iruss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type City Ply T11342699 TB0303 J14 Jack -Open Truss 1 1 755324036 Job Reference (optional) 12 15 38 13 201 I P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 ADE SUP REC 2x4 = 2-10-15 2-10-15 2-10-15 2-10-15 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Mon Jun age I D:Zl7yacff3rgf5yObD EG6BuzOUf6-858taOoZwAKUGe482QMxzoVK?2 hdMq un Ld 1 rHCz7?90 Scale: 1'=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 Matrix) Weight: 9 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=125/Mechanical, 2=98/Mechanical, 3=28/Mechanical Max Horz 1=61(LC 12) Max Upliftl= 13(LC 12), 2=-62(LC 12) Max Gravl=125(LC 1), 2=98(LC 1), 3=56(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Extedor(2) zone; cantilever left and right exposed ;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 13 lb uplift at joint 1 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. s Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a hr uss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and peirnanent bracing MiTek_ Is always rest ulred for stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available Iron Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Truss Truss Type ty Ply T173a27oorTBO:303 J15 Jack -Open Truss i 1 755324037 Job Reference o tional Paget Builders FIrs1SOUTce, Tampa, Plant Grly, Honda'3'3566 2x4 = ADEQUATE SUPPORT REQUIRED. 4-10-15 4-10-15 I D:Zl7yacff3rgf5yobD EG6Buz0Uf6-858ta0oZwAKUGe482QMxzoV Eu2eZMqunLdl rHCz7790 Scale = 1:17.1 4-10-15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.03 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 1-3 >730 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 Matrix) Weight: 16 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=215/Mechanical, 2=168/Mechanical, 3=48/Mechanical Max Horz 1=102(LC 12) Max Upliftl=-24(LC 12), 2= 105(LC 12) Max Gravl=215(LC 1), 2=168(LC 1), 3=96(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=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-0-12 to 3-0-12, Interior(1) 3-0-12 to 4-10-3 zone; cantilever left and right exposed ;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 24 lb uplift at joint 1 and 105 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only urxon parameters shown, and is for an individual building cornponenl, not - a truss system. Before use, the building designer musl verify the applicability of design Ilararneters and properly incoq>orate this design into the overall p building design. &acing indicated is to prevent txtckling of individual truss web and/or chord members only. Additional femiwraryand permanent bracing IYI iTek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, Parke East 0 Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Job Truss Truss Type aty T11342701 TB0303 J22 Jack -Open Truss 1 FP' y 1 755324038 Job Reference (optional) P 1 Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15.38.14 2017 age I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-cH i Fn kpBh USLuofKbBtAW 02QUS? K5G8xaH nOpez7?gN 4-10-15 4-10-15 2x4 = 4-10-15 4-10-15 Scale = 1:17.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.02 2-4 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Verl(TL) 0.06 2-4 869 180 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 17 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=144/Mechanical, 2=310/0-8-0, 4=45/Mechanical Max Horz 2=117(LC 12) Max Uplift3=-97(LC 12), 2=-58(LC 12) Max Grav3=144(LC 1), 2=31 O(LC 1), 4=90(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 4-10-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (7) 1) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-3 zone; cantilever left and right exposed ;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 97 lb uplift at joint 3 and 58 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valld for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Isle Fxevenf tickling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemms, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plale Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type PlyC.lty T11342702 TB0303 J23 Jack -Open Truss 1 1 755324039 Job Reference o tional Builders FirslSource, Tampa, Plant Gay, Florida 33566 1-0-0 1 7-0-0 3x6 = 7-0-0 7-0-0 7.640 s Apr i920i 6 MileK ind-in-, 1- nis 15.3814 cvi i Faye, I D: Zl7yacff3rgf5yobD EG6Buz0Uf6-c Hi FnkpBh US LuofKbBtAW 02MjSww5GBxaHnOpez7?9N Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.11 2-4 >708 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.27 2-4 >290 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rda BCDL 10.0 Code FBC2014fFP12007 Matrix) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=204/Mechanical, 2=400/0-8-0, 4=84/Mechanical Max Horz 2=161(LC 12) Max Uplift3= 122(LC 12), 2=-68(LC 12) Max Grav3=204(LC 1), 2=400(LC 1), 4=128(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone; cantilever left and right exposed ;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 122 lb uplift at joint 3 and 68 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. _ Design valid for use only with MiTek(,A) connectors. This design Is based only upon parameters shown, and is for an individual building component, not - - a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incogxxate this design into the overall ap p building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of busses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type ty T11342703 T60303 RO1 Half Hip Truss 1 R.ce al 15:28:15 2017 Pane l Builders FirslSource, Tampa, Flan! Ury, I-orida'3'•Zbb ,. .,, _. • • • •- ••-•• _- - ._.__.. _ __ .. I D:Z17yacff3rgf5y0bDEG6Buz0Uf6-4TGd?4gpSnaCWyEX9rOP2DaUisAagYj4oxWxL5z7?9M 1-0-0 7-0-0 10_5_8 14-2-8 1-0-0 7-0-0 3-5-8 3-9-0 Scale = 1:26.3 Sx6 = 2x4 = 3x6 = 3 4 5 0 3x6 = axa — Plate Offsets (X Y)-- 6 0-4-8 0-1-81 j7:0-3-8 0-3-Oj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) 0.08 2-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.95 Veri(TL) -0.37 6-7 >440 180 BCLL 0.0 Rep Stress Incr NO W B 0.75 Horz(TL) 0.06 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-10 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1220/0-8-0, 6=1465/Mechanical Max Horz2=117(LC 4) Max Uplift2=-320(LC 4), 6=-362(LC 4) Max Grav2=1220(LC 1), 6=1490(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2777/509, 3-4=-2514/522, 5-6=-253/123 BOT CHORD 2-7= 518/2544, 6-7=-488/1735 WEBS 3-7=0/518, 4-7=-59/932, 4-6=-1992/597 NOTES- (11) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 320 lb uplift at joint 2 and 362 lb uplift at joint 6. 7) Girder carries hip end with 0-0-0 right side setback, 7-0-0 left side setback, and 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 735 lb down and 103 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-5=-155(F=-85), 2-7=-20, 6-7=-44(F=-24) Concentrated Loads (lb) Vert: 7=-578(F) WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II-7473 rev. 10103=15 BEFORE USE. - Design valid for use only with MiTek0) connectors. this design is based only upon parameters shown, and is for an individual building component, not - • a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional Temporary and f>ermanenf bracing MiTek` is always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery erection and bracing of trusses and taus systems, see.ANSI/TPI I Quality Criteria, DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342704 TB0303 R02 Hall Hip Truss 1 1 755324041 o tionalJobReference(opt Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15:38:15 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-4TGd?4gpSnaC W yEX9rOP2 DaYvsGYgeM4oxW xL5z7?9M 1-0-0 7-2-7 9-0-0 14-2-8 7-0-0 7-2-7 1-9-9 5-2-8 3x4 = Scale = 1:26.1 3x4 = 10 11 5 3x4 = 2X4 II v V — 9-0-0 Plate Offsets (X Y)-- 14 0-2-0 0-2-13j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Vert(ILL) 0.06 6-7 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.19 2-7 865 180 BCLL 0.0 Rep Stress Incr YES W B 0.32 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. (lb/size) 2=716/0-8-0, 6=613/Mechanical Max Horz2=145(LC 8) Max Uplift2=-205(LC 8), 6= 155(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1169/431, 8-9=-1099/436, 3-9=-1025/446 BOT CHORD 2-7=-533/1036, 6-7= 533/1036 WEBS 3-7=0/319, 3-6=-1043/536 14-2-8 PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20% Structural wood sheathing directly applied or 4-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 7-10-9 oc bracing. 1 Row at midpt 3-6 NOTES- (8) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterlor(2) 9-0-0 to 13-2-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 2 and 155 lb uplift at joint 6. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015BEFORE USE. Design valid for use only with MiTek(D connectors. this design Is brased only upon parameters shown. and Is for an individual handing component, not -- a truss system. Before rrse, the building designer must verify the applicablity, of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatbn, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T11342705 T60303 R03 Special Truss i 1 042 Job Reference (optional) Job 755Reference Builders FirstSource. Tampa, Plant City, Florida 33566 7.640 s Apr 1 a 2016 Mi ex industries, Inc. Mon dun iz 1 e:38:1 o 20 i r rage I D:Zl7yacff3rgf5yObD EG6Buz0 Uf6-Ygq? CQrR D5i376pjjZvebR7iOGYxZz3E 1 bGVtxz7?9L r1- 0-0 6-9-14 10-8-0 16-4-0 20-8-0 21-0-0 25-0-0 30-0-0 _31-0-0-06- 9-14 3-10-2 5-8-0 4-4-0 0=4-0 11 5-0-0 1-0-01 Scale = 1:54.4 4x6 = 3x6 = 13 11 lu 3x4 = 3x8 = 46 3x8 = 3x8 11 16- 4-0 29-8-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.22 2-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.66 2-13 >377 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.87 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 154lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc pudins. BOT CHORD 2x4 SP No.1 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8- 12: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=905/0-8-0, 11=2992/0-8-0, 8=506/0-8-0 Max Horz 2=-97(LC 6) Max Uplift2=-181(LC 8), 11=-655(LC 9), 8=-149(LC 9) Max Grav2=905(LC 1), 11=3131(LC 15), 8=555(LC 16) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/232, 3-4=-863/166, 4-5=-874/158, 5-6=-136/793, 6-14=-136/793, 7- 14— 1371792, 7-8=-829/195 BOT CHORD 2-13=-195/995, 12-13=-61/605, 11-12=-61/606, 11-15=-107/635, 10-15= 107/635, 8- 1 0=-1 13/685 WEBS 4-13=-34/481, 7-10=-108/855, 6-11=-401/206, 7-11--1510/378, 3-13=-405/230, 5- 11=-1580/350 NOTES- ( 11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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 181 lb uplift at joint 2, 655 lb uplift at joint 11 and 149 lb uplift at joint 8. 7) Girder carries hip end with 5-0-0 right side setback, 22-0-0 left side setback, and 5-0-0 end setback. 8) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 347 lb down and 64 lb up at 25-0-0, and 1526 lb down and 281 Ib up at 22-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Continued on paqe 2 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design Is based only upon parameters shown, and is for an Individual building component. not a truss system. Before rise. the building designer must verify the applicability of design parameters and property incorporate this design knlo the overall individual truss members only. Additional temporary and permanent brachng WOW buildingdesign. &acting indicated Is to prevent buckling of web and/or chord always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 SafetyInformationavailablefromTrussPlateInstitute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Job Truss Truss Type ty Ply T71342705 T80303 R03 Special Truss 1 i 755324042 Job Reference o tional tsuriaers rusiaource, Tampa, ram'.y, noaoe os000 ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-Ygq?CQrRD5i376pjjZvebR7iOGYXZz3E1 bGVtXz7?9L LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-14=-70, 7-14=-1 11 (F=-41), 7-9= 70, 2-15=-20, 10-15=-32(F=-12), 8-10=-20 Concentrated Loads (Ib) Vert: 10=-263(F) 15=-1155(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTFEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before ruse, the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall 666 building design. &acing Indicated Is to prevent bucking of individual huss web and/or chord members only. Addillonal temporary and permanent bracing MiTek' Is always required for stablllly and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job JobTB0 Truss Truss Type roty Ply T11342706 R04 Common Truss i I 755324043 Job Reference o tional M J 12i&38172017 P etBuildersFirstSource, Tampa, Plant City. Florida 33566 7.640 s Apr 19 2016 Mile, Industries, Inc. on un Pa I D:Zl7yacff3rgf5yObD EG6BuzOU f6-OsOOOm r3zPgwlGOvHGQt7egvnf uylZGN GF?2Qzz7?9K 1-0-0 6-9-13 10-8-0 14-6-3 21-4-0 1-0-0 6-9-13 3-10-3 3-10-3 6-9-13 Scale = 1:38.6 46 = 3x4 -i 1 6x8 = 3x4 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 ` BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 0-8-0 10 8-0 — - 7:0-4-0 0-3-41 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.64 Vert(LL) -0.19 2-7 >999 240 MT20 244/190 BC 0.83 Ven(TL) -0.57 6-7 >433 180 W B 0.30 HOrz(TL) 0.05 6 n/a n/a Matrix) Weight: 91 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. REACTIONS. (lb/size) 6=927/0-8-0, 2=1026/0-8-0 Max Horz2=99(LC 11) Max Uplift6=-167(LC 13), 2= 202(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1495/518, 3-8=-1403/541, 3-9=-1138/432, 4-9=-1108/445, 4-10=-1109/466, 5-10= 1139/452, 5-11= 1401/560, 6-11= 1479/546 BOT CHORD 2-7=-385/1238, 6-7=-380/1246 WEBS 4-7=-267/776, 5-7=-412/300, 3-7=-402/294 NOTES- (7) it Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Extedor(2) 10-8-0 to 13-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 6 and 202 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. IOM312015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown. and is for an individual rxullding component, not — a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent ixickling of Individual inks web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and 10 prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication- storage- delivery- erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria- VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342707 TBO303 R05 Common Truss 1 1 755,324044 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr i a zv i o Mi i eK muusni—, kc Muo Juu 12 T o.00. 2017 F.96 , I D:Zl7yacff3rgf5yObD EG6BuzOUt6-OsOOQm r3zPgwlGOv H GQt7egvcfu3lZKNGF?2Qzz7? 9K 1-0-0 6-9-13 10-8-0 14-6-3 21-4-0 22-4-0 1-0-0 6-9-13 3-10-3 3-10-3 6-9-13 1-0-0 Scale = 1:39.2 4x6 = i a 3x4 3x4 6x8 = 21-4-0 Plate Offsets (X Y)-- 12'0-2-10 0-1-81 f6 0-2-10 0-1-8j (8 0-4-0 0-3-4) LOADING (psf) SPACING- 2-0-0 CSi. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.19 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.55 2-8 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc pudins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 6=1023/0-8-0 Max Horz 2= 97(LC 10) Max Uplift2=-201(LC 12), 6=-201(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9= 1487/501, 3-9=-1395/524, 3-10= 1130/428, 4-10= 1100/441, 4-11=-1100/441, 5-11=-1130/428, 5-12=-1395/524, 6-12=-1487/501 BOT CHORD 2-8=-332/1232, 6-8=-351/1232 WEBS 4-8=-239/766, 5-8=-402/295, 3-8_ 402/295 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-8-0, Exterior(2) 10-8-0 to 13-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint 2 and 201 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10)OX2015 BEFORE USE. Design valid for use only with MITeke connectors. lhis design Is based only upon parameters shown, and Is for an individual !wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek_ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage:, delivery, erection and bracing of trusses and truss systems, soeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job JobTBO TrussTu Truss Type ty Ply T11342708 Hip Truss 1 1 755324045 tiOnalJobReference Builders FirstSource, Tampa, Plant Cry, Florida 33566 1-0-0 7-0-0 7-0-0 r.b4u s Apr ly zOi6 Mn ex industries, inc. Mon i— is :18 201 i rage , I D:Zl7yacff3rgf5yObD EG6BuzOUf6-U2ymd5sikiynN Qy6q_x6gsC6Z3Ca 1 Obxvv IcyQz7?gJ 8-8-0 15-8-0 16-8-0 1-8-0 7-0-0 1-0-0 5x6 = Sx6 = Scale = 1:29.5 3x6 = 3X6 11 3X6 11 3x6 = 7-0-0 i 8$-0 15-8-0 7-n.n t-a-0 7-0-0 Plate Offsets (X Y)-- 13 0-3-0 0-2-0] 14 0-3-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.12 2-8 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(TL) 0.28 2-8 650 180 BCLL 0.0 Rep Stress Incr NO W B 0.29 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP M 31 `Except' 3-4: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1444/0-4-0, 5=1444/0-4-0 Max Horz 2=-66(LC 6) Max Uplift2=-319(LC 8), 5=-319(LC 9) Max Grav2=1531(LC 15), 5=1531(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2730/519, 3-4=-2286/489, 4-5=-2730/519 BOT CHORD 2-8=-390/2363, 7-8=-388/2327, 5-7=-392/2365 WEBS 3-8=-113/918, 4-7=-113/918 PLATES GRIP MT20 244/190 Weight: 62 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-0-11 oc bracing. NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 319 lb uplift at joint 2 and 319 lb uplift at joint 5. 7) Girder carries hip end with 7-0-0 end setback. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 763 lb down and 140 lb up at 8-8-0, and 763 lb down and 140 to up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 3-4=-155(F=-85), 4-6=-70, 2-8= 20, 7-8=-44(F=-24), 5-7=-20 on A WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114I1-7473 rev. 10/03/201 S BEFORE USE. Design valid for use only with MllekOD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, seeANSI/TP1 i Quality Criteria, DSB-89 and BCSI Building Component Safety Information avallable from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandrla, VA 22314. R MiTek' 6904 Parke East Blvd. Tampa. FL 33610 I" 0 Job Truss Truss Type I ty Ply T11342708 TB0303 R07 Hip Truss 1 1 7553241145 Job Reference (optional) Builders FirstSource, Tampa, Plant fitly, Honda 33566 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 8=-578(F) 7=-578(F) s Apr l e ev 16 IVI 1 ert IIIU4JII IeJ, I—. Ivlu,, o— i2 1 o. . I o r yv c ID:Zl7yacff3rgf5yObD EG6Buz0Uf6-U2ymd5sikiynNQy6q_x6gsC6Z3Ca10bXVvlcyQz7?9J WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10N32015 BEFORE USE. Design valid for use only with MITek© connectors. This design is based only upon parameters shown, and is for an individual building component, not Sol' laInrsssyslem. Before use, the building designer must verify the applicability of design 1ximmeters and properly Incorporate tits design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional teml:>orary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Fabrication, storage, delivery, erectlon and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply T71342709 T60303 ROS Common Truss 1 1 755324046 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 1-0-0 i yi is c'iv .'e w, ,.,. . ID:Zl7yacff3rgf5y0bDEG6Buz0Uf6-U2ymd5siki' Qy6q_x6gsC_G3Etl2rXVvlcyQz7?9J 15-8-0 7-10-0 Scale = 1:28.9 4x6 = 3x6 = 2x4 11 xo — 7-10-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 15.0 Lumber DOL 1.25 BC 0.72 BCLL 0.0 Rep Stress Incr YES W B 0.15 BCDL 10.0 Code FBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 "Except` 3-4: 2x4 SP No.1 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=692/Mechanical, 2=779/0-4-0 Max Horz2=76(LC 12) Max Up1if14=-125(LC 13), 2=-155(LC 12) DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.11 4-5 >999 240 MT20 244/190 Vert(TL) -0.31 4-5 >602 180 Horz(TL) 0.03 4 n/a n/a Weight: 57lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. 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 2-6— 1009/333, 6-7= 887/345, 3-7=-860/360, 3-8=-854/377, 8-9=-885/362, 4-9=-1005/359 BOT CHORD 2-5=-202/789, 4-5=-202/789 WEBS 3-5=0/385 NOTES- (8) 1) Unbalanced roof live leads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-10-0, Exterior(2) 7-10-0 to 10-10-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint 4 and 155 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 101031201E BEFORE USE. Design valid for use only with MITeke connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before, (Ise, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Additional temporary and permanent bracing Mire k' building design. Bracing indicated is to prevent buckling of Indivldfxll truss web and/or chord members only. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, sec-ANSI/TPI) Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. io Job Truss Truss Type Qty Ply T11342710 TB0303 R09 ]Hip Truss 1 1 755324047 Job Reference o tional Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries. Inc. Mon Jun 12 15.38.112 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-yFV8rRtKVO4e_ZXI OhT LD31EPTdVm LEgjZU 9Usz7?91 1 0 0 7-0-0 11-11-3 18-0-13 23-0-D 30-0-0 ,31-0-0 1-0-0 7-0-0 4-11-3 6-1-10 4-11-3 7-0-0 5x6 = 3x6 = 4 13 3x6 = 5x6 = Scale = 1:53.5 5X8 = 12 6x12 MT20HS= 5x8 = 6x8 = 6x8 = 7x10 = 7-0-0 15-0-0 23-0-0 7-0-0 8-0-0 8-0-0 Plate Offsets (X Y)-- j2:0-1-11 Edgej (3:0-3-0 0-2-7) j6 0-3-0 0-2-7) (7:0-1-11 Edge) 9:0-3-8 0-3-12j 10:0-5-0 0-4-121 f12:0-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.22 9-10 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(TL) 0.70 9-10 >502 180 BCLL 0.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.15 7 n/a Wei BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP M 31 *Except* 3-6: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2298/0-4-0, 7=2870/0-8-0 Max Horz 2=66(LC 7) Max Uplift2=-359(LC 5), 7=-423(LC 4) 30-0-0 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 173lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. WEBS 1 Row at midpt 4-12, 5-9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4406/710, 3-4=-3772/663, 4-13=-6795/1079, 5-13=-6795/1079, 5-6=-4839/747, 6-7=-5649/808 BOT CHORD 2-12=-607/3837, 11-12=-969/5892, 10-11= 969/5892, 10-14=-1020/6504, 9-14=-1020/6504, 7-9= 642/4923 WEBS 3-12=-200/1569, 6-9=-215/2041, 4-12=-2641/523, 4-10=-115/1390, 5-10=0/484, 5-9=-2090/516 NOTES- (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 lb uplift at joint 2 and 423 lb uplift at joint 7. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 120 lb up at 23-0-0, and 1102 lb down and 258 lb up at 15-8-0 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 (B). 11) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Continued on WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev- 1010312015 BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer mull verity the applicability of design parameters and properly Incorporate tits design info tine overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of intsses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342710 TB0303 R09 Hip Truss 1 1 755324047 Job Reference o tional Builders FtrslSource, Tampa, ream uny, Honaa seaoo LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-70, 3-13=-70, 6-13=-143(F=-73), 6-8=-70, 2-14=-20, 9-14=-45(F— 25), 7-9=-20 Concentrated Loads (Ib) Vert: 9= 513(F) 14— 1102(F) I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-yFV8rRtKV 04e_ZX I OhTLD31EPTdVm LEgjZU 9Usz7791 WARNING- Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek© connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not , a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design inlo the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Buliding Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342711 TBO303 R10 Hip Truss 1 1 755324048 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15:38:20 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-QR3W 2nuyGKDUcj6Uy0_aIH HOrttU VtepyD Ei 1 Iz7?9H 1-0-0 6-6-6 9-0-0 15-0-0 21-0-0 23-5-10 30-0-0 1-0-0 6-6-6 2-5-10 6-0-0 6-0-0 2-5-10 6-6-6 4x6 = 15 3x4 — 4x6 = 5 16 6 Scale = 1:53.5 3x6 = 12 10 3x6 = 3x8 = 4x6 = 3x8 — 9-0-0 21-0-0 9-0-0 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.32 10-12 999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.91 Vert(TL) 0.88 10-12 404 180 BCLL 0.0 Rep Stress Incr YES W B 0.51 Horz(TL) 0.11 8 n/a n/a BCDL 100 CodeFBC2014ITP12007 Matrix) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 PLATES GRIP MT20 244/190 Weight: 142 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 7-1-11 oc bracing. REACTIONS. (lb/size) 2=1417/0-4-0, 8=1417/0-4-0 Max Horz2=-83(LC 10) Max Uplift2= 225(LC 12), 8= 225(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-2416/911, 13-14= 2322/916, 3-14=-2268/928, 3-4= 2146/873, 4-15=-1884/809, 5-15= 1883/809, 5-16=-1883/809, 6-16=-1884/809, 6-7=-2146/873, 7-17=-2268/928, 17-18=-2322/916, 8-18= 2416/911 BOT CHORD 2-12=-710/2061, 11-12=-722/2194, 10-11=-722/2194, 8-10=-717/2061 WEBS 3-12=-315/294, 4-12=-245l719, 5-12= 479/282, 5-10= 479/282, 6-10=-245/719, 7-10=-315/294 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 225 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE M11-7473 rev. 10/0"015 BEFORE USE. Design valid for use only with MITekO connectors. lhls design is based only upon parameters shown, and Is for an individual building component, not - - a truss system. Before use, the building designer rnust verify the applicability of design parameters and property incorporate this dall esignintotheoverallbuilding design. Bracing indicated Isle prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent bracing Miiek` Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and tracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from 1Yuss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type ty Ply T71342712 TB0303 R71 Hip Truss 1 1 755324049 Job Reference o tional Builders FirstSource, Tampa, Plant City, Florida 33566 1.b4U s Hpr IV zU 10 MI i eK mausolea, 11— IVIVI IOU" o.10 I I I v ID:Zl7yacff3rgf5yobDEG6Buz0Uf6-OR3W2nuyGKDUcj6Uy0_aIHHLVtv9VxOpyDEi1 z7?9H i1-0-0 7-6-0 11-0-0 19-0-0 22-6-0 30-0-0 r31-0-0 1-00 7-6-0 8-0-0 3-6-0 7-6-0 1-0-0' it 0 6x8 i 2x4 // 2x4 \\ 6x8 5 16 6 7 Scale = 1:53.5 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 0T0d 10-0-0 1f-0-Q 19-0-0 20-0-Q 30-0-0 10-0-0 1-0-0 8-0-0 1-0-010-0-0 Plate Offsets (X Y)-- 4 0-2-11 Edge] [7 0-2-11 Edge] LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.46 11-13 >775 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0,80 Vert(TL)-0.9811-13 362 180 BCLL 0.0 * Rep Stress Incr YES WB 0.21 Horz(TL) 0.10 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 136lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t *Except* TOP CHORD Structural wood sheathing directly applied. 4- 7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 7-5-4 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1417/0-4-0, 9=1417/0-4-0 Max Horz2=98(LC 11) Max Uplift2= 242(LC 12), 9=-242(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-14=-2307/859, 14-15=-2187/867, 3-15= 2099/880, 3-4= 2046/857, 4-5=-1821/820, 5- 16=-1550/748, 6-16=-1550/748, 6-7=-1821/823, 7-8=-2046/860, 8-17=-2099/883, 17- 18=-2187/869, 9-18=-2307/862 BOT CHORD 2-13=-652/1943, 13-19=-433/1550, 12-19=-433/1550, 12-20=-433/1550, 11-20=-433/1550, 9- 11=-663/1943 WEBS 8-11=-249/271, 3-13--249/272, 5-13=-1-151567, 6-11=-134/567 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 10-10-7, Exterior(2) 10-10-7 to 23-4-8, Interior(1) 23-4-8 to 31- 0-0 zone; cantilever left and right exposed ;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 20.0psf 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 = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 2 and 242 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not - a truss system. Before use, the building mlw designer must verify the applicability of design parameters and properly incorporate this de.dgn Into the overall building design. Bracing indicated is to prevent txickling of Individual truss web and/or chord members only. Additional lerary, and perma anent bracingfVli lT ek' Isalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trom Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type 'Qty Ply T 11342713 TBO303 R72 Hip Truss t 1 76532405o Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15:38:21 2017 Page 1 I D:Zl7yacff3rgf5yObDEG6Buz0Uf6-vdduF7ua 1 dLLEthh W 6Vpl UgY3H FV ENXzBszGZkz7?9G t-00 7-6-0 13-0-0 17-0-0 22-6-0 30-0-0 31-0-0, 1 0-0 7-6-0 5-6-0 4-0-0 5-6-0 7-6-0 4x6 = 3x6 // 3x6 \\ 4x6 = 5 6 7 Scale = 1:53.5 10Ia 13 18 12 19 11 G9 3x6 = 3x4 = 4x6 = 3x4 = 3x6 = 10-0-0 13-0-0 77-0-0 20-0-0 30-0-0 70-0-0 3-0-0 4-0-0 3-0-0 10-0-0 Plate Offsets (X Y)-- 5 0-4-11 0-0-12[ [6.0-2-5 0-1-41 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL IL25 TC 0.81 Vert(LL) 0.40 11-13 >884 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.79 Vert(TL) 0.7311-13 >490 180 BCLL 0.0 * Rep Stress Incr YES W B 0.28 Horz(TL) 0.10 9 n/a rl/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 136 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 4-7: 2x6 SP No.2 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 9=1417/0-4-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. Max Horz 2=-1 16(LC 10) Max Uplift2=-258(LC 12), 9=-258(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14= 2353/856, 3-14=-2249/877, 3-15= 2065/832, 4-15= 1908/851, 4-5=-1730/817, 5-6=-1379/706, 6-7=-1730/817, 7-16=-1908/851, 8-16=-2065/832, 8-17=-2249/877, 9-17=-2353/856 BOT CHORD 2-13=-658/1998, 13-18=-347/1379, 12-18=-347/1379, 12-19=-347/1379, 11-19= 347/1379, 9-11=-666/1998 WEBS 8-11=-443/353, 3-13=-443/353, 5-1 3=-212l748, 6-11--212l748 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone; cantilever left and right exposed ;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 258 lb uplift at joint 2 and 258 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." WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekn connectors. This design is based only upon parameters shown, and is for an Individual building component. not = a truss system. Before use, the building designer must verify the applicability of design ryaranelers and pioporly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temlyxciiy and permanent bracing MiTek` Is always required for stability and to prevent collapse with possliole personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type I ty Ply T 11342714 TB0303 R 1 3 Common Truss 1 1 755324051 Job Reference (optional) Builders FirsiSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15:38:22 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-NgBGTTvCoxTCr 1 Gt3p02giN hm gbgzpN6Q Wjp5Bz7?9F 1-0-0 7-6-0 15-0-0 22-6-0 30-0-0 ,31-0-q 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 rill 4x6 = 6.00 F12 Scale = 1:53.1 3x6 = 3x6 — 3x4 = 4x6 = 3x4 = iv 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets (X Y)-- j3:0-4-0 0-3-41 (5:0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.39 8-10 >901 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.67 8-10 >535 180 BCLL 0.0 Rep Stress Incr YES W B 0.37 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 8-0-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1417/0-4-0, 6=1417/0-4-0 Max Horz 2=-133(LC 10) Max Uplift2=-271(LC 12), 6=-271(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-11= 2382/76613-11=-2285/791, 3-12=-2083/762, 4-12=-1940/775, 4-13=-1940/775, 5- 13= 2083/762, 5-14— 2285/791, 6-14= 2382/766 BOT CHORD 2-10=-565/2030, 10-15=-248/1322, 9-15=-248/1322, 9-16=-248/1322, 8-16=-248/1322, 6- 8=-586/2030 WEBS 4-8=-231/821, 5-8=-519/372, 4-10=-231/821, 3-10=-519/373 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 271 lb uplift at joint 2 and 271 lb uplift at joint 6. 6) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE 11,111-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MiTek8 connectors. This design is based only upon parar nefers shown, and is for an Individual building component, nor - - a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. &acing indicated is to prevent Nicking of individual buss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342715 TB0303 R14 Special Truss 11 155324152 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 Milek Industries, Inc. Mon Jun 12 15:38:22 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-Nq BGTTvCoxTCr 1 Gt3pO2giN kl gY5zgN6QW jp5Bz7?9 F r1-0-0 7-0-0 13-10-0 20-8-0 21-10-Q 25-3-5 30-0-0 31-0-q 1-0-0 7-0-0 6-10-0 6-10-0 1-2-0 3-5-5 4-8-11 1-0-0' Scale = 1:54.4 5x6 = 3x4 = 4x6 11 6x8 = 6 ma 0 5x8 = 13 12 10 3x8 5x8 = 7x10 = 6x8 6x8 = 7-0-0 13-10-0 20-8-0 ?1-10-q 30-0-0 7-0-0 6-10-0 6-10-0 1-2-0 8-2-0 Plate Offsets (X Y)-- 12 0-1-11 Edqe] (3.0-3-0 0-2-7] (5 0-4-0 0-2-81 (8 0-2-10 0-1-81 j12:0-3-8 0-4-121 (13:0-3-0 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.24 10-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(TL) -0.71 10-12 >502 180 BCLL 0.0 * Rep Stress Incr NO WB 0.94 Horz(TL) 0.17 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 180 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 *Except* 1-3: 2x4 SP M 31, 3-5: 2x6 SP M 26 BOT CHORD 2x6 SP M 26 *Except* 8-11: 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* 6-10,4-13,5-12: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-1-1 oc bracing. WEBS 1 Row at midpt 4-13 REACTIONS. (lb/size) 2=2906/0-4-0, 8=2325/0-4-0 Max Horz2=76(LC 7) Max Uplift2=-549(LC 8), 8=-377(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5824/1013, 3-14=-5028/952, 4-14=-5030/952, 4-5=-7268/1401, 5-6= 4163l786, 6-7= 4255/784, 7-8=-4512/814 BOT CHORD 2-13=-871/5108, 13-15=-1310/7264, 12-15=-1310/7264, 11-12=-832/4819, 10-11=-832/4819, 8-1C--675/3953 WEBS 3-13=-199/1896, 6-10=-633/3442, 5-10=-3304/713, 4-13=-2487/591, 4-12=0/433, 5-12= 537/2827 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; 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 549 lb uplift at joint 2 and 377lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 120 lb up at 7-0-0, and 1326 lb down and 311 lb up at 13-8-0 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@) connectors. This design Is based only ulx)n paramelers shown, and is for an individual t-Aillding component- not a truss system. Before use, the building designer n1us1 verily the applicability of design parameters and properly Incorporate (his design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek" is always required for stability and to prevent collapse will) possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and miss systems, seeANSI/TPI I Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa. FL 33610 Job Truss Truss Type ty Ply T11342715 T60303 R14 Special Truss 1 1 755324052 Job Reference (optional) Builders FirslSource, Tampa, Plant Oily, Florida 33566 t.b4u s Apr l v euib MI eK inausirles, Inc. Mon jun i c Io.Jb.23 26 i / r' yn 2 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-rOlfgpwgZFb3TBr3dXXH Nvvun4uKi7dGeAS Mddz7?9 E LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-70, 3-14=-143(F— 73), 5-14=-70, 5-6= 70, 6-9=-70, 2-13=-20, 13-15=-45(F=-25), 8-15=-20 Concentrated Loads (lb) Vert: 13=-513(F) 12=-1326(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual txtliding component, not - a truss system. Before use, the building designer must verify the applicability of design parameters Incorporateandproperly this design into the overall a building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional fem{wrary and pen manent bracing Mi lT ek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage., delivery, erection and bracing of trusses and truss systems, seeANSI/711 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11342716 T80303 R15 Hip Truss i 1 755324053 Job Reference (optional) Builders FirstSOU1Ce, Tampa, Plant City, Florida 33566 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Jun 12 15:38:23 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-rOlfgpwgZFb3TBr3dXXH NvvwC4u6iH iGeASMddz7?9 E 1-0-0 7-0-0 9-4-0 16-4-0 1-0-0 7-0-0 2-4-0 7-0-0 3 5x6 = 5x6 = Scale = 1:29.0 3x6 = 3x6 11 4xti — 3x6 11 ozo — I 0 7-0-0 2-40 7-0-0 Plate Offsets (X Y)-- 3 0-4-0 0-2-8) (4:0-4-0 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.58 Vert(LL) -0.15 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.35 5-6 >547 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.30 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/fP12007 Matrix) Weight: 63 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 'Except' TOP CHORD Structural wood sheathing directly applied or 3-8-3 oc puffins. 3-4: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=1426/Mechanical, 2=1523/0-4-0 Max Horz2=69(LC 12) Max Uplift5=-305(LC 9), 2=-337(LC 8) Max Grav5=1525(LC 16), 2=1606(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2897/559, 3-4= 2434/525, 4-5=-2885/553 BOT CHORD 2-8= 431/2502, 7-8=-429/2465, 6-7=-429/2465, 5-6=-433/2503 WEBS 3-8=-106/940, 4-6=-100/926 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed ; 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 305 lb uplift at joint 5 and 337 lb uplift at joint 2. 8) Girder carries hip end with 7-0-0 end setback. 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) 763 lb down and 140 lb up at 9-4-0, and 763 lb down and 140 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-4=-155(F=-85), 4-5=-70, 2-8=-20, 6-8=-44(F=-24), 5-6=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon pararnelers shown, and Is for an Individual building component, not a I LM system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the M iTek' fabrication, storage, delivery, erection and txacing of tanses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Job Truss Truss Type Oty Ply T71342716 TB0303 R15 Hip Truss 1 53TJobference (optional) Builders FirstSource, Tampa, Ham cay, Florida 33bbb LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 8=-578(F) 6=-578(F) I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-rOlfgpwgZFb3TBr3dXXHNvvwC4u6iH iGeASMddz7?gE WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek) connectors. This design Is based only upon parameters shown, and is for an Individual building component, notatrrrsssystem. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional lemporary and permanent bracing MiTek• Is always required for slab0ity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI l Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type PryQty T11342717 TBO303 R20 Hip Truss 1 1 755324054 Job Reference (optional) Builders FirslSource, Tampa, Plant Cily, Florida 33566 7.640 s Apr 1 a 2u16 Mi ek industries, Inc. Mon Dun 12 15:38:24 2017 rage 1 I D:ZI7yacff3rgf5yObDEG6Buz0Uf6-JCJ 1 u9xSKYjw5LQFBE2W w7S 17U Gm R IyPtgCwA3z7?9 D 1-0-0 6-9-13 1-0- 1 10-8-0 12-4-0 14-6-3 1 21-4-0 1 22-4-0 1-0-0 6-9-131-8-o 2-2-3 6-9-13 1-0-0 3x6 = Scale = 1:39.0 2x4 11 3x6 = 3x4 i 3x4 5x8 = 9-0-0 10-8-0 12-4-0 21-4-0 9-0-0 1.8-0 1-8-0 9-0-0 Plate Offsets (X,Y)-- 12 0-2-10 0-1-8j 14 0-3-8 0-2-4f 16 0-3-8 0-2-4f f8:0-2-10 0-1-8f 110.0-4-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.21 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.82 Vert(TL) -0.62 8-10 >398 180 BCLL 0.0 Rep Stress Incr YES W B 0.23 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 91 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 9-5-5 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1023/0-8-0, 8=1023/0-8-0 Max Horz 2=-83(LC 10) Max Uplift2=-191(LC 12), 8=-191(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1468/578, 11-12=-1370/589, 3-12=-1323/601, 3-4=-1157/504, 4-5=-999/469, 5-6=-999/469, 6-7=-11561504, 7-13=-1323/601, 13-14=-1370/589, 8-14=-1468/578 BOT CHORD 2-10=-411/1209, 8-10=-417/1209 WEBS 7-10=-296/290, 3-10=-296/290, 5-10=-199/617 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-6-15 to 22-4-0 zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 2 and 191 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. _ Design valid for use only with MiTekm connectors. This design is based only upon parameters shown. and is for an individual building component, notAWNainMsystem. Belee use, the building designer must verity the applicability of design parameters and properly Incoiporaie this design into the overall building design. &acing indicated Is to prevent buckling of individual truss web and/achord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see-ANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Pty T11342718 TB0303 R21 7NYHipTruss1 1 755324055 Job Reference (optional Builders FirstSource, Tampa, Plant city, Florida 33566 7.640 s Apr 19 2016 Mi I ek Industries, Inc. Mon Jun 12 15:38:24 2017 Page 1 I D:Zl7yacff3rgf5yObD EG6BuzOUf6-JCJ 1 u9xSKYjw5LQ FB E2 W w7S56U F V RhaPtgCwA3z7?9D 1-0-0 7-0-0 10-8-0 14-4-0 21-4-0 22-4-0 10-0 7-0-0 3-8-0 3-8-0 7-0-0 1-0-0 3 5x6 = 3x4 = 4 5x6 = Scale = 1:39.0 3x6 = 6x8 = 3x8 MT20HS = 3x6 = 6x8 = I" 0 7-0-0 7-4-0 7-0-0- Plate Offsets (X Y)-- 12:0-2-12 0-1-8] 13:0-4-0 0-2-8] [5.0-4-0 0-2-8] 16:0-2-12 0-1-8] (8 0-3-8 0-3-0] 110 0-3-8 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) 0.10 2-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(TL) -0.46 8-10 >536 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.45 Horz(TL) 0.12 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 94 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except' TOP CHORD Structural wood sheathing directly applied or 3-0-15 oc puffins. 3-5: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-10-1 oc bracing. BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1994/0-8-0, 6=1994/0-8-0 Max Horz 2=-66(LC 6) Max Upllft2=-449(LC 8), 6=-449(LC 9) Max Grav2=2050(LC 15), 6=2050(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3810/765, 3-4=-3216/710, 4-5=-3216l710, 5-6=-3810/765 BOT CHORD 2-10=-652/3344, 9-10=-798/3584, 8-9= 798/3584, 6-8=-599/3304 WEBS 3-10=-185/1338, 4-10=-508/296, 4-8=-508/296, 5-8=-185/1338 NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 449 lb uplift at joint 2 and 449 lb uplift at joint 6. 8) Girder carries hip end with 7-0-0 end setback. 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) 763 lb down and 140 lb up at 14-4-0, and 763 lb down and 140 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 70, 3-5=-153(F=-83), 5-7=-70, 2-10=-20, 8-10=-44(F=-24), 6-8=-20 Continued WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITeWD connectors. This design Is based only upon parameters shown, and is for an Individual fxtllding cornponeni, not a truss system. Before rise, the building designer must verify the applicability of design parameters and properly incorporate this design Into file overall building design. Bracing Indicated is to prevent i mckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IS always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI t Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plale Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. MiTek' 6904 Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342718 TB0303 R21 Hip Truss 1 1 755324055 Job Reference (optional) Builders 1-nsi50urce, I amps, viam Gny, I-ionoa 33GOb LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10= 578(F) 8=-578(F) 1N. — — — .e I D:Zl7yacff3rgf5yObD EG6Buz0Uf6-J CJ 1 u9xSKYjw5LQ FBE2 W w7S56U FV RhaPtgCwA3z7?g D WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MilekO connectors. This design is based only upon parametersshown, and is for an individual building component, not a In system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into file overall pp building design. Bracing indicated is to prevent buckling of individual hlrss wet.) and/or chord members only. Additional temporary and permanent brazing y iTek' Is always required for sla1:4111y and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Irr155 systems, seeANSI/11`I1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type QtY PIY T11342719 TBO303 RFO1 Flat Truss 1 755324056 2 Job Reference (optional) A 19 2016 MTe k Industries Inc Mon Jun 12 15:3m:z5 2017 Page 1 Builders FirslSource, Tampa, Plant City, Florida 33566 7.640 s pr r ID:Zl7yacff3rgf5yObDEG6BuzOUf6-nPtP5Vy55srniU?SlyZISK?Ivudp97dY6UxTiWz7?9C 2-1-12 4-1-12 6-1-12 8-8-4 11-2-11 13-2-11 15-9-3 18-5-7 2-1-12 2-0-o 2-0-0 2-6-8 2-6-8 2-0-0 2-6-8 2-8-4 3x4 = 3x6 = Scale = 1:31.5 3x6 = 19 8 20 9 10 3x4 = 3x4 = 3x4 = 3x6 = 3x4 = 18 17 16 15 14 2-1-12 2-1-12 4-1-12 2-0-0 6-1-12 2-0-05-0-15 11-2-11-c- 2-0-0 5-1-15 0- -13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) 0.05 12 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.77 Vert(TL) 0.16 12 939 180 BCLL 0.0 Rep Stress Incr NO W B 0.53 Horc(TL) 0.04 11 n/a Na BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 164 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-10 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 6-3-6 except (jt=length) 11=0-4-2. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 11=-109(LC 4) Max Grav All reactions 250 lb or less at joint(s) 18 except 11=1535(LC 1), 17=1000(LC 1), 16=383(LC 1), 14=2850(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-7=-4567/67, 7-19=-4567/67, 8-19=-4567/67, 8-20=-4567/67, 9-20=-4567/67 BOT CHORD 13-14=0/2919, 12-13=-67/4567, 11-12=-186/2619 WEBS 2-17=-856/0, 3-16= 472/0, 4-14=-1014/0, 8-12=-1028/47, 7-13= 838/33, 6-13=-131/1874, 6-14— 3443/0, 9-12=012215, 9-11 =-2906/21 1 NOTES- (13) 1) 2-ply truss to be connected together with 1 Od (0.131"x3") nails as follows. - Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI[TPI 1. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ` 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 11. 11) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 845 lb down and 198 lb up at 13-7-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) "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 Continued on page 2 WARNING - Verity design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03I2015 BEFORE USE. Design valid for use only with MITek" connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of deslgn {xlramelers and properly Incorporate this design into the overallbuildingdesign. Bracing Indicated Is to prevent t.xrckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd.fabrication, storage, dellvery, erection and bracing of muses and IFUSS systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria- VA 22314. Tampa, FL 33610 Job Qty Ply T11342719 T60303 Plus, Flat Truss t f2 JobReference(optional) tsmlders Firstz5ource, i ampa, ream tny, rioriaa xsobb LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-19= 340(F=-96), 19-20=-166(F=-96), 10-20=-70, 11-18= 20 Concentrated Loads (lb) Vert: 20=-845 ID: Zl7yacff3rgf5yObDEG6Buz0Uf6-nPtP5Vy55srniU?SIyZISK?Ivudp97dY6UxTiWz7?9C WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek6 connectors. This design is based only upon parameters shown, and Is for an Individual Wilding component, not - a muss system. Before use, the building designer must verify The applicability of design parameters and properly incorporate this design into the overall ®®® building design. Bracing indicated is to prevent hackling of Individual truss web and/or chord members only. Additional temporary and permanent brining MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of busses and truss systems, seeANSVTPI i Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T11342720 TBO303 RF02 Hall Hip Truss 1 1 755324057 Job Reference (optional) Builders FirslSource, Tampa, Plant City, Florida 33566 L040 s Apr 19 2016 mi i eK industries, Inc. Mon our, 12 15:38:N 20 1 1Faye I D: Z17yacff3rgf5yObD EG6Buz0Uf6-FbRnJ ryjs AzeKeael f5_?YXOxl wcuU9iK8h 1 Eyz7?gB 1-0-0 7-0-0 10-4-0 13-8-0 15-10-7 18-2-10 20-8-9 1-0-0 7-0-0 3-4-0 3-4-0 2-2-7 2-4-3 2-5-15 13 6xl2 MT20HS 5x8 = 2x4 11 Scale = 1:38.1 6x8 = 17 3x4 = II 3x4 = 3x6 = 2x4 11 5x8 = 3x4 2x4 I 3x4 = 7-0-0 10-4-0 15-10-7 2-5-15 0ro LOADING (psf) SPACING- 2-0-0 CS]. DEFL. in loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) -0.06 13-14 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.21 13-14 >757 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr NO W B 0.96 Horz(TL) -0.03 17 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix) Weight: 117 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc puffins, except 4-6: 2x6 SP No.2, 7-10: 2x4 SP No.2 end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-0-14 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.2 3-7-5 REACTIONS. (lb/size) 11=1511/0-4-15, 2= 526/0-8-0, 17=2745/0-11-5 Max Horz 2=272(LC 8) Max Uplift2=-744(LC 20) Max Grav 11 =1 562(LC 15), 17=2745(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=0/1975, 3-4=0/2018, 4-5=0/1793, 7-14=0/467, 7-18= 1274/12, 18-19=-1259/10, 8-19=-1254116, 8-20=-1771/0, 9-20=-1771/0, 9-21 =-1 77110, 10-21— 1771/0, 10-11=-1567/0 BOT CHORD 2-17=-1743/0, 16-17=-592/0, 15-16=-11/1112, 14-15=-11/1112, 13-14=0/1771, 12-13=0/1771 WEBS 4-17=-1302/86, 5-17=1775/0, 5-16=0/686, 5-7=0/734, 7-16=1805/0, 8-14=-644/0, 9-12= 839/0, 10-12=0/2011 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); cantilever left and right exposed; 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 744 lb uplift at joint 2. 8) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 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=1.00, Plate Increase=1.00 Continued on paqe 2 WARNING - bedly design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE 11(11.7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MITek0 connectors. This design is based only upon parameters shown, and is for an Individual building component, no1INMa1rrr55system. Before use, the building designer must verify the applicability of design parameleis and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual taus web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tuns systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply T11342720 TBO303 RF02 Hall Hip Truss 1 717553240 57 Reference (optional) uurlaers Fnstaource, I amps, riant uny, rionaa ssobb LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-70, 4-6=-70, 7-10=-166, 2-11— 20 Concentrated Loads (Ib) Vert: 10=-347 18— 200 19=-134 20_ 193 21=-266 ID:Zl7yacff3rgf5yObDEG6Buz0Uf6-F Wr, ryjsAzeKeaelf5_?YXOxlwCuU9iK8h1Eyz7?9B WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2016 BEFORE USE. Design valid for use only with MiTek@)connectors. This design is based only upon parameters shown. and is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Ixrll-ding design. Bracing Indicated Is to prevent buckling of Individual tniss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandfla, VA 22314. Tampa, FIL 33610 Job Truss Type Qty PlyT11342721 T60303 71'- Ulss Valley Truss 1 1 755324058 Job Reference o tional D"nc 1 Builders FirstSource, Tampa, Plant Gay, Florida 33566 0a 0 2x4 i 2-0-0 ID:Zl7yacff3rgf5yObDEG6Buz0Ui6-' bRnJry'siz-Keaelf5_?YXZK172ui6iKBh1Eyz7?9B Scale = 1:7.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.01 3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.01 3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 5 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=61/1-10-8, 2=6 1 /Mechanical Max Horz 1=28(LC 12) Max Upliftl= 7(LC 12), 2= 21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vutt=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.opsf; h=25ft, Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 1 and 21 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE GAGE M11-7473 rev. f 0/03W 15 BEFORE USE. e Design valid for use only with MilekO connectors. This design is rased only upon parameters shown, and is for an individual huifding component, not a InrsS system. Before use, the building designer must verify the applicability of design parameters and properly incorf:>orate this design into the overall building design. Bracing Indicated Is Io prevent buckling of individual buss web and/or chord members only. Addilional temporary and permanent brac6ng M iTek" Is always required for statAfty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tnlSS systems, SeeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply T11342722 TBO303 V02 1QtyValleyTruss1 1 115324059 Job Reference (optional) Builders FirstSource, Tampa, Plant City, Florida 33566 r.oau s v,pr 19 20,6 Mi i en ind-uies, mc. M. i 2 15.38.27 201ray. I D:Zl7yacff3rgf5yObDEG6BuzOUf6-jn_9 W AzLdT5Vyo9gsNc DX14kahT2d82rZoQam Oz7?9A 2- 11-1 4-0-0 2- 11-1 1-0-15 Scale = 1:13.0 2x4 i 2x4 11 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 3 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.00 2 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 n/a rVa BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 13 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=80/3-11-8, 5=223/3-11-8 Max Horz 1=66(LC 12) Max Uplift5= 75(LC 9) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-5= 173/283 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- ( 7) 1) Wind: ASCE 7-10; Vult=139mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 4-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 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) " This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® conneclors. this design Is based only upon parameters shown, and Is for an Individual building component. not a taus system. Before use, the building designer must verify the applicability of design paraineters and properly Incorpoiale this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required (or stability and to prevent collapse with possihle personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of musses and taus systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully errlbed teeth, For 4 x 2 orientation, locate plates 0-110 from outside edge of trUISS. 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 width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATI(DiN Indicated by symbol shown and/or by text in this bracing section of the output. Use T or I bracing if indicated. Indicates lofcation where bearings supports) occur. Icons vary but reaction section indicates joint number wh(.aKe bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI l : National Design Specification for Metal Plate Connected VArfood Truss Construction, DSB-89: Design Standard for Bracing. BCSI; Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood 'rrusses. 6-4-8 1 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 n c O T. U a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved 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 BCSI, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19`Yo at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft, spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16, Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY J LDING 0 S NFaR FPAR BEARING HEIGHT 56HEDULE ze-3i4.. Hanger List H1 HTU26 H2 THA422 NOTE5: I,) REFER TO HID 9i (RECOMMENDATIONS FOR HANDLING I1,15TALLATION AND TEMPORARY DRACIN6.) REFER TO ENGINEERED PRAWIN65 FOR PERMANENT DEALING REQUIRED. 2.) ALL TRU55E5 (INCLUDING TRU55E5 UNDER VALLEY FRAMING) MUST DE COMPLETELY DECKED OR REFER TO DETAIL V105 FOR ALTERNATE BRACING REQUIREMENT5, 3.) ALL VALLEY5 ARE TO DE CONVENTIONALLY FRAMED DY DUILDER. 4.) ALL TRU55E5 ARE DE516NEP FOR 2' a.c. MAXIMUM 5PAGING, UNLE55 OTHERWISE NOTED. 5.) ALL WALL5 5HOWN ON PLACEMENT PLAN ARE CON5IDERED TO DE LOAD BEARING, UNLE55 OTHERWI5E NOTED. 6.) 5Y42 TRU55E5 MUST DE INSTALLED WITH THE TOP BEING UP. 7.) ALL ROOF TRU55 HANGERS TO DE 51MP50N HTU26 UNLE55 OTHERWISE NOTED. ALL FLOOR TRU55 HAN6ER5 TO DE 51MP50N THA422 UNLE55 OTHERWISE NOTED. 5.) BEAM/HEADER/LINTEL (HOE) TO DE FURNISHED DY DUILDER. SHOP DRAWING APPROVAL TH15 LAYOUT 15 THE 50LE 5OURGE FOR FADRICATION OF TRU55E5 AND VOID5 ALL PREVIOU5 ARLHITELTURAL OR OTHER TRU55 LAYOUTS. REVIEW AND APPROVAL OF T05 LAYOUT MUST DE RECEIVED DEFORE ANY TRU55E5 WILL DE DUILT. VERIFY ALL CONDITIONS TO IN5URE A6AIN5T CHANGES THAT WILL PE5ULT IN EXTRA CHARGE5 TO YOU. Req-W Polnmr Dd, kj uslders FirstSource Orlando PHONE: 407-651-2100 FAX: 407-051-7111 Plant City PHONE: 613-754-5951 FAX 613-752-1532 Taylor Morrison Homes L: Darlington A 9. ADPRE55: 01510N: Lot XX 56ALE: I"RA"i'cy JOB72-4-16 k f CITY OF SANFORD I •• BUILDING & FIRE PREVENTION PERMIT APPLICATION t Application No: Documented Construction Value: S Job Address: Historic District: Yes No,, Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of UseEl Move 0. Description of Work: Plan. Review Contact Person: Title - Phone: Fax: Email: property Owner Information Phone: L0.1 00 Named- i Resident of property? : SO Street: Q&CD0 e_1 City, State Zip: -Mc - Contractor Information: Name .. I i tg 6 Phone: Street: A153 Fax:ciC City; State Zip:' Q`t $ State License No.: F C-- 'S Name: S treet: City., St, Zip: Bonding Company: Address: Architect/Engineer Information Phone: Fax: E-mail: Mortgage Leader: Address: VriRNI1VG TO -OWNER: FOUR FA1LUR.E.TO. RECORD- A. NQTICg,. F COKMENCEME iT MAY RESULT IN YOUR PAYING TVYICE :ROR IMPROVE1yfENTS TO YOUR PROPERTY, A iVOTICE OF COMIVIENCEMEIVT MiJST E • RECORDED AIVA POS ED ON THE jQg •SSE BEFORE.THE FIRST.INSPECTION. IF YOU INTEND TO' OBTAIN FINANCING, 'R OR AN ATTORNEY BEFORE RECORDING YOUR 1V0IiCE OFCONSULTWITHYOURLENDE COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeet.standards of all laws regulating constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. a;rh the date of auolication and the code in effect as of thatdate: 51° Edition (2014) Florida Building Code NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may bethe, public records of this county, and there may be additional permits required fiom other governmentak entities such as waterfoundmh management districts, state agencies, or federal agencies, FS 713. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law. p of the executed contract is required The City of Sanford requires payment of a plan review fee at the time of permit submittal. A value of the jOb atcopy eimit is issued, in late a plan review charge and will be col. nsidered the estimat a construction able ineffectat the time thehp time of issusubed i in order to calculate P Theactualconstructionvalue will be figured based on the current ICC V u ace rctual with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value' oPermitisissued. creditwillbeappliedtoyourpermitfeeswhentheP9 Vf'l : I certify that all of the foregoing information is acoc > to and that all work will OWNED ' TDA be done in compliance with all applicable laws regulating- construction and zoning. 9 3 17 e & Contract%/Age Date Date Signatur Signature Of ovmer/Agent S Print Co otof/Agent's N Print OwnedAgent's Name ' I CL 3 117 a ure of Nora -State of Ftori Datc/ Signatur4 of Notary-State'ofFtortda Date S t H KAREN HUGHES Notary Public -State oFFlorida. Commission I GG 069888 MyCo Expires r 2 01 to Me pr Known to Me or Contra or% i is W lD' Own. er/Agent is' Pcrson'. Produce ProducedID Type of ID ONLY OW ISFBEIElectricalMechanical Plumbing Gas[] Roof P -emits Required: Building Flood. done. r Occupancy Use: Construction'rype ccupancy Load # of Stories:, r Total Sq Ft of Bldg: ,eg rU t MinTO N Pltimbin # of Fixtures New Construction: Electric - # of Amps_ No 0 of Hi , Rds _ T-_-- - Fire Alarm Permit: Yes El Fhre:Sprinkler Permit. -' Yes [lNa _ WASTE WATER: APPROVALS ZONIl` 1G:. tIT1LITIES: FIRE_ BUILDING: ENGNEERING- COMMENTS tXJ RECORD COPY Citv of Sanford Building 1 Fire Prevention Product Approval Specification Form aPermit # ##17- 1 9 5 1ProjectLocationAddress: 485 Red Rose Lane arlingtonAs 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) I. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-R3 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.WR-2 Sectional Amarr Garage Doors Sectional Ext. Door (Garage SF) FL5302.10-116 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Alpha Aluminum, Inc. Soffits FL12019-R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4.Roofing Products Asphalt Shingles Atlas Roofing Shingles FL16305-R4 Underla ments InterWrap, Inc. Underlayments FL15216-R2 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other Weather Vent Roof Vent Miami Dade Approved June 2014 A Category/Subcategory S.Shutters Manufacturer Product Description Florida Approval # include decimal) Accordion Bahama Colonial Roll u Equipment Other 6.Sk li hts Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FL2197-R5 Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck /Roof Wall Prefab Sheds Other New Exterior Envelope ProductsrHVACTieDown BMP International HVAC Tie Down FL14239-R3 Applicant's Signature Applicant's Name Please Print) June 2014 J F t t t t t t Al E'E0'aYT ESCA-E"50 E Lf9i}Ye5 %ki CQALT LIN Fat R-RfBLR - 5N FDOKH Ow t t } } t TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS # 20' T4" 36. A8' WINDOW CALL OUTS f8E FG. 2018 FG. 306 Ff,. 4018 FG, C7 70' 12 Lu 0 FL. 2020 Fr.. 3020 F6. 4020 F& 3 0Z 24' 36" 0' 3 8 M 5H 2O30 N 3030 N 4030 N W $1 7040 5H 3C40 % 4040 SH 60' S: 80 94 0W 514 3M SI 4OW SI 1560 5H A%0 5a 3060 5H 4%0 SH17' c GL. rERFT R2&-' OPEKIWA FOR ALL W:ND0, 0 Z UNDCW 5175 MD NSTALLATICN KAY VARY FER tl"AMFeRAN) S?EC7CATM TEFER TO FLOOR FLAWS FOR STYLE OF MM USED ( SWSLE HAY,-SI, CA5a5FV- UNT, OR MED GL455- FL) TL R5 6 0+t 8 BEDR00 2y 9•-0• FLAT JL Iv? h hA FR6'f FRA•E Vi'1 Tllyj 2. 3E56 Sx RLSI WA'£ t0 FJMO MOW LLLL Q$ L LOFT BEDROOM 3 CFEi 10 9'-0' F 5'-0' L -o- LI'-0 9'-0" FL4T CLG. 9-J- FL4l CLG. OR l0W 5'-0r A2 RARFG ULM 21-R AK 7. ELG i/ P. 4iFC41 a A CLU3j M-7 G. 5-p. 6. 6 u.x 2. tw-a FSTD+°DE 6D I PALM PAY AND DRA I Icy g. p• vow axu 4 . BEDROOM Lev. BATH 3 Y-6",W-0" 9.p• a 9'-O" Rai D. BATH 2 p I Fa OLG WL. U . LAY. P ex TIP SA Pam' ImE 7a x AC 36A 51 Al AT 1' 6' PAY A`O DPAN P.Afi0Y1 10. AT i'-6' IKY-..R I a5 Wt! 9 I I I I gym$ I 1 I ice xu aca TA]OP.APD C u] iH. 0 N4KL01 J0J >B 155VC0 IV-09- I1 y` aLv5C0 I Ln ILU y Y y I R4 I CLEAR OFLNW, HErW$ N D.ELLM W75. OCR Ile OPSIX OF AN OFVUXE 0=IS LOCATED MM MAS9 WAS ASM NE FNxEJ &RACE OR & RACE POOL TIE LOFST PART CF IIE QEAF 0.4V6G R TrE W M EN4'.L BE A MN r-CF 14 POE5 A5Df- M FNSEO ROtR6 Ff ROOM N WLH M dlM 5 LOCATED. 0.9EVSE 5ECTCT6OFLNDP1654L. FEWTOFEXM5RAT AUN PASSXE OF A / PY.N DIA`ETEi FAEFE W "' SKN OPEXMS AM LfXAILD UM 24 W40 OF M fMIM FLOOR FER FBCR - 5TH EDFLN UVW FW; 4E009 FAOL pwle oDEVCES 0.b*= CwACS WFFE: ,gy?AS, 5,ALL CQP.Y UN THE F£-0IlR1']ifr 5 OF pSTri785DFERfBLRSMEJ+TOi aeuR52 0cv sr R 36 AllAilpq GL'fRFf RA01AY18AB2ER o ce) yn O o o 2585 r, ae UPPER FLOOR PLAN NOTES UPPER FLOOR PLAN NOTES " GARAGE RIGHT 2 B 1 30r1.CF L.T&F are'-a4F GL 'hail'A'fLTLC GL'vswr Q:IA.VN 1CCdiQ RD FQLU.E F P fSilAN QLT eelarsLR][HNQd.T Gb` fmYAFI(DLT 9'-iLi. B".RLT- dIOJICO2aKIIC!EN 9'- H a I 151aTE BI OPf.IVSIER I 041ER GAS INTER C£'R } DRF } DRP t 1O:L f0Y iDit fD. al B'-0' W 1UOJ V/l I A9TET5 FAMILY ROOM 19'-5'.iti-0' LFE ff. SECA9 C\/ 7EIAAtE I 2-STOGY YCL 1 WRAN DINING D„ /\ bTUiENA' FLAT CLG Lx s I 9'-i FLAT CLG F- T 1 I 7 brcer 9'.d' 15 I f _J GARAGE y Salr ll 9'-4" PLT. HTy1 itf / 0 "LATE j L4L\K. 4 N STkR DdTA Sp.A' FR7T / AwlE Ysj10175l-R Rd:FG / ! hTO0a^.£R3 Al c b' tl i0 6' LW OF bECON z FLOOR AN. PA WIEN FRA g9g _-- ! aye R 9-A' LYOP! c1-1' Rms FROM5/2 TO iYi IRe- O7R'D1\ eCf Q4SdR3bE6.'# ayd, lwPRAT1VR of ATA'. a' MASTER SUITE2. 4. Izc w YJ' 1 16'-0".14'-4- 0.G RAT CLG R 9{e 5" 0 PD cPr. TEE 4w M. BATH9'- 4' Rat CLG. r--- r--- 1 16d-0 74' 1LE uv S. TAI PN PAD r I IcORJOCJ RJAC OR OOIfRdJ FOR LOW IatRIFORLECIIsSL SEATL - -_ J L-__-I IO. Y CY.0 ELL Aa11@O- 2 9•y L*0'KL111 L11 L10101 L-ER F.O R all irB O ' Q FOYER i FLXR A.9.. L — — — — — — — — SSK A" MLAIE 9 W1 5 FLAT CLG. 7.15- 0 CLGAWIRFV1J \\ hAwQp.. lAlt DEN 9m e'-0' TO e'. B' 0 C Y 4. ENTRY AFF. 9'-4" FLA CLG. 9'-4" PLi. Hl. PWDR. vs ;,A-v 1 TEP. GLi1G_ r=1 DILL. 10 Rf3410 0447' K L M Wdl Kd.- Y ,._d. CiG TD••t PdVE% GG, `•ERFT 7 5l 9CA 1 I 1 QG -- 94- RY rSLATVJI VO. A76'tl L-J 'c, GL 1$xi'r 745'L 359 F.AT 4f4OFR RIECTkN L'LnR 10. AT }j e'. 0' b. Te O' 10Y. Po4Y wrl erUN 4T e'0' AiF DYE'i 7. LA D.il- 9 4 F. NE EJ0.1JALGG ER'f RN.AM 54RfiER ALL E£Rul' l EXA F AID fi`W E OQ5 S,IA:I CQRT VTN Rib PER FLLR - 5N M71107IldAi IFR # TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHSc 20' 21' 1 31' 1 53' v TSEP WINDOW CALL OUTS 12 511 - Vt 32 54 72 5H 37 SH l=7 76• L^ w IT S01354IR 33 54 23 % 33 54 4 5H V2 34 5H 24 SH 34 SJ C) 51' 0 15 SI V2 35SH75SI 3554 Z 63' 0 z 16 SH Ike36Sa16 SH 36 SH 12' i GC. Ye:R'Y MJMYOPLNW,$ FOR ALL WNDO4 w LuWNDW 52E5 kD INSTALLATION MAY VARY FER H.4^IFAON.'FvR A10 SFELFICATip:5. O z REPER 10 FLOOR PLANS FOR5TYLE OF WNDOW LSVD (StiGLE H:PYT-54 CA5 MENT. CS'.T.OR 5XED GLA55- Ff) L V o 0 0Hit r+ os° r•i' a HF: w n, E xwcLw jPJ le S4lCD IIb-P4-) FFfER i0 5£ET 1db R[wie 3 il• .II Mf V eA 341 $.• DOES`[GN GROVI L90 STAlF 11An a>auti N . 925 . Li00 TII. PAVERDR'f ! LA7 NAL< 8L9 . 9- 5..00 FAX vtmLN'sc TM1PA • C.FNVEII m9frtr- 1 3 C) Lu 0 z0 I-- j 3: ce 0 l ' J a 0 0 0 HATCMI NG LEGEND I514RiAL ® J\I LIMN FLOOR 1465 SF- U? F' cR FLOCK 11155F. TOTAL LIVING 2352 SF. GARAGE 4555i. r, rzb LANAI 139 5F. ux Fdoav PLAn Noyes ENTRY 115F. TOTAL 52 Fi. 3241 5F. MAIN FLOOR PLAN NOTES xuE vr,r- tl GARAGE RIGHT 0 Florida Building Code Online gow -t5c Page 1 of 3 Y'. `.# ut ky'R YY""++Bu yy ness aKP.s ''I`.[ %i i V P,rofe s onal Regyu" lat o ng; l i fYk abY ,4'i.''.. . r A'6 9'bx{_..,.ft'vi"W,.ii r"Ssag A LIIi51 +N1Mt` AMilli.GiiY•• rkX`A Ota e(,IPh2 G L`Y C4YP SCISH.me Login User Registration Hot-ropics SubmitSurcharge Stats&FaCtS Public3tions FBCStaff BOSSitetap Links Search Bu$ines e` Product Approvalf'USER: Public User Regulation E:i t:r':i!•diY era'.!: r,.,r,...: tva•u ..•_• :,. ,.,: Application Type Revision 2014 CodApproved Approved ,.. DBPR shall be reviewed and ratified by the P.and/or Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants. com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By Ryan 1. King, P.E. y/, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year 101/I.S.2 1997 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 06/13/2015 Date Validated 06/28/2015 https://www.floridabuilding.orglpr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes IFLIS225 R_ I certs,odf Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions other: See INST 15225.5-68 (6'8 Door Products), INST FL15 R3 it 1N5T 15225 5-68 ndf 15225.5-80 (8'0 Door Products) and INST 15225-68M (68 1 SZS R3 3t INST 15225 5-80:Ifdf Door Products Direct to Masonry) for installation L15225 R3 11 INSE =5:.0M.odf instructions. Note - Glazing Shall comply with ASTM E1300- Verified By: Lyndon F. Schmidt, P.E 43409 04. (This product approval requires the use of "]" part Created by Independent Third Party: Yes number doors and sidelites, which have been stained or Evaluation Reports painted within 6 months of installation - Excludes Opaque FL15225 R3 AE EVAL 15225.5-68,Ddf Benchmark Door Panels.) FL15225 R3 AE EVAt. 15225 5 8d.odE 1FL15225 R3 AE VAL 15225-68M.Odf Created by Independent Third Party: Yes 15225.6 f. "Premium Series", "Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. Series" and "Benchmark by With and without Sidelites. Inswing and Outswing Therma-Tru" with Transoms Limits of Use Certification Agency Certificate certs.odf. Approved for use in HVHZ: No Approved for use outside HVHZ: Yes h t 5225 R3 It GAG 15 25 $1+4gp)1 Quality Assurance Contract Expiration Date Impact Resistant: No 12/31/2021 Design Pressure: N/A Installation Instructions Other: See INSf 15225.6-68 (6'8 Door Products) and ri 15 :z5 R3 f1 SNST iS225.G 66,adf 15225.6-80 (8'0 Door Products) for installation instructions. i=tt,7S R3 II INST i 56-80 fsdf Note - Glazing Shall comply with ASTM E1300-04) Verified By: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports i_iU AE EV&15225.6-68.ol f 5A-0F»V58f. Created by Independent Third Party: Yes Contact Us 19 Q Mdhh l+Qist'N SVM Txnih_...i (iliC te:b5R+48i.1824 The State of Florida is an AA/EEO employer. y-zSii l_tratr oRktodda- :: Privacy S*atement :: A ccibility at .m nt :: Refund Statement Under Florida law, email addresses are public records: If you do not want your e-mail address released in response to a public -records request, do not send electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if theyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supplyapersonaladdress, please provide the Deoartmem with an email address which can be made available to the public. To determine If you are a licensee under Chapter455, F.S., please click here . Product Approval Accepts: VIA, W Credit Ar https:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005329-114 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: Fibei-Classic Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification Label has been applied to the product as described within this document. The certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatallcertificationcriteriahasbeensatisfied. This product has been approved for listing within A..,. ».d...... — f ;.,,,.,,..,,.ttted v Thf, dmrriran Mifionni Standards institute (ANSI). NAMI°s. Certified Product Listen :at NRm[c rn1i ct Glazed M 11^t... Design o... - ..-. Missile Test Report Number Inswing Configuration or or Maximum Pressure Impact Outswing Size Pos/Neg Rated Comments X I/S Opaque 3'0" x 6'8" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-253F Single X O/S Opaque 350" x 618" 67/-67 No ETC-01-741-10703.0/L-2097/TTF-254F Single XX I/S Opaque 6'0" x 6'8" 40/-40 No ETC-01-741-10703.0/L-2097/ I TF-253F Standard Aluminum Astragal Double O/S Opaque 690" x 618" 40/-40 No ETC-01-741-10703.0/L-2097/TTF-254F XX Standard Aluminum Astragal Double— TO-4— XX I/S Opaque 6'0" x 6'8" 47/-47 No ETC-0041-10703.0/L-2097/TTF-25 F Coastal Aluminum Astragal _ Double XX O/S Opaque 6903$x 6'8" 47/-47 No ETC-0t-741-107030/L-2097=F-254F Coastal Aluminum Astragal. Double OXO/OX/XO I/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-10593.0/L-2097/TTF-253F Single w/Sidelites OXO/OX/XO O/S Glazed Sidelites Opaque Door 554" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/T7F-254F Single w/S.idelites I/S Glazed Sidelites Opaque Door 8'4" x 6'8" 40/-40 No ETC-01-741-10593.0/L-2097/TTF=253F OXXO Double w/Sidelites_ Glazed Sidelites Standard, Aluminum Astragal OXXO O/S Opaque Door 894" x 618" 40/-40 No ETC-01-741-10593.0/L-2097/TTF-254F Double w/Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO I/S Opaque Door 8'4" x 6'8" 47/47 No ETC-01-741-10593.0/L-2097/TTF-253F Double w/Sidelites_ Glazed Sidelites Coastal Aluminum Astra al OXXO O/S Opaque Door 8'4" x 6'8" 47/-47 No ETC-01-741-10593.0/L-2097/TTF=254F Glazed Sidelites Coastal Aluminum Astragal Double w/Sidelites W h' t M moria ti /1.layies VA 23072 National Accreditation & Management Institute, lne./4794 George as nag on Tel: (804) 684-5124/Fax: (804) 684-5122 NAMI AUTHORIZED SIGNATURE: NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: NI005331-115 108 Mutzfeld Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/31/2021 Revision Date: 02/24/2015 Product: FiberClassic/Smooth Star Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Benchmark by Therma-Tru Series Opaque Fiberglass Door Inswing/Outswing w/ and w/o Sidelites Specification: ASTM E330/E331/TAS202 The "Notice of Product Certification" is only valid if the NAMI Certification. Label has been applied to the product as described within this document. The certification label represents product conformity to the applicable specification and that all certification criteria has been satisfied. This product has been approved for listing withinMAM:, r1s*:.:.zs:ae.4..:. Y7rnax+nm :..rerndirnd by lrha Amerlean Natinnal Standards Institute (ANS1i. LN.AP 1's Certified. Configuration Inswing or Glazed or O a ue Maximum Size Design Pressure PostNeg Missile Impact Rated Test Report Number Comments X Outswing I/S Opaque 3'0" x 618" 67/-67 No ETC-01-741-10702.0/L-2096 717252F Sin le X O/S Opaque 3'0" x 698" 67/-67 No ETC- 01-741-10702.O/L-2096/TTF251F Single XX US Opaque 6'0" x 6'8" 40/40 No ETC-01-741-10702.0/L-2096/TTF252F Standard Aluminum Astragal Double .._ XX O/ S Opaque 6'0" x 6'8" 40/40 No ETC-0I-741-10702.0/L-2096/TTF251F Double Standard Aluminum Astragal. XX US a ue Opaque 6'0" x 6'8" 551-55 No ETC-01-741-11008.0/L-215I/ITF252F Double Coastal Aluminum Astragal . XX O/ S Opaque 610"x 608" 551-55 No ETC-01-741-11008.0/L-2151/17F25IF Double Coastal Aluminum Astragal OXO/OX/ XO US Opaque Door 514" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151/TTF252F Sin le w/Sidelites Glazed Sidelites OXO/OX/ XO O/S Opaque Door 5'4" x 6'8" 40/40 No ETC-01-741-11008.0/L-2151%ITF251 F Sin gle w/Sidelites Glazed Sidelites I OXXO US Opaque Door 8'4"x 6'8" 40/-40 No ETC-01-741-11008.0/L-2151/iTF252F Double w/ Sidelites Glazed-Sidelites Standard Aluminum Astragal OXXO O/ S Opaque Door 8'4"x 6'8" 40/40 No ETC-0 I -741-11008.0/L-215 I MT25IF Double w/ Sidelites Glazed Sidelites Standard Aluminum Astragal OXXO US Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-215lnTF252F Double w/ Sidelites Glazed Sidelites. Coastal Aluminum Astragal OXXO O/ S Opaque Door 8'4" x 6'8" 55/-55 No ETC-01-741-11008.0/L-2151/TI'F251 F Double w/ Sidelites Glazed Sidelites . Coastal Aluminum Astragal.. - n.,..,ee National Accreditation & Management institute, IncA774 ura,rgC v.nauu,gLuu Tel: (804) 684-5124/Fax: (804) 684-5122ff NAMI AUTHORIZED SIGNATURE: 4' 4' 4 4 4- 4" r'4 II MULLIONit -'-MULLION go* MASONRY SHOWN FOR MASONRY SHOWN.: z REFERENCE ill, cIt xl REFERENCE OPENING z a UOPENINGTYPTYP; 7 JAMBS HEAb I HEAD JAMBS & JAMBS 5. 2 k T FOR MASONRY-7 OPENING TYP. HEAD 2X BLICK-/ 2X BUCK 2X BUCK -/ MULLION rnSHOWNFOR d REFERENCE 6 SINGLE W/S[I)FLITF :5 At QK ANCHORING. 13 BUCK ANCHORING o. 8 a- MASONRY OPENING NOTES: I.Wbuckmln.S.G.zaS5- 2X BUCK Mo at the comers may be odpstad to maintain the min. e=,Ct= mortar joints. IMAX ON CENTER- Must be C;diWfed to2Cl6eationsnotedas rah:IM min. edge-Wanc* J* ftIortarlamom hk oddl* .., nallpq-!Vle qk;hw may be;rpq(*ed to the 0 1 exceeded. 3. Concrete anchor table., ANCHOlf TYPE' SSE EDfi$ aNCIK78 ITW 114" r 2APCONO I'CO 1. ULTRACOM TYP. HEAD IRVASTRAGALJAMBS SHOWN FOR REFERENCE It It MULLION4., MULLION11SHOWNFOR VP. REFERENCE M SHOWN FOR REFERENCE II jHEAD JAMBS 2X BUCK SHOWN RE l)lW..faLt--QQ(2!3 MASONRY DOUBLE W/SIDELITES BUCK ANCHO OPENING BUCK A.N-.Q2i(2f.3J.I9-.Q By: JK 7 -LFS INQ 15225.5-6 O C. 7• 3,. 3" 7" 3 Ill TT71 SEE NOTE 3II A. SHEET 3 II SEE DETAIL "J i ASTRAGALS I MULLION SHOWN FOR 1 SHOWN FOR REFERENCE REFERENCE ONLY Qts'. 4 5 tt 7B o t2. •' .. f 5..., µ 12. C. DOUBLE DOOR_WVSIDELITES• IN rr PAIRS 30 TYP. 3" 6a . - W/2X BUCK _ o SEE DETAIL _ 1 W X OUCx aINSTALLATION -r rn " r* w w . IN W/1 X BUCK o Lu w AL BUCKINSTALLATIONwZEz /.. 4 o jR a TYP. HEAD wV) x ASTRAG.AL INSTALLATION y ci ^ cv JAMBS v SHOWN FOR 'Mp• HIM, REFERENCE. ( JAMBS gNIY SEE DETAIL "4" N o 1 SEE oo wLlu= .= o I M. 1 I& nEf'I!' NV) 5. MI•+-• 5 1 1 A" v VIEW "-"E" DOUBLE DOOR VIFW "A"- 4' shown w/ opnmm rORNUGATED FASW)V .RS, nW 130 MP. At SIOEIITE TO DOOR awe o"ECIRMJS) W/2x BUCK 2: LLINSTAATION W/1X BUCK', INSTALLATION :12 1 ` C. W/2X BUCK 3 item DESCRIPTION Material A 10 x 2-1 2 PFH 0000 SCREW STEEL. B: 4' F}i W00 CREW, STEEL 10 X t 'PFH WOOD SCREW STEEL 1 0 x 3.4: LG. O D S REW" Hiii a to rame STEEL 10 x 2 LG. PFH'WOOD SCREW E `C 3 x -1 2 LG.""'PFH WOOD SCREW STEEL 4 1 4" x 2-3 4 PFH ELCO OR'ITW CONCRETE SCREW STEEL 1 4 x 1-344. iTW P H ON RETE SCREW STEEL g Jr/4 3-3 4 .ITW PFH ONCRETE SCREW STEEL f 1. x 3 16 x 3- t 4 1TW PFH CONCRETE SCREW STEEL 12 4- x 3-1 Z4'ITW PFH CONCRETE SCREW E L MASONRY - 3000 PSI MIN, CONCRETE CONFORMING TO AC) CONCRETE 13 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 16 t 4 X 2 1 4 PFH ITW CONCRETE SCREW I 2 HEADER AM UGAR PINE SG ?_ 0-34 WOUD 21 3 4 THK. PRESSURE TREATED SIDELIT£ PAD WO D 36 i 2" X 17. X 25 GA._ CORRUGATED FASTENER STEEL T INSTALLATION. . 0 W/1X BUCK 11 INSTALLATION DETAIL '3" A ASTRAGAL THROW BOLT 13 ` STRKE PLATE TO FRAM AS SHOWN. t .. DETAIL "4" lot sG1E: N.T,S. DWG, ar. JK .m bwc, Or: LFS ..# DMWW RO,;. . R N FL-15225.5-66 ;a snEEr 4oF 9 N INTERIOR. am 3 1 VERT1 L CROSS SECTTfJIJ lnswng:con EXTERIOR Ipi i'IgC:N.189Uf.4fkln EXTERIOR 2 . VERnCAL CROSS SEadm d...oulvmv,conc INTERIOR i, ......... INTERIOR EXTERIORt z Jim 20 b'Q 12. =s 3. 3 YB GAL CROSS. SECTION EXTERIOR INTERIOR. w S 13 ZOLlV. tr6iiYERTi[ALCROSSSEGitOh1 w, 2 2t 12 wriovconfig Pon scut N.T.S. o 0++6: er. JK wK Wb IFS 3 mwm, wai N FL-15225.5-68 n N sin.. 6 ot: 6 O I rJsr I 4 r MASONRY MASONRY. OPENING 1YP• HEAD OPENING JAMBS CoOn 6U1 2X BUCK of N O 2X BUCK t 4• I 14 • 4 4" 1 i MULLION q I ( SHOWN FOR MASONRY TYP;I ( REFERENCI= OPENING TYI , I.1 trt* 1 N m. HEAb HEAD di ,i 1MB5: & JAMBS l f E a d SO II It: NJ {{ N moo mno i n cz t n 2X BUCK,/ IMULLION:t II 1i, SHOWN FOR II '! REFERENCE fI II it II mod o z SINGLE W/SIDELITES 4 - m SINGLE DOOR1N_GL W/_$IDELITBUCKANCHORING- HOWN BUCK ANCHORING BILK AN_CH0 1L e o Q bl 4. n MULLION9111FOR A MULLION MASONRY OPENING TY?. HEAD 14 TYP, I) REFERENCE A SHOWN FOR P;I JAMBS 11 ASTRAGAL HEAD N REFERENCE I{' 11. SHOWN FOR JAMBS I.I REFERENCE If II 2X BUCK f l D NOTES: ITi, ?Xbucbuck min. S.G. t 0,55. II' ASTRAGAL II. CONCRETE ANCHOR NOTES: I. Concrete onchor locations at the comers maybe adjusted to maintain the min. a 2X" BUCK 1. 1{ SHOWN FOR I {. t ( 11 REFERENCE I { edge distance fo mmtaijoints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to marntarn the min. edge dstance to mortar jdnts, additional concrete onchors 6i mmayberequiredtoensurethe "MAX. ON CENTER" dimenslon are not exceeded. 0. I' r{r ymConcreteanchortablecoOII. .4 I-i p U ANCINOR AN640-4 f0'lliAfdNJ1Y RiADJACiM BYRE sot FM9EQr11ENP ANCttOR IIYV a TAPCON 1/1" 1.1/4" 2". 1/4" 1.1/4" 1" 4" ULFACO..PAC r Bill II n O N.T.S._ II cNk er: LFS 3 h 1: OMWfNC N 1. R DOUBLE DOUR MASONRY DOUBLE W/SIDELI•TES FL-15225.5-80 c B!,1Q.K. ANCHORING OPENING BUCK ANCHORING. sNEEt 2 or. 6 n p r Cs L.v7 » C• FW "C"—"C" I 47 WPM LOM ti h rZ i R+.: 2 r+i RWy. 3- 3s' 4^ 6» 4" ^'i _"'I 6" ' y• I SEE DETAIL »3» III ,A. N/SfALLATON T , INS`TAilAT10N A a SEED SEE NOTE 3 .I w tX BUCK SEE DETAIL DETAIL 1l g "3" (..w/:tX BUCK,,<; SHEET 3 : 1 INSTALLATION ; J/ TYP. HEAD INSTALtATK)N f d r MULLION k JAMBS I.TYP tl JAMBS LSHOWNFOR REFERENCE I ASTRAGAL w in ASTRAGAL-. N FORSHOW + _ _ SHOWN FOR q REFERENCE o O ONLY s .I REFERENCE ONLY ; z z - I' U SEE 16 q iG ; 12 DETAIL. wo 18 1, 16 q »4» 5 y. *5 5 A" I E' 'v nounLE DOOR W/SIDELITES VIEW "E"— "E" OOUBLE DOOR y1FW g-= " OSHOWN - OPRONAL CORRUGATEDR FASTENERS. REW /SO M?Y Ali SIDEUTE TO DOOR JAMB CONNECTIONS) item DESCRIPTION Material 10 x 2-1 2 PFH WOOD SCREW _ STEEL B 10 X 1-314 F WO D S R STEEL. E L B 10 X 1 PFH WOOD SCREW 10 x 3 4 LG. PFH WOOD SCREW Hine to Frome STEEL 4 1 4 ' x 2-3 4" PFH .ELCO OR ITW CONCRETE SCREW STE L 5 1 4" x t-3 4" ITW PFH CONCRETE SCREW STEEk 1..4" x 3-3 4" 11W F'FH CONCRETE SCREW X. 3 PFH SCR _ STEEL STEEL1131167x3-1 4` ITW PFH CONCRETE SCREW t 1.4 x 3-t.4..ITW PFH CONCRETE SCREW TEE MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE 13 301 OR HOLLOW ©LOCK CONFORMING TO ASTM C90 1f-1.4 X. 2-1 4 PFH (TW CONCRETE SCREW STEEL U HEADER .JAMB PINE. SG >=.0.42 WOODTOODHK. PRESSURE TREATED .S(DEL17E PAD 30 1..2" X t" X 25 GA. CORRUGATED FASTENER STEEL. T: 1, 0 ... DETAIL "4" - - A DETAIL "3" ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME AS SHOWN. A DETAIL "i " i ri F i C! L e'2121112 2 LE. N.T.S. Rr,. JK... m Dr: LFS W,NG NO. a 15225.5-80 a ar.4.OF. 6 t0 INTERIOR morml/m, i cam I'll, 4 'VERMAL.CROSSSCflON ksw4eg confiquroGon, EXTERIOR. g/O 7 Sol, 0 2 . to o EXTERIOR INTERIOR 5 VERTICAL CROSS SECTRU Ou confi uriit . n 7 C n n mMt •oo c; m O p m INTERIOR EXTERIOR. 'itso t hz em 9. d oy} u m0.m 21 Q 3 VAITCAL CROSS yKaoN W N EXIERIOR INTERIOR 6 VERTICAL CROSSSEC17ON 6 Outsmnoconff non Err. JK m SY: LFS 3 0 .0:Z a N 75225.5-80 a N r a: a HORIZONTAL CRC?SS SE Q' 19 tOgmb ttgtmotion E G INTERIOR r d EXTERIOR H` 3 HOR120NTAL GROSS "•10 2 Ou14.9JIW6om conbfiguation j C. G: E e ee INTERIOR EXTERIOR H: 1 HORIZONTAL CROSS &ECTION: uhwing configurallon 6. 9/ib jamb INTERIOR EXTERIOR 5 HORIZOMrAL CROSS SE 710N.. y QutsvAng confi uratiorl- 6: 4l16. jamb' pr N E ' 0.N 501 HIM WG. ff• JK m LFS FL- 1S225-681 c SHE 2 6r n O y AA 1 i2` mn' ry !isu D 8-9/1A"HEAD N IIIIII $ N: z. N TYP.®HEAD y. ut. r .a i z:y- a g Fe 0 EADD _ s F, f1a'HFAD ° D..6=9 CHEAD, w Dj °tn`+jl ` og o off" L9/16"HEAD ..... *j µ _ > MULLION > h '"' @+HEAD m a a. SHOWUN FOR a ° SHOWN FOR n F s REFERENCE n o Z`, REFERENCE c U u Q U — G .:9/I6"JAMB'" Y G 6-9/16" JAMB p ; c w O TYP. Q JAMBS T '3a Ib'JAMB ^ O TlP. ® JAMBS 1 0 JAAMMBB ^ H "jIV JAMB N F9/16"JAMB o SEE oid SEE" cl a cs is DETAIL"S o I _ DETAIL "I" , C; z a \ SEE do — SEE fii- - "sue DETAIL "4" 11.:i $: .DETAII'7L'3' VM VIEW "C"-"C" SINGLE DOOR W/SIDELRES VIEW "E"-"E" VIEW "D"--V' SINGLE DOOR W/SIDELITE VIEW' -V SINGLE DOOR VIEW "A' ="A" CONCRETE ANCNT7R NOTE: 1. -COMCMIV cnrW laeal}tm pt the comers may be adjusted to maintain the min. eifgeCYfa+sce'}o niortorjoints. 2. Comrade onchartocations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to modarjolnis, additional concrete anchors may be required to ensure the "MAX. ON CENTER' dimension am not exceeded. 3. Concrete anchor table: ANCHOR AMC Mi(k M, 1Yi1AA O JRYTlOAD1AGEM tYF SftB. EMS&M q ITW s 1/4" 1-1/P.. 4' TAPCON: ELCO 1/4' 1.1H". 1' 4" UMACON ITW 0 3/16' 1-1/4' AS SHOWN AS SHOWN iAPCON - SIDELITE NOTES: 1, The sidelite is direct set into the jamb with (12) #8 X 2" pfh. wood screws. There ore 14) at each vertical jamb, from the top down of 13.5; 31", 48.5' & 66". There ore (2) at the header at 4" from the outside comers of the frame. There are (2) at the sill, 4" from the outside comers. n 15225- 68M K 4 TI- C R W R W Building Consultants, Inc. B Consulting and Engineering Services for the Building Industry C P.O. Box 230 Valrico, FL 33595 Phone 813.659.9197 Florida Board or Professional Engineers Cenificate or Authorization No. 9813 Product Sub Category Manufacturer Product Name Category.,._... Thcrma Tru Corporation Smooth -Star" and "Benchmark by Therma-Tru" Exterior Swinging 118 Industrial Dr 6'8 Single & Double Opaque or Glazed Panels w/ & w/o Sidelites Doors Exterior Door Edgerton, OH 43517 Inswing I Outswing Assemblies Phone 4.19.298.1.740 Insulated. Fiberglass Door with Wood Frames Scope: Product Evaluation report issued by R W Building Consultants, Inc- & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. L/mltations: 1. This product anchoring has been developed in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements excluding the "High Velocity Hurricane Zone". See the Certification Agency Certificate for sizes, specifications and design pressure ratings. 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NDS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specked by the fastener manufacture, but in no instance shall they be less than shown in drawing FL-15225.5-68. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15225.5-68 shall be determined by others for specific jobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: 1; InLo 1port f lo Test Standard ETC-01=741-10702.0 ASTM E330-02 / TAS 202-94 ETC-01-741-11008.0 ASTM E330-02 / TAS 202-94 TEL 01460147 ASTM E330-02 / E1886-02 / El996-02 2. Drawing No. Prepared by No. FL-15225.5-68 RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc,.(CA #9813) Sheet 1 of 1 Testing Laboratory ETC Laboratories ETC Laboratories Testing Evaluation Lab. Signed by Wendell W. Haney, P.E. Joseph L. Dolden, P.E, Lyndon F. Schmidt, P.E. Started -&.Seated by Lyndon F: Schmidt, P.E. SkInet & Sealed bit Lyndon F. Schmidt, P.E. fi. 3 b • i f 1, V k Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/2015 R R W Building Consultants, Inc. WConsulting and Engineering Services for the Building Industry B P.O. Box 230 Valrico, FL 33595 Phone a 13.659.9197 . Florida Board of Professional Engineers Certificate of Authorization No. 9913 Product Sub Category Manufacturer Product Name Category ................. Therma Tru Corporation 6'8 Single & Double Opaque or Glazed Exterior Swinging 118 Industrial Dr Doors w/ & w10 Sidelites Doors Exterior Door Edgerton, OH 43517 Outswing Assemblies Phone 419.298.1.740 1 Direct to Masonry Installation Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID # 1998) for Therma Tru Corporation, based on Rule Chapter No. 61G20-3, Method 1A of the State of Florida Product Approval, Dept. of Business & Professional Regulation. RW Building Consultants and Lyndon F. Schmidt, P.E. do not have nor will acquire financial interest in the company manufacturing or distributing the product or in any other entity involved in the approval process of the product named herein. Limitations: 1. This.product anchoring has been ddvetoped. in compliance with the'5th Edi[lon (2014). Florida B,uiiding Gade:(FBG).structural requirements excluding the "High Velocity Hurricgne Zurte"; See the Certification Agency CerilfIcate for sizes, specifications and design "pressure ratings.. 2. Product anchors. shall be as listed and spaced as.:sn:ga howdetalls. Anchor embedment to base matetiai.shall be beyond wall dressing, stucco, foam, brick and other wall coverings. 3. Wood screws shall be installed following installations instructions of ANSI AF&PA NOS 2012. All other fastener types to be Installed following fastener manufacturer's installation instructions. 4. Fastener embedment depths, edge distance and center -center distances shall be specified by the fastener manufacture, but in no Instance shall they be less than shown in drawing FL-15225-08M. 5. Where shims are used, they must be a "rigid / stiff' material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FLA5225-68M shall be determined by others for spefficjobs in accordance with the governing code. 7. Site conditions that deviate from the details of drawing FLA 5225-68M require further engineering analysis by a licensed engineer or registered architect. Supporting Documents: t.: Test Report No. Test Standard TEL 01460145 ASTM E330-02 / E1886-02 / E1996-02 ETC 01- 741-11006.0 ASTM E330-02 / TAS 201, 202, 203-94 2. Drawing No. Prepared by No. FL- 15225-68M RW Building Consultants, Inc. (CA #9813) 3. Calculations Prepared by Anchoring RW Building Consultants, Inc. (CA #9813) Sheet 1 of 1 Testing l aborstdi Signed hy Testing Evaluation Lab. Lyndon F. Schmidt, P.E. ETC Laboratories Joseph L. Dolden, P.E. Slt "& Wed by Lyndon F. Schmidt, P.E. Slaried & Seated by Lyndon F. Schmidt, P.E. ow-"ttttrl1j, 4 F C tit Lyndon F. Schmidt, P.E. FL PE No. 43409 2/6/ 2015 Florida Building Code Online VCC_e f i Page 1 of 3 WdjraN'ltfl td BCIS Home I Login I user Registration Hot Topics I Submit Surcharge 1 Stats & Facts i Publications I FBC Staff BCIS Site Map I Links Search L. QraJ et..AaeroV f Me_n, >, r i '•Aps7Pirallarr L si r Apgllpatlan Oat iil: FL # FL15332-R2 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger®miwd.com Exterior Doors Sliding Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Luis Roberto Lomas PE-62514 National Accreditation and Management Institute 12/31/2015 Steven M. Urich, PE C I Validation Checklist - Hardcopy Received Fta 5332 R2' COI- FLCOJ oit: Standard Year AAMA/WDMA/CSA 101/I.S.2/A440 2005 WI 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 0Yes 'I-) No C)N/A https://www.floridabuilding.org/pr/Pt app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW1... 7/20/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary. of Products Method 1 Option D 04/30/2015 04/30/2015 05/06/2015 FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No 171-15332 R2 'I:1 Clf; 0 00C.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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R2: AE 510807B: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 Approved for use in HVHZ: No Installation Instructions L1 332R2111. 08-00498C.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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R2 AE 510805&pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL= R2 11 ,08-D 2AAA. f 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 FL1S332 R2 AL 512968A:adf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 II--08-02249A,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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN 1f? R2 AE 512969A odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R2 It 08-022SOA,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 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL1511 332 42 AE 512970A.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.E SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX 96"06" Limits of Use Installation Instructions Approved for use in HVHZ: No ff. 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 R2 ;AQQ1 (IdF PRESSURE RATINGS Created by IndependentThird Party: Yes 115332. 7 l SERIES 420 ALUMINUM SGD FORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" https:// www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH8572gvdWI... 7/20/2015 r Florida Building Code Online Page 3 of 3 I Limits of Use Installation Instructions Approved for use in HVHZ: No {. L?_.32 {2 -jj- Q$-Q0501c ndf. 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 fLWQ"?__&..RM&& fl PRESSURE RATINGS, Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions. Approved for use in HVHZ: Not 2 QjJ$QQ pg f, 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 RI :. 3k, A2 PRESSURE RATINGS Created by Independent Third Party: Yes 15332,9 :SERIES 430/440 REINFORCED SERIES 430/.440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R2 'If 08-09503C DGf 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 53» R2_AF, 51 S PRESSURE RATINGS Created by Independent Third Party: Yes tick ' Mein Contact Us:: 1940 North -NQnrae Sj-'(4jiaftp, [.fL 32_ :Pit4tie; 8507487-1624 The State of Florida is an AA/EEO employer: Coovriaht 20o7=2b13 State of'Florill :: Privacy Statement :: Accessibility Statement:: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The smalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public; To determine if you are a licensee under Chapter 455, F.S., please click bag_. Product Approval Accepts: sccuritv.a v mcs s• https://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWI... 7/20/2015 NOTES: 1; THE PRODUCT SHOWN HEREIN -IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE: 2, WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TG` STRUCTURE,..:FRAMING AND MASONRY OPENING IS THE RESPONS BIUTY OF THE ARC C- OR ENGtNEER OF RECORD, 3, `X BUCK OVER: MASON RY/C` NCREIE S OPTIONAL, WHERE 1X BUCK Is :NOT USED DISSIMILAR :MATERIALS MI_IST BE SEPARATED WITH APPROVED COATING OR MEMBRANE; SELECTION OF COATING OR MEMBRANE IS THE RESPONS'BILI- OF THE ARCHITECT OR ENGINEER OF RECORD: 4,: ALLOWABLE STRESS INCREASE OF 1/3 v+'AS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD 'DLRA' ON : ACTOR Ci=1'6 WAS USED FOR WOOD ANCHOR CALCUI.AnONS. 5> FRAME MATERIAL. EXTRUDED ALUMINUM 6063--'-5, 6, UNITS MUST BE GLAZEDPER ASP). E1300-C4 WITH SAFF..TV CLASS. 7, APPROVED M'}AC- ` OTEC T d... SYS'I'E V I ; (.Q.i; l FCFi THIS F 2Ofk,C;T IN i N^ BC;RIi::. DEBRIS REGIONS; 8r SHIM AS REQUIRED AT EACH I a A:.L.A"ION ANCHOR WITH LOAD BEARING SHI.M SI^'.iM +-i':R SPACE O 1/16" OR GREATER CI ,C URS.' MAXIMUtJ A'_LOWABLE SHIM STACK 9> DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RA" 0 IS EQUAL OR GREA-E THAN 1.0 NOT REQUIRE WATER iNFiLTRAiKON RESISTANCE. OVERHANG RA'10 OV :.RHANC'' ::NC 1!OVERHANG HEIGHT 0. FUR ANCHORING €NTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS 'WIT! SUFFICIENT ENGIH 10 ACHIEVE A 1 3/8` V NiMUM. EMBEDMENT nT'0 SUBS-'A;v,, _ JCAI`E_ ANCHORS AS SHO WN IN ELEVATIONS AND iNSTAL,AT10:14 DEfA15 11, FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A :1 ,d11, 1 MillV EMBEDMENT INTO SUBSTRATE WITH 2 1/2 MINIMJm. EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND :INSTALLATION DE.AT:_S..- 12. FOR ANCHORING INTO METAL STRICTTJRE USE #10 SMS OR SELF DRILLING SCREWS WITH. SLF?ICIENT LENGTH TO ACHIEVE ' 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE- ANCHORS AS SHOWN IN' ELEVAMONS :AND INSTALLATION - DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT 14 INSTALLATION ANCHORS SHALL 6E hS A' iN. ACCORDANCE WITH ANCHOR MANUFACTJRERfS INSTA:_1ATJON INSTRUCTIONS AND ANCHORS SHALL NOT BE U JEn IN SUBSTRATES WITH STRENGTHS 'ESS THAN HE MINIMUM STRENGTH SPECIFIED BEL044': A: WOOD - MINIMUM S-ECIrIC. GRAVF OF G=C,42 0,, 'CONC.IRLT`E - U n M_iM Cc M?n SS THE:NG'J OF 3,192 'PSI. MASGNRY - R, u:[T:-I CON-F7RMAN T0. ASTM C.-.gC, CZRADE N. TYPE 1 `OR GREATER" Lx. ME`At STRJC T JRSTEEL 8GA, DES Gil' A JMINIUM 6063-T5 1 /8" THICK .V:IN MUM 15, APPROVED CDN;. IGIURA. ONS X, X;, XX, X=', PX, XIP,, PiX ABLE OF: <; NCE'ti;S 1 2 - 3 E VATIONS 4 - 10 INSTALLATION DE A::.S A 1'ADG_0 C A.R S 03/05/12 R.L. E - VISED PEER NEW TESTING 10/29/13 C,. O FLNNGE AND NSIAuAlIoN .... 72(06/73 R,G._... MI WINDOWS AND .DOORS LLC 1001 W. CROSBY RD` CARROLLTON. TX 75006 SERIES 420 REINFORCED_ SGD 96" x 96" NOTES A. V 08-00499 A_ E NTS DA'• 02/23/09 v c; OF SIGNED_ 1210612013 6" MAX IE 6 MAX 06" MAX FRAME HEIGHT 96' MAX FRAME WOT H ANCHORS TO BE wAILLY SPACED 12, ANCHORS PER -OCATION SE E CHART #5 L. NU' L MEER O-F LOCATIONS QUIRE:; 6" MAX WITH 1-112'SILL SEE CHARTS #3 AND #4 FOR OTHER UNITS RATINGS CHART#1 WITH 2-1132' SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED, zFg tjnrg 1aFrans No"Q10-s" 0 .m mL . . . . . Flaight 30.0 36.0 42.0 - I 48.0 60.00 Pas wftg- 72.00 P0 mog 84.00 Pas Nag 9e.00 p" Neg iw-0 60E 404 0 g4j40 D A-r" O F7KA TY0 40,0 M- Sg4 82, 4 .0, a 74F,. V6.0 40,0+492 7W.0- CHART#2 MTH2-1132*SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Fram L Panel and Total F.- V*Ith on) mi, 36.0 —1 4zo 46,0 in) 6MaQ,,- 72.00. 00, 9&00 J;N49-1r-p-*3-T—jv1p9 Jp'" Ift: pos. I t-- 84.0 H: 582 52,21: 52,2 48,01 4&0, 88.0 47,-1f 49,1 45.0 , 45,0 bl-91. 51,9 45X: 42,A mv 56,9 t 56:9,1 49.2 1 492 43S 40M ZFO-1 UA--!f AtPIROWD TARTS 03/CS]1< R1, 10/29/13 jR.L FLANG t AND CHART n WITH 1412'SILL WHERE WATER INFILTRATION RESISTANCE IS REQUIRED- Chwt Frarte Panel and Total Fram VVdIh l4eight in) P= 1, N.9 gwo- 25;0, 1,471 250,F411 E, 2.O 37* ff.0- 25.0 45,2 25,0 1 39 3 2510 362 322 0 25.0:. 1 4Z9 25,0: 1'3T,2 Zja 332 25,0 3 96.0 25,0' 2- imij CHART#4 WITH I- 112"SILL WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I CHART 4. chart (AS& - frame 4resluttre4"Ism: afN Raft vAdm On) f-"ht 3640 , I" a' 48.0 Cin) SaW 7ZW 4&w Pie40 : A 47,8 41, 4117•i;R34,4. 4poxi1w34,4 5,2: 39.3 39,3 352 32,2 ' 32.2, IZO 42,9-:4 37' 37-2 317 1 30A I 303 96,0 40.1 40t' 35, Height 48-0 in) 4410: D&V Has I jambf W, I Jamb- 6 M1 WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGO 96" x 96" ELEVATION ORAWN: Zwo sc F.A. 08-00499 NTS vATE: No ANCHORS TO HE. EOL ALLY SPACED 21 ANCHORS PER LOCATION SE! HART "E F'OR JLM3EP OF L0 A IONS 6' MAX - REJ R E 0 6' MAX SERIES 420wRQNFO6CED SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.OPSF NONE WITH.2-1/32".SILL _.. .... . SEE CHARTS Al AND 02 SHEET 2 FOR OTHER UNITS RATINGS DESIGN PRESSURE RATING IMPACT RATING 25.0/-28.6PSF NONE WITH 1-1/2"SILL SEE CHARTS 6'3 AND,#4 SHEET 2 FOR OTHER UNITS RATINGS 6` MIX J = n... Nr FtN NSTALLATION... ^IOE/l i 1 R, L, CHARTA6 Number ofenohor locations required_ S :P*wj and Total W Mth (0) Fram: J0.0 36.0 420 4610 HBgM 96.0 H&S I Jamb HiiS Jamb H: S Jamb H&S Jamb 84.0 4 6 5' 8 8 8 6 8. 69.0 5._. 6 _'.. 5 8 ,. 6 8 6 6, r 92.0 5 6 5 6 6 6' 6 6, 86A 5 8 5 6! 6 6 6 8 MI WINDOWS cR WS AND DOORS LLC CARROLLTON, TX 75006 1 y 41G SERIES 420 REINFORCED SGO `* w96" x 96" ss FIN ELEVATION i A08 00499C N S a G1%23%C19< 0F 10 j i I 4 -q. NOTES 1, INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWSAND.LLCDD00RSO CARROLLTON, TX 7500E ENs SERIES 420'REINFORCED SGD`«* 90" x 96,• FRAME INSTALLATION DETAILS rAi<4 N, ORiQ F.A. 08 00499 C_ fi/ t A th"y\ 5 I: NTS "F 02/23/1i9 S,.f OF IQ ro I METAL jS . I I ,, 1:114 MAX STRUCTURE SHIM SPACE BY OHERS R lc sms oF, SELF ORUZ -14NG 5 C R -DA' M',- I AL S- 1 (IT URE 6, OT iERF P 10 sms OR LD' S 'F : E LLINGSC w EXTERIOR INTERIOR 0,R , UX4. ILL I FOR C. OP NS VERTICAL GROSS SECTION VEiA-i' STR6C'—TURi INSTALLATION OR 1: " P- 1-ING sc, R 1 W'151 M.... TAL s 01, A ADUED' > ARIS Llt./05/ 2 RZVIS-D PER I'Dll Trvll Z29 1,S R.L. c AND -4 NS.'AILL-ON 2/06/1 13 j Pl- 1 /4" MAY - SHIM SPACF JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M! WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 N S; SERIES 420 REINFORCED SGD NOTES: 1. INTERIOR ANDEXTERIOR FINISHES, BY OTHERS, 6" NSTALLATN DETAILS FRAME I96" x 9IOTArne NOT SHOWN FOR CLARITYC Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM! E2112 F.A. 08-00499 NTS Is"-6-5 OF - C" 2 /2' WN. E D GE D i S AN =. F 3"TL aAMs iS_. NEW , 9/i3 R,! WOOD FRAMING OR 2X BUCK INS TALLAT#ON i 8 FAIN: VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE. DESIGNED IN ACCORDANCE WITH ASTM E2112. MI WN.OWW.A^ROSBYND ORDS LLC o'/ f CARROLLTON, TX 75006 ti .y•GI IS sfl , SERIES 420 REINFORCED SGDEry 96' x 96" FLANGE INSTALLATION DETAILS SAT OF F.A. 08 00499 0 scam NTs n:e c3 f23 f39 7 OF '0 w t'. MESA_ STRUCTRE f By GTHERS 10 isM s i;R SELF CRILUNG SCREW METAL STRUCTLI RE' BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION-< 1„ NAa SHINA _PACE ONCE 1 /4" MAX, , Sr Irr i xiCf, R1a ElG PER i_V ,a/2s/13 R,l 7tiE0°_ _.. t ii=aLV.LL CN - '2106/13 i R._,::, JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION M1 WINDOWS AND ILC e jlLto' 001 W. CROSB RD 1 CARROLLTON, TX 75006 . EN"'iwti ..N 8F A NOTES: S SERIES 420 REINFORCEDSGD T INTERIOR AND EXTERIOR FINISHES, BYOTHERS, 96" x 96 NOTSHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS !# 7A°i"'_ A PERIMETER AND JOINT SEALANT BY OTHERS TO 8E •,, • - s LL"4' ORSO' • "" ` DESIGNED INACCORDANCEWITHASTME2112," F.A. _. 08 00499 C /f lilAl scarT ' 1/fl NTS ..eIII IICI. 02f23/09OF ?0 I ' 1FSCPTION i nl Tom' f i )F , Ci . E. -.7D PER NEvi _. "G 1 "N29/l3 R<L, -, L N.E NC NS'.. €0' E I2/C6/i3 R,L,, C i A P y EXTERIOR ' INTERIOR'' a j 4. ... COS S -TiON EXTERIOR r. OR r_GU— 3/ 16 f CON .a i E7 SH JAMB INSTALLATION DETAIL OR Sil t OPTIONS MASONRY/ — OF 1 X V ; K -.-CONCRETE%MASONRYINSTALLA71ON BY OTHERS NOTES: I - 1I4'>91V.; f..INTERIOR.AND EXTERIOR FINISHES, BYOTHERS, ki. BFar FNT NOT SHOWN FOR CLARITY. 2_ PERIMETER AND JOINT SEALANT BY OTHERS TO BE x r DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1001 W. CROSBY RD CARROLLTON, TX 75006 SERIES 420 REINFORCED SGD 96" x 96" FLANGE INSTALLATION DETAILS F. A. 08-00499 C SCALF NTS raze 02/2 OISI 1s -''9 OF 10 44 Ir L. Roberto Lomas P.E. 233 W. Main St. Danville, VA 24541 434-688-0609 rilomas@lrlomaspe.comlrlomaspe.com Manufacturer: MI Windows and Doors LLC 1001 W. Crosby Road Carrollton, TX 75006 Product Line: Series 420 Reinforced Aluminum''SGD 96"x96" Engineering Evaluation Report Report. No.: 510806B Compliance: The abovementioned product has been evaluated for compliance with the. requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 61G20-3.005 method 1(d) The product listed herein complies with requirements of the Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-00499 Revision C, titled Series 420 Reinforced Aluminum SGD, prepared, signed and sealed by Luis Roberto Lomas P.E. 2. Report No.: CCLI-12-119 signed by Wesley Wilson Construction Consulting Laboratory International, Carrollton, TX AAMA/ WDMA/CSA 101/1,S.2/A440-05 Design pressure: t40.Opsf Water penetration resistance 6.Opsf 3. Report No.: C1716.03-109-47 signed by Michael D. Stremmel, P.E. Architectural Testing, Inc., York, PA AAMANVDMA/ CSA 101/I.S.2/A440-08 Design,' pressure: t25.Opsf Water penetration resistance 3.76psf 4. Anchor calculations, report number 510806-1 B, prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: t40.Opsf Maximum unit size: 96" x 96" Approved configurations: OX, XO, XX, XP, PX, XIP and PIX Units must be glazed per ASTM E 1300-04, see installation instructions for glass options. This product is not rated to be used in the HVHZ. This product is not impact resistant and requires impact protection in wind borne debris' regions, Frame material to be aluminum 6063-T5. Installation: Units must be installed in accordance with approval document, 08-00499, Revision C. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product(s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 Luis R. Lomas, P.E., FL No.: 62514 12/ 04/2013 01 Florida Building Code Online GCS F_ ) Page 1 of 4 IaRID. DIVfuTn Cr i :D .; ,_a 84siness, & Professional Re,01010n' USER: Public user r Profes it R s FL # Application Type Code Version: Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method y:- iSubmitSurcilarge1Stat5 & Facts I Publications FlIC Stiff I tN A..S unPet M 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 FL5302-R6 Affirmation 2014 Approved Amarr Garage Doors/Entrematic 165 Carriage Court Winston-Salem, NC 27105 336)251-1309 danny.joyner@amarr.com Brandon Gentle brandon.gentle@amarr.com Brandon Gentle 165 Carriage Court Winston-Salem, NC 27105 336) 251-1308. brandon.gentle@amarr.com Danny Joyner Amarr Garage Doors 165 Carriage Court Winston-Salem, NC 27105 djoyner@amarr.com Exterior Doors Sectional Exterior Door Assemblies Evaluation Report From a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Thomas L Shelmerdine PE-0048579 Intertek Testing Services NA Inc. - ETL/Warnock Hersey 01/01/2016 Steven M. Urich, PE i Validatlon Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard YM ASTM E 330 2002 DASMA 108 2005 Equivalence of Product Standards Certified By Sections from the Code https://www.floridabuilding.orglprlpi _app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 2 of 4 I 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 Yes `. No ' - N/A 15362 R6 tOC .F.l3C'Sfii:Etlitil yiim 4n.Fjk5302.15.t1df. Product Approval Method Method 1 Option D Date Submitted 03/30/2015 Date Validated 03/30/2015 Date Pending FBC Approval Date Approved 03/31/2015 Summary of Products FL # Model, Number or Name Description 5302.1 Stratford (M600); Heritage (M950); Dwg. IRC-6009-1 10-1 1,Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FLS302 RS iI IRS-5009<.11Q-1_1 6rawlno 7-10 FL,odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +19.1/-22.6 Evaluation Reports Other: Design Pressure +19.1/-22.6, Not for use in HVHZ. U302 R6 AE IRC, W09-110-11 ReC ott 7=I0 R;odf Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.2 Stratford (M600); Heritage (M950); Dwg. IRC-6009-100-11, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 R6 If IRC-6009-160=1I drawing 7=10 sealed.ndf Verified By: TOM SHELMERDINE 0048579ApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.8/-18.7 Evaluation Reports Other: Design Pressure +15.8/ 18.7,Not For use in HVHZ. 96 AE IRC 6I 093Q j1 reo'ort 7-10 5ealed.odfIOM02 Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.3 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-120-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No FL5302 ij 17I ikC-600 ,Q- 5 Drawing 7-10 FL.od f 0Approvedforse outside. HVHZ: Yes Verified By: TON SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +22.8/-26.9 Evaluation Reports Other: Design Pressure +22.8/-26.9, Not for use in HVHZ. M302 R6. AE 1RC-Mg-120-15 &gport7-10 FLndf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure Is designed as partially enclosed or door is a replacement door. 5302.4 Stratford (M600); Heritage (M950); Oak Summit (M650) Dwg. IRC-6009-130-15, Thru 9' wide. Limits of Use Installation Instructions. — Approved for use in HVHZ: No FL5302 R6,11 1RC=6009-130-15 Dfawln0 7-10 FL,odf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE b048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +26.7/-31.6 Evaluation Reports Other: Design Pressure +26.7/-31.6, Not For use in HVHZ. FLM02 R$ AE iR.00O 430•45 i Qbtt 7-10 F1. idf Glazing.option shall not be used in wind-borne debris region I Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a' replacement door. 5302.5 Stratford (M600); Heritage (M950); Dwg. IRC-6009-140-15, Thru 9' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No F(A3Q2 R6 7-10 FLQdf Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +31.0/-35.1 Evaluation Reports https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 r Florida Building Code Online Page 3 of 4 Other: Design Pressure +31.0/-35.1, Not for use in HVHZ. . Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. FL5302 R6 NE YRC-6009<140 15 Reoort 7-50 PL.odf Created by Independent Third Party: Yes 5302.E Stratford (M600); Heritage (M950);i Oak Summit (M650) Dwg. IRC-6009-150-15,Thru 9' wide. Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes E$362 R6 If: 0 FL f Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +35.6/-42.1 Evaluation Reports .. Reoori %-10 PL i)dfOther: Design Pressure +35.6/-42.1, Not for use in HVHZ. FL5302 46 A£ IRC=6009-150-15 Glazing option shall not be used in wind-borne debris region . Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a' replacement door. 5302.7 Stratford (M600); Heritage (M950); Dwg. IRC-6009-169-15,Thru 9' wide, Oak Summit (M650) Limits of Use installation Instructions i KjM R6 It IRr b009 169 ?.Ptr +ino 7-lfl FL odf, Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +45.3/-51.2 Other: Design Pressure +45.3/-51.2, Not for use in HVHZ. Evaluation Reports FI At IRC-03-169 15 Report 7 10 tL odf Created by Independent Third Party: YesGlazingoptionshallnotbeusedinwind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.8 Stratford (M600); Heritage (M950); Dwg. IRC-6016-100-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes IF 5302 R6 li LRG-6016 740 15 Dtawirig 7-10 FL odf Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +15.2/-17.2 Evaluation Reports Other: Design Pressure +15.2/-17.2, Not for use in HVHZ, IFIM02 R6 AE IRC-6016 i00-IS Report 7-10 ft Rd Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302.9 5tratrord (M600) Heritage (M950); I Dwg. IRC-6016-110-15, 10' Thru 16' wide: Oak Summit (M650) Limits of Use Installation Instructions Approved for use in HVHZ: No Approved for use outside HVHZ: Yes R %V2 " 11- IRC-6016418-15 bra-wiri 2 19-F1. Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +18. 3/-20.8 Evaluation Reports Other: Design Pressure + 18.31-20.8, Not for use in HVHZ. F1 510 96 AE MC-6016-110-15 Resort 7-1Qt odi Glazing option shall not be used in wind-borne debris region Created by. Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 10 Stratford ( M660); Heritage (M950); Dwg.. IRC76016-120-15, 10' Thru.16' wide: Oak Summit (M650) Limits of Use Installation Instructions. 7-10 FL. odf Approved for useinHVHZ: No Approved for use outside HVHZ: Yes R 9Ug,Itb I IR 6tI1641-is brAwi Verified By: TOM SHELMERDINE 0048579 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: +21. 81-24.8 Evaluation Reports Other: Design Pressure + 21.8/-24.8, Not for use in HVHZ FL5304 R6 Ai_ MC-016&120-15-ReM- 7-10 FL Ddf:. Glazing option shall not be used in wind-borne debris region Created by Independent Third Party: Yes unless structure is designed as partially enclosed or door is a replacement door. 5302. 11 Stratford ( M600); Heritage (M950); Dwg. IRC-6016-130-15, 10' Thru 16' wide. Oak Summit (M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25. 6/-29.1 Other: Design Pressure + 25.6/-29.1, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions i carts 'Rg 1Y IftC-6Qib=i30--15-Drawina 740 F6.odf Verified By: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports in 5an*2 Or, AP 1i2c-661'6-:110-.iS Re6ort.7=10.FL W Created by Independent Third Party: Yes 5302.12 Stratford ( M600); Heritage (M950); Dwg. IRC-6016-140-17, 10' Thru 16' wide. Oak Summit (M650) https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 Florida Building Code Online Page 4 of 4 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30.1/-33.8 Other: Design Pressure +30.1/-33.8, Not for use in HVHZ. lazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions Verified By TOM SHEL'NIERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports. FL5302 R6.:AE IRC4016-1401.Zrsnort.7-2D-sealed odf CreatedbyIndependent Third Party. Yes I5302. 13 Stratford (M600); Heritage (M950); Dwg. IRC-6016-140-24, 10' Thru 16' wide I OakSummit (M650) r Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +29.7/-33.8 Other: Design Pressure +29,7/-33.8, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. Verified By: TOMSH'ELMERDINE-0048579 Created by Independent Third Party: Yes Evaluation Reports .. . FMd2. R6 AE IRC6016-140-24 report -7410 sealed.ndf Created by Independent Third Party: Yes 5302.14 Stratford (M600); Heritage (M950); Dwg. IRC-6016-145-24, 10' Thru 16' wide. Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 31.9/-37.2 Other: Design Pressure +31.9/-37,2, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302.15 Created by Independent Third Party: Yes Evaluation Reports . fL5302 R6 Af :IRC-616 145-24 report 7-Y0 saled.odf Created by Independent Third Party: Yes Stratford (M600); Heritage (M950); .Dwg. IRC-6018-110-15, 16'2 thru 18' wide. Oak Summit ( M650) Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 18.2/-20.6 Other: Design pressure +18.2/-20.6, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a replacement door. 5302,16 1 Stratford (M600); Heritage (M950); Installation Instructions Verified BY: TOM SHELMERDINE 0048579 Created by Independent Third Party: Yes Evaluation Reports Created by Independent Third Party: Yes Dwg. IRC- 6018-120-15, 162 thru IS' wide Oak Summit ( M650) 1.. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: + 21,6/-245 Other: Design pressure +21.6/-24.5, Not for use in HVHZ. Glazing option shall not be used in wind-borne debris region unless structure is designed as partially enclosed or door is a Created by Independent Third Party: Yes Evaluation Reports W3Q, R6 &. I8 ,r-601s-120iMood1 IO T4,rndf Created by Independent Third Party: Yes PR eat Contact Us :::2940 Ndith Ftemoe crwr '!a„•f•+•*h+,.FL 32 a9'P16Ae:954f18:1'&N The State or Florida is an AA/EEO employer. cwlrr ht.2007_2013-State -ot mori a;.:: lacy StatemerR :: 9kecesObIRY Statement :: Refund Statement Under Florida law, email addresses are public rea:rcl%Tf 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. Iryou have any questions, please contact 850.487.1395. '"Pursuant to Section 455.275( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalis 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 supply _ .. _ .. ..- ...--. Chapter 455, F. S., Please click here . Product Approval Accepts: 0 M 9B 6 Credit t SAFE https://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqunL7seVZMF... 7/20/2015 ADJUSTABLE ROLLER CARRIER ATTACHED V/ K2) 1/4' N 11" DO.T A NUT PER BRACKET 16 GA GALV. RESIDENTIAL Top ROLLER BRACKET ATTPCRED VAID 1/4' K 4' WX HEAD SCREVS PM BRACKET 3' e03V% (RUTS 4' xA RO HEX HEAD SCREWS AT EACH CENTER ^+TILE INSIDE ELEVATION s BacA sraur ATTACAIEO VJ 2) 114' K 3/4' 4: pIABASADY' ,. HEY HEAD SCREWS low ATFYy(y. AT co AND CENTER w: W ]P4'Y Ili' . STILES 3' 20GA STRUTS NW HEAD Td;Ew,- ATTACHFD V+ m 14GA DUBASAFE 1/ s• N 3J4 HC%. " RE0.LER CARRIERS ATTACHED EACH CAHD STILE TO END STILE V/ CF.) V4' T 3/4' HE% HEA SCRCVS FEN CARRIER YM7RT ST_ ROLLERS NTUN R V/ T/16' RETMNER FOR 101- THREADS SHAFTS T j6fl AL *MASAFEgn R I r• I) V ... DIAL ATOEA, JAMB BUCKET JAMB 2YSSRPF BOLT ATTACHED TO NO. 2 ORR BETTEA)' . 20 GA CENTER lIftall. 7/16' Bll BOLT fOU91I 51B'TRAC. K It) PER ROL"I BOLT AND MIT r pAty, yTT RIVETS dt TRACK MOUNTNC DEl'AIL N.LS AM FLOW EACHS'TRUCTED AIR FLOWEACH. XTTTUK ARACKET 14 GA THG K ATTACHED HEX HEAD SCREWS NfEEL OR : NTLW GA RESIDE rlXTmC t/4' 31 ASTABLE . tPJ V4' K END WWE 14 GA wi,o MAEtQ ATTAO(D.'- NCC% NF. SCRENS YI A— A(SINE VIEWI DI!}Nm Q EMAIL YA11 wfAH 16V CATION LICE BOLTSkNUTS 5/16' CIA B TRACK CONFIC, AIRA110N FOR6'B' UP TO 14'-TALL DOORS N. . MAX SIZE 16' WIDT14 14' HEIGHT or iirrliM AgACJ cT/_ -24.8 PSF I : J- fit SIT C( . id/w TW LOADS A,I t„/ j EAd!YnT{ R d,, iY F3Z.7PSF }xO 'r A. r..`• ` y TWO Kb i(OVS -37.2 PSF 'J /y1V1'iitG• ltiA r3i VENTS EQUALS 15 SO. INCHES :E3}gi1:/Ltt F[/{yf e miry.N 1.. I' 7T p TAAuaa auras. pDOTSTINGW.SUMANTIAi µTETTFE i a ' a 1+ A RRR1v K Ew pjl '0URC .Dl $Cpi IN AST N iAae lM Dndt 165 CARRIAGE C0.PT VIt6T9l SUCK KGt7M U" AND ANSi,/DAS4A 105. THC PRESSURES SHOWN ON L u`w AaAL m REcavEs MAManA Mom lows Ire _ in— 1ss ii T' A -t4B4 uSi/R MODEL /850 DAB: SUMMIT w/DuraSefe DRAi51NG4 W1:RE- HT CAtC LATEO USING ASCE7-10 WITH THE s Dams AND HARDAM. el W NHo usoan!wAiF.ETnttD TERS ( 5 FEET OF DOOR MAUTH IN THE kH Nv Aum — st owl AS WT Rw1N U— MODEL #Bob 9TEAY"FID w/DuraSafe C}lit'1ytiMlFif{ PARAME: tON6 RObt At ANY SLOP c RooN sccmNs sNeu w a+ E.. RR ED s) AMID AOR ED Up T MODEL S 1IMMU V fDnlvsaie. carUN).0 wAUTrShort, . IAHsRR. Tdtl1h Ac Osk Burasa{t. Pnnel' N1ND SPEED MPH 155 T 41. 134 128 122 A wwaRnrro sTAva)uan EIRMaa9 Rwi li a KArco Br A icaHsrtan aioTtmaluHNfANF.FA R1Xx wNo Lons NdEARD m .16 DAAA4Hc a IDaHTKN ro o1xTN 1oADRroT.. sm DRAIM IT DU DAZE Dt%15/85 ORAVIC BIM EXPOSURE LEVEL D.. "C D- D 6 RHEA ro fAHIE[ m THE rAGf ] TIR AOaigNR. Dorn NOINS MEAN. ROOF HEIGHT 30' - 7.5' 25 13 _ 25• A10 RCRi DEswH wDcax¢s. ,U _'DIEWD BT MfDAiC G/IS/bl U fI••20-5 SISSY I O J B o. OPTIONAL SHORT PANEL TOP GLAZED SECTION (STRUT AND STILE. LAYOUTS) i All OPTifb<AL LG.NA PANEC:—TdJ4L11ZEOSECTSOt< FSTTlL? ANDS7'L:E f.#YDUTtT• f A}GprtgM p14T OM WM4 TD'S 76'tl "V- 000/5'USS TH11T 16'8 RIM IIVST USE SHORT PANEL R CLOSED SEGU'ONO OCS 0 1/2• EMBEDMENT) E 1(f'.,Y AFT .. USE PAIRS OF FASTENERS W! APAW3, AT SV QC- <1 • EHBEDN . 2!9/4 KVIK-C41 U4 SG£SJ,{ STARTING 6' FROM ENDS, USE PAIRS OF fldT <7 A7A*T) AT W. O.0 (1 'k74'..CHBE MEM> 1. .. .. 24 EMBEDMENTIFASTENERS 0R HOLLOW C-902LACIO VLAGS AND VC TS B RO PROVIDE A FLUSH HOUNTING SURFACE. VANXPREPJAMBSDYOTHERSVC1i*. CnJ ('.. slwcTtDi' b NOLLw'IBC GRGUTED FLOC :' I STRUCTURE AL ISTRUCTLIRE e-)! lI2MIN 2-3/ 4' MIN 2ki. JAMR s V k y4•./ QC 16aD. '^REVS .. S'AMCOR R tRkCP. OPTIONAL SHORT PANEL. INTERMEDIATE GLAZED SECTION (STRUT _AND STD_E LAYOUT)..• GA STRUT LOCATED ON THE TOP DOTT N OF GLAZED SECTION CFE'D VI(Z) 1/4' % 3/4• NC% SCREVS AT END AND CENTER '!'"'^.1D 1/0'•""'• 1 S—I PANEL 1iA211NFASTENER DETAIL LONG PANEL GLAZING FASTENER DETAIL. MTS. GN p`p 7 p1 n; . SECTI'N r NG"MEETS AASTM El3 tome. it 06WFRAME OP71ONAL De— INSERTS 4RT31. UY :PROTEC1ION ..' WTH UV PROTECTION 3/32- THICK SSB GLASS REY DESCRP11116 ffiY115 ... VIMID BDIOY .. 7IM A tYR7fIN' g0Q1M,;>A'6: Ar. U C)y % 7 : 1AIC' wOOR IIa[ — RYI#. D NDE.S 4 (tom...JM Kw,yRy :.... Ju x PArn Prww MR( MMSS MdDED' INSIDE. iR _C. ) SECTION B_g 4 SL _ Ao aN,TaI . AYE u,®9n TaaTs , A AVAILADLE TRACK CONFIOUR.A71ONS ars... LOADS 4z?:B PSF PSF 2:.+ 24,8 ggg1 4212,7 SF PSF 3 37.2 FSF7aFL155CARRIAGE4^' DppN DT TAJ i DAff GI/I /Dl (RAWG HIRER IRr.-6n16-120-15: 9 TRUCTURAL NOLUTIONVSP.A. ructural Engineering 0 Invest. gatlons •: Consuitl.ng GARAGE DOOR STATIC PRESSURE TEST REPORT Garage Door No ::1RC 6016-120-15. Test. Dater 11/8/2012 Project No, 12-114 . Design Pressures: 21.,8 psf, -24.8 psf Report Date:.1.2/6/2012 Model. #: 600 Test Pressures: 31.7 psf, -37.2 psf Test Location: Amarr Garage Doors, Winston-Salem, NC ASCE 7-10 Criteria: U to_5 Feet of .Door Width in Zone 5; An Roof..Sjo e; Enc...losed..Buildin Ex . B; 30' MRH : E , . C, IS' MRH .: E . C, 25' MR11 Exp. D,15' MRH Exp. D, 25' MRH 155 Mph 141 mph .. 134 mph 128 mph 122 mph Witnessed By: JBrandon Gentle - Amarr Garage Doors; Thomas L. Shelmerdine, PE - Structural Solutions, P.A. Desenotionaf Test Specimen: A 16-0" wide x T-0" high residential steel sectional garage door, one section wide by four sections high, each section being 2" thick by 2 1 " high 25 gauge galvanized steel sheet. Each section was reinforced with two 3" 20 gauge galvanized steel struts, except 1 strut on the top section. The door sections were connected together with one 14 gauge galvanized steel end hinge at each end stile and one 14 gauge galvanized steel center hinge at three interior stiles as shown on the drawing. Garage door Model 600 manufactured by Amarr Garage Doors was used in the test. The test unit is further described on Drawing IRC-6016-120-15. Manner of Testing: This test was conducted at Amarr Garage Doors in Winston-Salem, NC, which is accredited by the American Association for Laboratory Accreditation, Certificate #2595.01. The specimen was tested for static pressure structural performance insubstantial conformance with the procedures described in DASMA 108 "Standard Method for Testing Sectional Garage Doors - Determination of Structural Performance Under Uniform Static Air Pressure Difference", and ASTM E330 "Standard Test Method for Structural Performance of Exterior Windows, Curtain Walls, and Doors by Uniform Static Air Pressure Difference". Both positive and negative pressures were tested. The specimen was installed in an enclosure measuring approximately 5' deep, 9' high, and 25' long. The enclosure was framed with shop welded structural steel square tubing and covered with 3/4" thick plywood. The door was covered with 2 mil plastic sheeting to prevent leakage of air pressure. One pressure blower was attached to the enclosure with flexible ducting to provide the positive and negative pressures. Pressure transducers connected to a computer were used to measure and record the pressures in the enclosure. Test Procedure: The specimen was subjected to the above pressures for the following durations. Positive pressure was applied on the exterior face of the door fast, and then negative pressure was applied. S. tep_l:_Preload_the_door_to-5.0%_of_the_Design.Pressure_and.hold_for-1.O-seconds.-Step_2 :Unload-the-doorfor-Lto_5-minutes.— Step 3: Load the door to 100% of the Design Pressure and bold for 60 seconds. Step 4: Unload the door for Ito 5 minutes. Step 5: Load the door to 150% of the Design Pressure (which equals 100% of the Test Pressure) and hold for 10 seconds. Step 6: Repeat 1 through 5 above for negative pressure. Observations:. No failures occurred as a result of the noted loadings. The door remained operable after both positive and negative tests. Summary: A 161-0"xT-0" Model 600 as described on drawing IRC-6016-120-15 meets or exceeds the testing criteria as described above. By. comparison to the construction of the 16'-0"xT-0" Model 600, the following doors also meet or exceed, the above testing criteria, when constructed in accordance with drawing IRC-6016-120-15: 16' x 7' Model 950 doors (which are constructed of thicker 24 gauge steel in lieu of 25 gauge steel) 16' x 7' Model 650 doors (which have the "Oak Summit" embossment pattern in the skin ) Model 600, 650 and 950 doors with widths up to 16'-0" and heights up to 14'-0" Short, Long, Flush, and Oak Summit Panels, which are alternate embossment patterns in the skin 8 short panel (18-1/8" x 10-5/8") or 4 long panel (38-1/8" x 10-5/8") windows (3/32" annealed glass minimum - meets ASTM E1300-04) may be installed in 1 section Submitted By. STRUCTURAL NOLUTIOIVS, P.A. (Florida: dba Structural Solutions of North Carolina, Inc., Firm #29412) Thomas L. Shelmerdine, PE (NC PE #14654; Florida PE #0048579) 5921- G West Friendly Avenue n Greensboro, North Carolina 27410 * (336) 856-M86 • Fax (336) 856-2687 st NC Finn #C-1096 f Florida Building Code Online FL17676.2 Page I of 4 t.d:•: tTl2tl+BCIS Home j Log In ; User Registration Hot Topics j Submit Surcharge Stats & Facts Publications { FBC Staff y BCIS Site Map i Links Search jr : d . Busines aProfessig I Product Approval USER: Public User Regulation p ' i Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE LZ Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQWtDgvFGYZsjrZFR6fG I... 5/26/2016 I Validator / Oj erati" Administrator) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product described below'is hereby approved for listing in the next issue of the AAMA Certified Piioducis.Directory. The approval Is based on successful campetion of tests,'and fhe reporting in the Administrator of the results of #gists, acopranied by related drawir3gs, by an AAMA Acrxedhed Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMAi'wDmA/CSA 1011I.S.21A440-08 LC-PG40"-014x2134 .(36x84)-H Negative Design Pressure = -50 psf COMPANYAND CODE CPD NO. SERIES MODEL & PRODUCT DESCRIPTIONMAXIMUM,SIZE TESTED 3540 SH(FIN) FRAME SASH MI Windows B Doors, LLC 7158 PVCHOIX)(IG)(INS GL) 914 Trutt x 2134 mm 867 mm x 892 min !. Code; MTL REINF)(TILT)(ASTM) 3'tl" x 7'0") 2-This Certifiication' Wil expire July 27, 2020 (extended from July 27, 20.15 per AAMA 103A 4a) and requires validation until then by continued listing in the current AAMA Certified Products Directory: 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: B2133.01-1.09-47 Date of Report: August 16, 2011 Date: April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11) Validated for Certification h' .44. 4odd Laboratories, Inc. Authorized for Certification Q" Ame i Architectural Manufacturers Association r Florida Building Code Online Page 3 of 4 IEvaluation Reports Created by Independent Third Party: 117676.7 13540 SH 152x84 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 77T3540 SH 3604 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854E 1252.pdf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.Ddf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.odf Created by Independent Third Party: Yes 117676.12 13540 SH i 52x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62..pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https://floridabuilding.org/pr/pi _app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 1 of 4 FL17676.9 r= BCIS Home ( Log In ; User Registration Hot Topics ; Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search j Busines JJ (IIDfessid. 01 nal Product Approval USER: Public User Regulation Pmlgrl-- Product ADoroval Menu > Product or Application Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE t Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/prlpi_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 2 of 4 N of Products FL # Model, Number or Name 17676.1 3540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Description 3604 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.1)df Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.pd Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.5 13540 SH 144x72 Fin Frame I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-47 Other: R-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x72.odf Quality Assurance Contract Expiration Date 08/01/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x72.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH Fin 44x84.udf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 tt Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-25 Other: R-PG25. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.pdf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252E 7..odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 17676.9 3540 SH 36x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL1767G R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.pdf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.1)df Verified By: Luis R. Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988E 1371.pdf Created by Independent Third Party: Yes 17676.12 13540 SH 52x62 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/27/2017 Design Pressure: +35/-35 Installation Instructions Other: R-PG35 FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG l ... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.pdf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.pdf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2_ II 08-01514 512141:gdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.pdf Created by Independent Third Party: Yes 17676.15 3540 SH 4802 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.FIN.48X72.R35.(072016) Approved for use outside HVHZ: Yes Rev.pdfImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 4802 (As Tested).pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 1940 North Monroe Street, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: in ® 99 ICredit5ArFE https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 If VslidatorI Operations Administrator) MI Windows & Doors, Ll.0 P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The product.desdiibed below is hereby approved for listing in. the next issue of the AAMA Certified Products Directory.. The approval is based on successful completion of tests, :and the reporting to the Administrator of the results"of tests, acoompanied by related drawings, by an AAMA Accredited Laboratory. 1. The listing below will be added to the next published AAMA Certified Products Directory. SPECIFIGATION RECORD OF PRODUCT TESTEDAAMA/WDMAICSA 1011I.S.?1A440-08 LC-PG40*414x2134 (36x84)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SERIES MODEL'$ PRODUCT SIZE TESTEDDESCRIPTIONMAXIMUM MI Windows 8 Doors, LLC 7157 3540 SH (FINLESS) PVCXO X)(IG)(INS GL) FRAME 914 mint x 2134 MM SASH 667 Mm x 892:mm Code; MTL REINF)(TILT)(ASTM) 3-0" x ro") wi0" x Z11„) 2 This, Certification will expire. July 27, 2020 (extended from:July 27,20.15 per AAMA 103-14a) and requires validation.untii. then by continued listing in the current AAMA Certified Products Directory. 3.. Product Tested and Reported by: Architectural Testing, Inc. Report No.:. B1910.01-10947 Date of Report: August 15, 2011 Date- April 16, 2015 Cc: AAMA JGS ACP-04 (Rev.1/11') Validated for Certification 4-W,. 1!GjAutedboratories, Inc. Authorized for Certification Amen .Architectural Manufacturers Association ANCFI Rc, SQUALL' SPACED, SE"E ANCHOR CHAR"F SHELF` 1 FOR UNli' Sit_ AND ANCHOR QUANTI'Y 36" MAX. Wr'RAME WIDTH — I I I 4- 84" MAX. O / I FRAME' HEIGHT SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 40.01-50.OPSF NONE Number of anchors r1evqutred at each jamb Height in) Panel width (in) 24.0 30.0 36.0 24.0 2 2 2 30.0 2 2 2 36.0 3 3 3 42.0 .. 3 3 3 48.0 3 3 3 54.0 3 3, 4 60.0 4 4 4 66.0 4 4 4 72.0 4 4 5 78.0 4 4 5 84.0 4 5 5 SHEET tNO.; DESCRIPTION ELEVATIONS, ANCHORING LAYOU"S AN,) NOTES 2. .... :`.. 1 INS'TAI..!.ATION DE TAILS R(Vt>f 5 DESCCRi?TiON I r)'rE t. PhO:'ED NCTI E:S: I '.Flii: PRJL,,J,.;T SFiOV1rJ HE. REIN ;S DE::........N..:D AND MP.1'41.,:.,C."i.1RL.._ 1,0 ,,..P,P... ..1. F EUUIRILMEINTS OFTL;E. F`LOR!DA BUtLDIIN3 CODE. 2) ' Wn-(,D r.RAM*NG .AND MASONRY OPENING IZ)_BE DESIGN>D AND ANCHORED T0 Pfi(: iPERC'A TRA•.NSFER ALL LOADS TO STRUC'URE, i-RANKING; AND MASONRY PENvNG IF, THE: RE:SPONSIRLIP" OF THE ARGHITECI OR ENGINEER C RECORD. 3). ? v' BUCK CVER MASONRY/CONCRETE, IS OPI ONA.L. 'WHERE 1 X BUCK IS NOT,USED SSIM: IjV MATE; Al'S MUST e rF ARA"E"D WITH APPROV''ED C:OA' N , OR AIE ) DRANE. SELECTION OF G. A. N., OR tJEMDRANE IS T _E RE PONS1" 1.fT`( C' IHE ARCHtTEEC'+' OR ENGINEER 01 RECORD. 4; A!. CiN.'AHLE ,TRESS INGRE SL ': /3 WAE NOT U S' C) IN THE • SIGN O; T. PFtC: fiUC.'T :iCi(i;IN Hc.E . . 1:IiVi L.OA... : 1 i .i i;iN '. , .:TC1R t;d-1.6 WAS US,_.. FOR WOOD ANCHOR CALCULATIONS. FRAME t1ATERiAL: EXTRUDED RIGID F"C;. SASH UNITS MIST BE. REINFORCED SVITH GVL-4`s1-02: STED.. RE!NFC:RCEMENT. a. r 71;v0 RAIL.[i( MUST BE REINFORCED WITH RF..... :04Sc .027 STEEL. F'.E" FCiRCF:FI.. JNIT., MUST i. E GLAZED PER A...'M r1300 0-1. S) APPROVED 0,1PAOT PROTECTIVE SYS' E::`/ !...._F1'u 1 Fib jf F R 'F't^:.IS PF:i;i> T 1N WIND BORNE: DEBRIS RFGIONS. 9', SHIM AS REQUIRED AT EACH INSTAI.-I.ArION ANCHOR VVTH LOAD BEAP:NG, SHIM. SFI!?, d J.F'EfiE F'C,CE i /1 OR GREATER OCCURS. MAXIMUN ALI WABLE zSHIl'i A (' K 10 BE. 1 j 4' 10) FOR ANCHORING !N1't NiASO':NRY:(,'C)R; :RE:'!'E USE 3/16" TAPCONE WITH SUFFIC.IE:N'I' LENGTH TO, ACHIEVE A. 1 11'4" t•MINIMUMEr,BEDMEN. INTO SilBSI ATE WITH 2 5/ 8" MIN! )M E.OGE DISTANCE. LOCATE ANCHORS AS SHOWN I.N ELEVATION'S ANC i! TA(. i.AHON [%7 Aa..S. FORANCHORING INTt; 'WOOD FP;,IVIING OR 2X BUCK UI E #8 WC OD SCREW WT'CH 1JIEi' J'T L.E::N<;1'41 T(i AC;L.I'El@i: :1 .3/16 `d!^ lE€"I(€IMU`.3 F "1BE!:;tv1Ei'TI' !tN'ii) aU_' S`RATE. LOCAfE ANCHORS AS SHOWN IN IDUVA:ONS ANL`.• iNi'CALLATti:iN i t.TAILS. 12) ALL. FASTE:NERSS i0 FIE: '_.0Rf O`;0N 13) INSIALLATION ANCHORS SHALL B' INSTA(.I_UD IN ACCORCJANCE :'IITH ANCHOR NA. AINt)FAC.T!IRER'S INSTAL.IATION IN5TRUC:TIONS. AND ANCHORS `HALL NOT BE USED IN 5,Q'6STRA-,7FS W rH `;?RENGTHS LESS THAN THE MINW-01M STRENGTH APE':;!' rlED BELO''.tl: A.. WOOF. - MINIMUM SPFrIR:. .R.AVI-'Y' 0'- G=0.42 AiFiI" AUM C:iM ''.F.SSiVE: Si4ENGTH Ol' 3 MASONRY __ SrRENGTH CONFCRMP,MC' +TO ASTM C-9 ('RADF. N. 7Y'PY GR R A,TER). SIGNED: 1012112011 M650 I DOWMARKE.D DOORS 11111 ILOWESTJ/i'i GRANTZ, PA 17030=0370 J0fLNwI 9p rG NCENSSERIES 3540 FINLESS PVC SINGLE HUNG WINDOW STEEL REINFORCED — NON —IMPACT 36" X 84 LAYOUT AND NOTES gyp AT0 PELEVATION, ANCHORING to nnc. N,.. VRlLt' hi: 08- 01372 aNAi. 1/ 1/111111 SCALENTSDATE10/17/11 'SHEET1 OF 3 r r' 2X iUC:i ':OOO f RAM:1,11> BY OTH .R`. 2X RL.' K 3E FCRC c:R... ..,r''I k= i L_......................................... 1;..... ...... Tr) HI APPROVED SEN.,,11T EIE r I F I, O _I,) y j 1 1 i.4" /AX 2XI4 ,: r tiu EXTERIOR IZ.INTERIOR c r• r r r 4. r fl r ilU A.FP . r ',,,'EALAIN: T. U 1 `' VERTICAL CROSS SECTION 3E P c, E :_'! ',ECJRFD 2X BUCKWOOD FRAMING INSTALLATION INTERIOR EXTERIOR i. pl r_. 3ET IN E') r. LANr HORIZONTAL CROSS SECTION 2X BUCKANOOD FRAMING INSTALLATION I'.` : INTER;,^,, A",`., EXTERIOR :.iM.HE, . BY C)T F. .., Y. FCkCL< MI NDOWS AND IWEC` o'v 650MARKSSDOORSGRANTZ, PA 17030-0370 3 ,,•6ENS s Vo6/` SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36" X 84 INSTALLATION DETAILS TAT OF•t 1 0ROp V. L, 08 I.' ONAr: ; n!:: --01372 NTS 10/17/11 2 OF 3 RE E BY rTHERSX BUIZI 'y OlHi PS, !X 3L.Ck T, BE Sf.. C; 7 3 Ski F. F 5f, iN RI APPROVEC) EXTERIOR 0 . 7 THERS, I X HUCK 10, BE ROPERLY SECi — RIFf). SEE NOT. 3" SHEE -T I HFAID TO B: ' SE : J." I A :,Fl, APPROVFT C0NSTf,., U:CT:ON "CALAN11 FlAft- 11110i'm VERTICAL CROSS SECTION Sh. 1 SE': BED, ," F APPROVE!' ADHFS VE MAX, 1 / 4' N41N. El' ARE'DIOENI j DY INTERIOR 9 .......... 2 01CINAix X :BUCK Y EXTERIOR 103E eulp.ERLY GUR'lt ""I" i LA 111( RL 3 SHEET 1 APPRO,,E0 SEALANT HORIZONTAL CROSS SECTION MASONRYICONCRETE INSTALLATION DA-E I ApH ty,'(!) T.O. R AN,X:Rl,`HNISH'S', E REfE zHR, NOT SODWI R R ,LARI: r. M6I AND DOORS WINDOWMARKET P, L0 50 WEST STREETS GRANTZ, PA 17030-0370 N p SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 P519 STEEL REINFORCED NON —IMPACT 36" X 84 A* DETAILS INSTALLATION OF ty` cwc7. 08-01372 0NAl_ : NTS 10/17/11 3 OF 3 W L. Roberto Lomas P.E. 1432 Woodford Rd. Lewisville, NC 2702.3 336-945-9695 rllomas@lrlomaspc.Gom Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA I7030-0370 Engineering Evaluation Report Product Line: Series 3540 Finless PVG Single Hung Window —Non -Impact Report No.: 511989 compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Community Affairs for Statewide Acceptance per Rule 9N-3_ The product listed herein complies with requirements of the Florida Building Code. SuppwVngg Technfca! Documentation. 1. Approval .document drawing number 08-01372, titled Series 3540 Finless PVC Single Hung Window- Non - Impact, signed and sealed by Luis Roberto Lomas P.E 2. Test report No.: B1910.01A09-47, signed and seated by Michael D. Stremtnel; P.E. Architectural Testing, Inc. York,: PA AAMAIWDMAdCSA 101/I.S.2JA44M5 Design pressure: +40. 01-50,13paf Water penetration resistance 6.06psf 3. Anchor 'calculationsi report number 511989-1, prepared, signed and seated by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: +40.0/-50.0 psf Maximum unit size: 36" x 84" Units must be glazed per ASTIv1 E 1300-04. Frame and sash material: Extruded Rigid PVC. Sash stile and rails and fixed meeting rail reinforcement: Roll. formed steel. ThIs product is not rated to be used in the HVHZ. o This product is not impact resistant and requires impact protection in wind borne debris: regions. Installation: Units must be installed. in accordance with approval document, 08-01372. Cardrrcetio'n of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing: or distributing the product(s) for which this report Is being issued. Also,;I don't have nor will acquire a financial interest in any other entity involved in the approval process of die listed' product(sj. 1 of 1 ttlillt! o f 1 NN A- TATE OF ; to lill rllll Luis R. Lomas, P.E. FL No. 62514 11/07/2011 Florida Building Code Online Page I of 4 F L17676.16 br sDeepI vent of nes Professieal BOS Home I Log In 3 User Registration Hot Topic Submit Surcharge Stats & Facts s Publications FBC Staff BCIS Site Map Links Search Product Approval USER: Public User Regulation Product Approval Menu > Product or Aoplication Search > Application List > Application Detail FL # FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA/WDMA/CSA 101/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/03/2015 Date Validated 12/04/2015 Date Pending FBC Approval Date Approved 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsj rZFR6fG l ... 5/26/2016 Florida Building Code Online Page 2 of 4 FL # I Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-50 Other: LC-PG35. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 SH 36 x74 Fin.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.3 3540 SH 40x66 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 40x66.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2016 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 3540 SH 44x63 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x63.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +40/-47 Installation Instructions Other: R-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x63.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 4402 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 44x72.pdf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 144x84 Fin Frame i Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: LC-PG30. Units must be glazed in accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.odf Quality Assurance Contract Expiration Date 04/12/2017 Installation Instructions FL17676 R2 II Install - 3540 si I Fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https:Hfloridabuilding.org/pr/pi_app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 17676.7 3540 SH 52x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 52x84.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25. Units must be glazed in accordance with FL17676 R2 II FL17676 R1 II Install - 3540 SH Fin 52x84.pdfASTME1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 36x74 pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure:.+35/-50 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01252B 7.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511854B 1252.odf Created by Independent Third Party: Yes 117676.9 [3540 SH 136x84 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-50 Other: LC-PG40 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 36x84.odf Quality Assurance Contract Expiration Date 07/27/2020 Installation Instructions FL17676 R2 II 08-01372 511989.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.odf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-47 Installation Instructions Other: LC-PG35 FL17676 R2 II 08-01247B 10.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511849B 1247.odf Created by Independent Third Party: Yes 17676.11 3540 SH 48x96 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 48x96.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +30/-30 Installation Instructions Other: LC-PG30 FL17676 R2 II 08-01371B 11.0f Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.odf Created by Independent Third Party: Yes 17676.12 13540 SH 152x62 Finless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.pdf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.pdf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.odf Created by Independent Third Party: Yes 17676.13 3540 SH 52x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x72.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +30/-30 Installation Instructions Other: R-PG30 FL17676 R2 II 08-02270A 13.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.1)df Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other: R-PG25 FL17676 R2 II 08-01514 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3540 Fls 52x84.odf Created by Independent Third Party: Yes 17676.15 3540 SH 48x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC(12775)A2726.01-109-47- R2 C7326.01 3540.AWS.IG.fIN.48X72,R35.(072016) Approved for use outside HVHZ: Yes Rev.fImpactResistant: No Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other: R-PG35. Units.must be glazed in accordance with 07/20/2016 ASTM E1300-04. Installation Instructions FL17676 R2 II Install Instructs - 3540 SH FIN 48x72 (As Tested).Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 10804 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.Ddf Quality Assurance Contract Expiration DateApprovedforuseoutsideHVHZ: Yes Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.odf Verified By: American Architectural ManufacturersASTME1300-04. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Bads Next Contact Us :: 1940 North Monroe Street. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: mi ® ZR M 7AJE https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 Validatur / Operetions Administrator) MI Windows & Doors, Inc. P.O. Box 310 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION MrA A The product:descritied below is hereby approved for.iisting in the next issue of the AAMA Certified Products Directory. The approval Is based on successful cam tellon of tests, and the reporting o the Administrator of the mutts of tests, accompanied by related drawings by an AAMA Accredited Laboratory. I- The listing below will be added to the next published AAMA Certified Products Directory. SPECIFICATION RECORD OF PRODUCTTESTEIOAAMAPMAICSA:10111.S.?lA4AOfi8 LC-PG35=2731x1W (I08u7,4) Negative Design Pressure = -50 Psf GOMPAI+i1l AND CODE CPD NO.SERIES MODEL,& PRODUCT DESGRIPiION MAXIMUM SIZE TESTED 3540 TRIPLE SH (FIN) FRAME SASH Mt Windows & Doors; Inc. 10817 PVC){OtX.O' Qn '(3) 2731:trlm X #t367 rnm 60 titttt x 919 rant Code: MTL ftNS1 GLj(REtNF)(TILT)(ASTM) 9`0" x W_V) 2'10" x 3'0"} 2 This Certification will expire April 2017 and requires validation untii then by continued listing in the current AAMA Certified. Products Directory. 3. Product Tested and Reported by: Architectural Testing, Inc. Report No.: C7327.01-109-47 Date of Report: May 7, 2013 Date: May 8, 20113 Cc: AAMA JGS ACP-04 (Rev.1/11') Validated for Certification h. 4-W- X( 4odd Laboratodes, Inc. Authorized for Certification American Architectural Manufacturers Association ELEVATION 1os" 12' O.0 2" typ I'— Max. 2" typ TT` 2" O.C. Max. I CLEARANCE ALL FOUR SIDES) WHICH 1 /2" 1 HEADT DETAIL FLASHI By OTHE Anchor See Section Details) cx Min Edge 4" SIZE HEADER AS NEEDED Caulk under ENTIRE perimeter of Nailing fin before fastening. IM AS OUIRED DRYWALL AOWN WITH 1/2" SHEATHINGMUST ACHIEVE 1-1/4" PENETRATION INTO STUD. . SILL DETAIL Notes: 1. Installation depicted based off of structural test report C7327. 01-109-47. 2. Wood screws sholi satify the National Design Specification for Wood Construction for material type and dimensional requirements. 3. Wood buck installotions are assumed 2x S— P-F (Gm0.42) or denser. Buck width shall be greater than the window frame width. Tapered or partial width bucks are not allowed. Wood buck shall be secured to the structure to resist all design foods. 4: Wood screw lengths shod be sufficient to guarantee 1-1/4' penetration into wood buck. 5. Maximum shim thickness of 1/4" permitted at each fastener location. Shims sholl be load bearing, non — compressible type. 6. These drawings depict the details necessary to meet structural load requirements. They do not address the air infiltration, water penetration, intrusion or thermal performance requirements of the installation. 7. installation shown is that of the test window for the size shown and the design pressure claimed. For window sizes smaller than shown, locate fasteners approx. 2' from corners and no more than 12" on center. Design pressures of smaller window sizes are limited to that of the test window. SIZE AND DESIGN PRESSURE CHART FASTENER TYPE AND SPACING SHOWN WILL ALLOW DESIGN PRESSURES UP TO +35/-50 UNITS UP TO 108" x 74' SEE TEST REPORTS FOR INDIWDUAL UNIT SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) SFi4THING Min ' Ede Distance i'e"' i M R INSTALLATION INSTRUCTIONS 20- 09 do FASTENER SCHEDULE — FIN— a DAM JAMB DETAIL °"° °5° ow: 3540 Single Hung NONE i a 1 Windows & Doors Continuous Head and Sill °'""° Gratz, PA 13540 SH CSH RN — NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD, 3. 1 X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10, WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC. 12. UNITS MUST BE GLAZED PER ASTM E1300-04. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. TABLE OF CONTENTS SHEET NO.11 DESCRIPTION NOTES ELEVATIONS INSTALLATION DETAILS REVISIONS DESCRIPTION DATE APPROVED 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 17. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. GEOMETRIC SHAPES ARE NOT LIMITED TO SHAPES SHOWN HEREIN. 18. THIS PRODUCT ALSO LABELED UNDER THE FOLLOWING NAMES: 350OPW, 3500T, 350OSDLITES, 3500SP, 3540PX, 3540T, 354OSDLITES, 3540SP, 3250PZ, 3250T, 3250SDLITES, 3250SP, 3240PW, 3240T, 3240SDILITES, 3240SP, 3500HPPW, 3500HPT, 3500HPSDLITES, 3500HPSP, 358OWP, 3580T, 358OSDLITES, 3580SP, S-350OPW, S-3500T, S-350OSDILITES, S-3500SP, S-3540PW. S-3540T, S-354OSDLITES, S-3540SP, M-350OPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SDILITES, W-3540SP, 1255PW, 1255SP, 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. 712j"',_ zxto Q"'A`S_s SIGNED: 0211712016 MI WINDOWS AND DOORS o R III j/// // i 650 WEST MARKET STREET GRATZ, PA 17030-0370 CENS' . Sri k• 0,061 *= SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT NOTES TAT E OF i'F• DRAWN: DWG 110, REV N.G. 08-02859 OR10Q; NAI III1111111\ GALE NTS DATE 02/04/16 1IHEETI OF 3 2" I FF HE 96" MAX. FRAME WIDTH MAX — 10 MAX OC. -{ I 2" MAX 2" MAX J 10 MAX AX. IGHAME/ IGHTr ISEI F01 OF SERIES 3500 FIXED WINDOW 2" MAX -J EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50. 01-60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. ( 2) 1" X 1/8" WEEPSLOT AT 2" FROM EDGE OF SILL FACE CHART ## 1 me Height CHART # 1 NUMBER ANCHORS REVISIONS I REV I DESCRIPTION I DATE I APPROVED J::, ll , T11D 8LA-sl MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 3500 FIXED WINDOW 96X 60" NON -IMPACT ELEVATION DRAWN' I DWG NO. N.G. SCALE NTS DATE 08-02859 6 SHEET 2 OF 3 SIGNED: 0211712016 R IIL10,/// i i ENSFgsA ATV6.O ;\ 0RIOP. ip ONA j1E G\ APPROVED SEALANT BEHIND FIN 6 WOOD SCREW 3/8" MIN EDGE DISTANCE EXTERIOR 3/8" MIN EDGE DISTANCE 6 WOOD SCREW APPROVED SEALANT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX SHIM SPACE WOOD FRAMING BY OTHERS 6 WOOD SCREW 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8" MIN EDGE DISTANCE 1/4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REMSIONS DESCRIPTION DATE I APPROVED NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE WOOD DESIGNED IN ACCORDANCE WITH ASTM E2112q wy FRAMINGI y BY OTHERS l.tl v d l.4 SIGNED: 0211712016 MssoWINDOWS DOORSKED I IL EST Ma STREET GRATZ, PA 17030-0370 J\sR v••GENS c ` SERIES 3500 FIXED WINDOW 0961 k 96" X 60" NON —IMPACT fl (v(lr cc` FIN INSTALLATION DETAILS O`•' & TAT' OF • w ACORI P DRAWN: DWG N0. REV iFS N\ N. G.A08 502E859 DnrE NTS02/04/16 3 OF 3 r Florida Building Code Online Page 1 of 3 18504.2 r BQS Home Log In User Registration Hot Topics Submit surcharge j Stats & Facts Publications FBC Staff ; BCIS Site Map ! Links Search i dbProduct Approval i-qp USER: Public User L Product Approval Menu > Product or Application Search > Application List > Application Detail f FL # FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity Architectural Testing, Inc. Quality Assurance Contract Expiration Date 12/31/2018 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL18504 RO COI FL COI.Ddf 1710.5.3 Method 2 Option B https://floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgs9D/`2f%2ftCOhpJQgi... 9/6/2016 Florida Building Code Online Page 3 of 3 supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, P.S., please click here . Product Approval Accepts: ER Crept Gard Safe https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgs9%2 f `/`2ftCOhpJQgi... 9/6/2016 1-07 3/3" COMBINED WIDTH W1-Ir W2 -- 83" FRAME HEIG-11 WINDOW WINDOW' MUL(_ION SPAN) I- L b IJ 107 3/'8" Y COMBINED WD'T'Ii W 1 --11 W2 83" FRAME WINDOW WINDOWHEIGHT MULLION SPAN) I 1 Q'7 3/8'. COMBINED WIDTH W2 .....__.........__ II _ A 83 WINDOW if FRAME WINDoLi WINDO HEIGHT MULLION / SPAN.) I I { Wi- 107 3/8" I COMBINED WIDTH Design pressers Xaiing (pso Units.arrchOred Into wood framing Mullion span (In) TRbutarywidttl l8,t3. 2550[: 45, 4200. n 48.d0 62_13 25.00 130.0 130.0 130.0 t30.0 13D0 37,38 130:O 13 ,0 127.0 127.0 12T.0 49,63 120.7 94:3 73 8 72.1 720 GX00 92.4. 70.6 Bt 5 48:6 47.4. 69.83. 86.5 6&8 47.3 44.4 43.0 72.00 77.8 58,7 41,4 38:5 37,0. 84,00 1 62.1 46:0 33.t 28,1 28:3 24i9 107 COMBINED WIDTH Wl W2 - 8.3„ FRAME l j J WINDOW WINDOW HEIGHT _..-.-.._....- SPAN) 107 3/a" COMBINED WIDTH W I W2 ...... ....... wrNODw FRAME I•IEiCHfi kYINQQ.IKr i JNfN90YJ MULLION yPAN)- W1 k -W2 107 A/8 COMBINED WIDTH REVISIONS REV DESCRIPTION DATE I APPROVED A I REVISED INSTALLATION DETAILS 08/07/15 1 R.L. 107 3/8" COMBINED WIDTH WI .... .................... -. W2 ._.................. 1 83" 4 WINDOW FRAME HEIGHTWINDOW LNIIDMULLION / SPAN) ` 7 Wi II- W2 ! 107 3/8" L::-COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAY9E MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NorEXCEED 1073M8 AS SHOWN HEREIN. Design pressure sting (pso Unitsanehoredinto masonry/conenate Muiflois Van ( In). Tttbutarywid: t 3& 00 4200 to 481. 00 32.13 25, 00 130,0.'1310 430.0 130.0 130.0 130.0; 37: 38 130.0 130.0 130.0 1 W.0 130, 0. 130 49. 63 13Q.0 130:Q 1300 130.0 130:0 130.0 82. 00 130,0 115.4 87.8. 79 3 73.9 71.51 30, 0 96t5. 729. 65.5...60.5. 58.2: 72. 00 99.3 72,4 54:0 48.1 49,0 42,0 8A00 62.1 45.0 1 33A 29.1 26 3 24,9 LARGE AND SMALL MISSILE IMPACT LEVEL D, WIND ZONE 3 DIMENSIONS IN CHARPARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M- 1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND DP CHARTS DRAWN: V. L. 08-01445 SCALE NTS DATE 01/11/12 S"'2 OF 3 no SIGNED: 08107,12015 r• v CEN_ 9F's w OATE QF W A 17110NALIE"'N\ L. Roberto Lomas P.E 233 W Main St Danville, VA 24541 434-688-0609 rllomas@I domaspe:com Manufacturer: M1 Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61 G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8" x 84" Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Borne Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must beinstalled in strict accordance with installation instructions document 08-01445 revision A. Certification of Independence: Please note that I don't have nor will acquire a financial interest in any company manufacturing or distributing the product( s) for which this report is being issued. Also, I don't have nor will acquire a financial interest in any other entity involved in the approval process of the listed product(s). 1 of 1 N fir • 0 5 f • . TAT 4E - 0Q' c`s :rl0GN 0NA 1ItttLuisR. Lomas, P.E. FL No.: 62514 08/07/ 2015 Florida Building Code Online SD rlf1 T Page 1 of 2 Comments Archived Product Manufacturer American Construction Metals Address/Phone/Email 5140 W Clifton Street Tampa, FL 33634 813) 884-0444 lyle.pestow@acm-metals.com Authorized Signature Vivian Wright rickw@rwbidgconsulLants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ice, Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 7. King, P.E. v Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Standard. ASTM E330 Method 1 Option D Year 2002 https://wwwv.florid.abuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquJEQf8P6a6FJ... 7/20/2015 rM Acm AMERICAN CONSTRUCTION METALS 5140 West Clifton Street Tampa, FL 33634 TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GENERAL NOTES 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code excluding the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. Site conditions not covered by this drawing are subject to further engineering analysis. 4. Wood/CMU wall construction, by others, must be designed properly to receive foods from the soffit and/or 7' x 7 batten strips. 5. Aluminum soffits shall conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TABLE OF CONTENTS SHEET# DESCRIPTION 1 lypicaI elevations & general notes 2 Ponel details g Soffit details & design pressures 4 Soffit detons & design pressures 5 Sofrd details, design pressures & bill of materials TRIPLE_4„(T4) T•4-012 (.O1 I TH!CK) T-" 4 (.Ott" W09 QUAD 4 (04) 1-0121.011 S' THICK) Q-4-014 [MFT Cr4 U N 0 4 0 o Z ci Om CW J . om mu; aeEz LE. N.T.S. 01 s BY: Jf( 0 x: LFS Ff.-12019.1 0 N ET .. T__ OF __S._.' di SPAN " A"" ; SPAN "' A ' - ROOF OVERHANG ROOF OVERHANGROOFOVERHANG ROOF ROOF I ROOF 4} FRAMING FRAMING - .- FRAHING , f ALUMINUM zt111t. ALUMINUM L d FASCIA: v o Z oFASCIACD TRIM" oo °cw 1 . r 0 aTRIM /\.. N" m a 3. y J 4 a 4 CMU OR _ c J — CMU OR `ti — SOFFIT CML{:OR V cZ r— — 5OFFIT---" SUE, Il' WOOD WOOD ° WOOD Sl DETAIL"C' FRAMEO-.SEEUEfAIL"A" FRAMEDSF.F.DETAIL"A" FRAMED n SEEDEfAII"B° ___ ////// SEE. DETAIL D" SEE DETAIL."C SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w 3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL Shown w/ truss/framing cantilever) (Shown w/ buss(f aming cantilever) (Shmin w/ trus0rarning cantilever) cO a N SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSf) POSTTfVE NEGATIVE B" 70.0 141.0 10" 60.0 60.0 12" 50.0 50.0 1N' 38.5 38.5 16" 30.0 30.0 sTRIMNAILATTACHED THROUGH FASCIA NOTE: @ 16" O.C. MAX. FOR SQUARE CUT OVERHANG, STAPLES INSTALLED @ 12" O.C. (INTO WOOD) a I c TRIM BOTTOM OF FASCIA FLAT IN J-CHANNEL SLOT OR T-NAIL @ 12" O.C. o 1 AGAINST PANEL JINTO WOOD OR MASONRY) o5 7 STAPLES LOCATED $ FRAMING K r i24" O.C. INTO 11' 8. 8 STAPLES LOCATED 94" O.C. INTO FRAMING I 8. 11 2 8 11 s, a NOTE: WOOD FRAMING AND CONNECTIONS TO BE STAPLES INSTALLED 6 DESIGNED BY THE ARCHITECT OR ENGINEER END OF PANEL AND t8"MAX. O.C. OF RECORD 415SEEDETAIL "J ",SHEET 5)2 /B" 10 11 n irMAx.. gDETAIL A. Fascia DETAIL „ C .r o Tz MAX. Y 5 h a at STAPLES INSTALLED @ 24" O.C. INTO WOOD) 1"M4 X.. J` Channei a' ON F-CHANNEL LEG OR T-NAIL @ I T O.C. STAPLES INSTALLED @ 12 O.C. (INTO WOODJ oqc I 9 OQ o W ( (INTO WOOD OR MASONRY) s ° N,T.S. INJHANNELSLOTORT-NAIL @ 1 T O.C. ISTAPLESINSTALLED@12' O.C. (INTO WOOD) n rr owc [ rr. JK m' lU INFCHANNELSLOTORT-NAIL@12"O.C. DETAIL D SUBSTRATE NOTES: EHK n LF5 ; INTO WOOD OR MASONRY) J-Channel 1. WOOD SUBSTRATE: G = 0.42 OR BETTER bPAWNa NO. m DETAIL " B " Fascia 2. MASONRY SUBSTRATE:3,ODO PSI CONCRETE (ACI301) FL--12019.1 OR HOLLOW BLOCK (ASTM C90). ro F- Channel a ITEM DESCRIPTION MATERIAL 1 FASCIA .021 S' THK. AL. 3105 - Hl 4 ALUMINUM 2 S' CHANNEL .0155' THK. AL. 3105 - H24. ALUMINUM 3 F" CHANNEL .0155' THK. AL. 3104 - H19 ALUMINUM 5 QUAD 4 PANEL (.0115 OR .0135" THICK) AL. 3105 ALUMINUM 6 TRIPLE 4 PANEL (0115 OR .0135" THICK) AL 3105 ALUMINUM 7 15 x 13/,"TRIM NAIL S.S. 8 18" GA, X 1/4" SS STAPLE w/ 7/8" MIN. EMBEDMENT) STEEL 9 2' X T BATTEN STRIP (G-.42 OR BETTER) WOOD 10 APA B-C- GROUP 1 EXT, 15/32" PLYWOOD OR BETTER WOOD 11 09T' DIA. T-NAIL W15/8" MIN. EMBEDMENT STEEL 12d X 3-1 /4" H.D. GAILY. STEEL COMMON NAIL 0 24" O.C. w/ 1-3/4" MIN. EMB. DETAIL " H " I X2 VERDCAL FRAMING (G>=0.42) ATTACH w/ 2-8d COMMON NAILS 0 TOP TO ROOF FRAMING STAPLES INSTALLED 0 END OP PANEL AND W MAX. O.C. SEE DETAIL "1'i C. MAX. UCiAIL"d" AIL lv 1 " ROOF CVERHANG ROOF MING.— : f'i (SHEET 3) IL" B 1 12dX3.1IA" H. D. GALV. STEEL - - CHU OR COMMON NAIL @24"O.C. SEEDETAIL"A" /- I - - WOOD w/ 1-3/4"MIN.EMB• (SHE33) j - FRAMED CONTINUOUS SEE DETAIL "H" --/ BATTEN OCL SPAN STAPLES INSTALLED@ SIDE VIEW DOUBLE SPAN w/BATTEN. END OF PANEL AND (Shown w/ truss/framing cantilever) 6, MAX. O.C. SEE DETAIL"J ") TWIN SPAN LENGTH w/ CONTINUOUS BATTEN - A^ DESIGN PRESSURE (PSF) POSITIVE NEGATIVE 16, 70.0 70.0 1e 66.5 66.5 20" 60.0 60.0 22" 54.5 54.5 24" 50.0 50.0 SPAN " A " ROOF OVERHANG SEE DETAIL" G " SHEET 41 ROOF F' RANING - - =1 SEE NOTE 2 IL r i CMU OR WUUO SEE DETAIL 1' J 8. _ i i FRAMED SEE DETAIL A" SHEET 31 SIDE VIEW - DOUBLE SPAN wjBATTEN_ Shown w/ truss/framing overhang) CONNECTOR NOTES: 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED 01K.. y` JK BY THE ARCHITECT OR ENGINEER OF RECORD SUBSTRATE NOTES: MI ar. LFS 1. WOOD SUBSTRATE: G = 0.42 OR BETTER 2. 12d COMMON NAIL OR 3/16" F W TAPCON CONCRETE SCREW 2 MASONRY SUBSTRATE: 3,000 PSI CONCRETE (ACI 301) ozi NO, 1- 1 /4" EMBEDMENT) 0 24' ON CENTER OR HOLLOW BLOCK (ASTM C90). FL--12019.1 sHEEr 5 OF.5- Florida Building Code Online GV I - t cn Page 1 of 2 c Business8 Profes ianal! Regulation G r ._ L: .. 311' AD4.li;G&}t gilF:St6i0f4 M ;Ca yl iq.Alf' fWk,ja0ePX"eNo( BCIS Home I Log In I User Registration HotTopiCs Submit Surcharge Stats & Facts Publications I F8c staff SCIS Site Map Links Search Busines 0 roduct Approval rAsNa !' USER: Public User R'0 0 r QrtcCL CTi 1 Application I 1.5EQi r Code Application Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence FL16305-R4 Revision 2014 Pending FBC Approval Atlas Roofing Corporation 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770) 946-4571 mcollins@atiasroofing.com Meldrin Collins mcoliins@atlasroofing.com Roofing Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Zachary R. Priest PE-74021 UL LLC 12/31/2020 Locke Bowden A Validation Checklist - Hardcopy Received 16 05 R4 COt ATL13002 4 2014 FBC Product Evaluat_bn- Shinales.odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 7158 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code https Jhvww.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquJBMj gU 1 j 3N... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/28/2015 Date Validated 06/29/2015 Date Pending FBC Approval 07/05/2015 SeftrimarV of Products FL # Model, Number or Name Description 16305.1 Atlas Shingles Fiberglass reinforced laminated asphalt shingles Limits of Use Approved for use in HVHZ: Yes Installation Instructions F0630S R4 11 ATLI3002.4 2014 FBC t' ` ilc[ kv iatiori Shinales.pdf Verified By: Zachary R. Priest 74021 Created by Independent Third Party: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See evaluation report for limits of use Evaluation Reports Fi tf 95 R4 AE ATL13002.4 2014 FBC Product Evaluation' Shiriales.oGf Created by Independent Third Party: Yes Contact Us:: 3Rgfi;p4rut-tlTem6eStrItiL Tattahasiee FL 32399.Pflone: 850-487.MAII The State of Florida is an AA/EEO employer:- te of fiofida.:: Privacy Statement .: glyjt.tement :: liddna Statemmu Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees icensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, FS., please Click here. Product Approval Accepts: MI®ER Credit https://ivww.floridabuilding.org/pr/pr app dtl.aspx?param=wGEV XQwtDquJBMj gU 1 j 3N... 7/20/2015 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2,7.1, 1523.6.5,1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) wort No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATL-119-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-13B-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 FL 16305-R4 _. - Page 1, of 9 This evaluation report'is provided for State of Florida product approval under Rule 61G20 3. The manufacturer shall notify GREEK 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. le ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master@ 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMaster® Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfiield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002A FL 16305-R4 Page 2 of 9. This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The "manufactum. r shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMasterID 30 & Tough -Master® 20 ATL13002A.- Basic Wind Speed (Vuit): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction_ In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min, 7/16 in. OSS existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shalt be attached using "6 Nail Pattern" detailed below. Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. Nails 12" 4 Iva, 4. 12" + —12" -- +-1 z" Figure 1. GlassMaster® 30 & Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) 36"_ Nails 12" 4 5/8" y+--12" —: '-_ 12" -- +-12"--- Figure 2. GlassMaster® 30 & Tough -Master® 20 6 Nail Pattern 3of9 This evaluation report is provider! for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notiry,.CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREK TECHNICAL SERVICES, LLC ProLAMT" Architectural Basic Wind Speed (Wit): Basic Wind Speed (Vard): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min.. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max.194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 393W Mn, 12 ga gah—rod roofing nail eiLh min W' heed tztrt. r T 14' o 0 0 0 elM :o co M CD0 0 0 0C, I F s. s ta• T- Figure 3. ProLAMT"" Architectural Shingle 4 Nail Pattern (non-HVHZ only) Figure 4. Pro-LAMT"' Architectural Shingle 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. U.CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster® Shake Basic Wind Speed (V,nt): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ)' Installation (Non-HVHZ).:- ATLAS ROOFING CORPORATION Asphalt Shingles Max, 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed mina 19/32 in. plywood or wood plank for new construction; Mina 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in, exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 39 300' MM:12 ye,.peNenmd odlny MII A 12TYp I I r 67R' it JJ 1 Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) 39 3e W 12 QZ pakrar M nnp >nank nad vM mN 3R•treaa I Ur O O O G, O O CDO .,r,CD O O O Q O U M 0 e fa• C1 O O E. M O O O CZ) CD C7 M C] cot f.-.C?. G] O 6 7f9• Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern ATL13002. 4 FL 16305-R4 Page:5 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster@ Slate Basic Wind Speed (V.,,): Basic Wind Speed (VaFd),. Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min, slope: Installation (HVHZ) Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in_. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or "6 Nail Pattern" detailed below. 1" 9" I Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4. FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (V,,,t): Basic Wind Speed (Vasd): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ)'. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached as shown below.. Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 16305-114 Page 7 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3.< The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein: CREEK TECHNICAL SERVICES, LLC Pro -Cut® Hip & Ridge Basic Wind Speed (Vui,): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vew): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturers published installation instructions. The direction of the exposed end shall be away from the prevailing wind,. 1 12 ga. 1-1/2" ring fr shank nail I , I Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 Page 8 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61G20-3. COMPLIANCE STATEMENT 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. p%',t, 2015.06.2 M No 74021 r. 04'00' A s STATE OF U Fi q P'N Zachary R. Priest, P.E. Florida Registration No. 0 sr NI %0 Organization No.. ANE9641021 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation: CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E, does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. END OF REPORT ATL13002.4 FL 16305-R4 Page 9 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ", EDITION (2014) Manufacturer: ATLAS ROOFING CORPORATION 2000 Riveredge Parkway, Suite 800 Atlanta, GA 30328 770)612-6267 Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES Entity PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) PRI Construction Materials Technologies (TST5878) Report No. ATL-079-02-01 ATL-083-02-01 ATL-086-02-01 Rev 1 ATL-104-02-01 ATL-106-02-01 ATL-106-02-01 Rev 1 ATL-107-02-01 ATL-107-02-01.1 ATL-109-02-01 ATL-116-02-01 ATL-118-02-01 ATLA 19-02-01 ATL-123-02-01 ATL-125-02-01 ATL-127-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143-02-01 PRI Construction Materials Technologies (TST5878) ATL-144-02-01 PRI Construction Materials Technologies (TST5878) ATL-151-02-01 PRI Construction Materials Technologies (TST5878) ATL-162-02-01 PRI Construction Materials Technologies (TST5878) ATL-167-02-01 PRI Construction Materials Technologies (TST5878) ATL-168-02-01 Standard ASTM D 3161 TAS 107 TAS 100 ASTM D 3462 ASTM D 3462 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 TAS 100 TAS 100 ASTM D 7158 ASTM D 3462 ASTM D 3462 TAS 100 ASTM D 7158 TAS 100 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 ASTM D 3462 ASTM D 7158 ASTM D 7158 ASTM D 3161 TAS 107 ASTM D 3161 TAS 107 ASTM D 3462 TAS 100 ASTM D 3161 ASTM D 3161 TAS 107 Issued June 29, 2015 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1995 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2008d 2009 1995 2009 1995 2009 1995 2009 2009 1995 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ASTM D 3462 2009 ATL13002.4 I I.FL.16305-R4 .. Page 1 of 9 This evaluation report is pro4tded 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 ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-179-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-184-02-01 ASTM D 3161 2009 TAS 107 1995 PRI Construction Materials Technologies (TST5878) ATL-185-02-01 ASTM D 7158 2008d PRI Construction Materials Technologies (TST5878) ATL-186-02-01 TAS 100 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, ProLAMm Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pinnacle& Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle& Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime wlScotchgard stripes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) Storm Master& Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMaster® Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002.4 FL 16305-R4 _ Page 2 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Tough -Master® 20 ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Vuit): Max. 194 mph Basic Wind Speed (Vasd); Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Undedayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12. Installation (HVHZ): Installed with 5-inch exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installation (Non-HVHZ): Installed with 5-inch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 36' Nails War 12" t 2" Figure 1. GlassMaster@ 30 & Tough -Master® 20 4 Nail Pattern (Non-HVHZ only) 12" AL 12" 518" 12" Figure 2. GlassMaster® 30 & Tough-Mastet,0 20 6 Nail Pattern ATL13002.4 FL 16305-R4 Page.3 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3; The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Prol-AMTM Architectural Basic Wind Speed (V ir): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. 0S13 existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 $18' htn. 12 9a. galvari3ed nwfing nad wIn min 3B'haW r rra 14' M CD CDCDCDCDE 61H" Figure 3. ProLAM11 Architectural Shingle 4 Nail Pattern (non-HVHZ only) U:' Figure 4. Pro-LAMrm Architectural Shingle 6 Nail Pattern ATL13002.4 FL 16305-R4 Page 4 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ICRe'EK TECHNICAL SERVICES, LLC Pinnacle® Pristine & StormMaster(a) Shake Basic Wind Speed (V i1): Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements.. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using "6 Nail Pattern" detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shalt be attached using either "4 Nail Pattern" or "6 Nail Pattern" detailed below. 39 LB' 11, 12 ge.9tivanhd rvahp MA rMli mh. Jdl' Ird TMP L_J U C C= O l J t_..J Figure 5. Pinnacle® Pristine and StormMaster@ Shake 4 Nail Pattern (Non-HVHZ only) 5 J.., nw.or+maKre OOr::3.0000 O O C3 0 C3 O CD 39W 6710, 7 in, O O O O Q O O O rJ M M M= M M= Figure 6. Pinnacle® Pristine and StormMaster® Shake 6 Nail Pattern 1 ATL73002.4 FL 16305-R4 P©ge 5 of 9 This evaluation report is provided'for State of Florida product approval under Rule 61G20-3:: The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC StormMaster® Slate Basic Wind Speed (V it): Basic Wind Speed (Vasd)' Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in, exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using % Nail Pattern" detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either 'A Nail Pattern" or T Nail Pattern" detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern 9" Figure 8. StormMaster@ Slate 6 Nail Pattern ATL13002.4 FL 16305-R4 _ Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid: This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Em CREEK TECHNICAL SERVICES, LLC Pro -Cut® Starter Strip Basic Wind Speed (Vwt): Basic Wind Speed (Vasa): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min, 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min'. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12, Installed in accordance with RAS 115 and manufacturer's published installation instructions: Shingles shall be attached as shown below. Installed in accordance with FBC requirements and manufacturer's published installation instructions, Shingles shall be attached as shown below. 3V 12• 12 gs.1L2' in s?unl nail y. IT 3 Figure 9. Pro -Cut® Starter Strip ATL13002.4 FL 1G305-R4 Pap 7 of J. This evaluation report is'.provided for State of Florida product approval under Rule 61G20-3:. The manufacturer shall notify ;CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip S Ridge Basic Wind Speed (V it): Max. 194 mph Basic Wind Speed (Vey): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment: In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Installation (HVHZ and Installed with 5-5/8 inch exposure in accordance with RAS non-HVHZ): 115 (HVHZ only) and manufacturer's published installation instructions. The direction of the exposed end shall be away from the prevailing wind. 12 ga. 1-1/2" ring shank nail i t i f 12" I 11 Figure 10. Pro -Cut® Hip & Ridge ATl_13002.4 FL 16305-R4 _ Rage 8 of 9, This evaluation report is provided for State of Florida product approval under Rule 61G20-1, The manufacturer shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid:. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ATLAS ROOFING CORPORATION Asphalt Shingles TECHNICAL SERVICES, LLC LIMITATIONS 1) Fire Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements.: 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5r' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. itP Y tR+tir fit . E IU No 74021 STATE OF IL os SS CERTIFICATION OF INDEPENDENCE 2015.06.2 912:55:48 0400' 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. TL1 This evaluation report does n specifically addressed herein. END OF REPORT FL 16305-R4 ate of Florida product approvatu changes or q sality assurenw;ch i nor imply warranty, iristallation; 9 of wt the duration for:which;this report is valid.. use; ai other,produci;attributes .that are not Code Version 2014 FL# 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results - Ann'iieations FLU. T " Manufacturer Validated By Status FL15216-R2 Revision InterWrap, Inc. Category: Roofing John W. Knezevich, PE 954) 772-6224 Approved History Subcategory: Underlayments Appravod by RBPR.: A¢pr0yM5,0yu5rK SR8q W revrr:weu er.0 raurreu vr..•,< <.... wwr+ contact us ::jS404iinr11i l4corde Strefl Tillaiiiagief Pl. =99 pho,4f 850497:1824 The State of Florida is an AA/EEO employer:-r'^nyrsdht 2dd7-2013 State:6f Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a -mall address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emaile provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tosupplyapersonaladdress, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee underChapter455, F.S., please cl;dc here . Product Approval Accepts: wNwi CreditSArFE https://www.fl.oridabuilding-org/pr/pr_app_lst.aspx 7/20/2015 Florida Building Code Online • . Page 1 of 2 SEEMr ,,,,, jar • t B KS>' nmv,asrg aarantttxw:,z wtinnntt P0jdaD0qrfftd BCIS Horne I LOg In I User Registration Hot TOPICS Submit Surcharge StaLs Facts Pubticadons FX Staff BCIS Sit. Map Links SealCh 3usines, Product Approval1i6s Regulation PrOdUtrtriicr?a:xx.z'auteisa}C FL # FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc, Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas@interwrap.com Authorized Signature Eduardo Lozano elozano@ interwrap. co m Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Way Mission, NON -US 00000 778) 945-2891 elozano@interwrap.com Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer J Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report Florida License PE-59166 Quality Assurance Entity Intertek Testing Services NA Inc. - ETL/Warnock Hersey Quality Assurance Contract Expiration Date 11/17/2015 Validated By John W. Knezevich, PE i Validation Checklist - Hardcopy Received Certificate of Independence 216, R2 Coll 2015 DI COI Nieminen odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ1 Q... 7/20/2015 Florida Building Code Online . , Page 2 of 2 Product Approval Method Date Submitted Date validated Date Pending FBC Approval Date Approved 5umfiarr of Products Method 2 Option B 04/28/2015 04/29/2015 05/04/2015 06/23/2015 FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: See ER Section 5 for Limits of Use. Installation Instructions FL15216 R2 11 2015 04 FINAL ER INTERWRAP RHINOROOF FL15216- R2.pdT Verified By: Robert Nieminen PE-59166 Created by Independent Third Party: Yes Evaluation Reports Ft SU RZ AE 2615 04 FINAL ER 161TE WAAP kNI1V0€tOGff i 52 6- R2.odf _ - . Created by Independent Third Party: Yes Contact Us :: 1940'N?nh 0101ieae Strpgt 71llahasm FL 37aoa: fb201: 854-gfl7-1884 The State of Flodda is an AA/EEO employer. pyyrjpht'20p7 2fl!?afFloriQa.:: P'< Stafcmest':: _. :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional man. If you have any questions, please contact 650.4871395, -Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email 4'ddflss If they have one. The emails provided may AmW for official unleatlon r#h the licensee. However email ifddreMs are public record. If you do not wish to supply a personal address, please provide.the'Depart mot with an em" address which can berniuleavailable to.the public. To determine if you are a licensee underChllpber4sS. F S., please click. bjt :. Product Approval Accepts: MIGN SH am edltrHrrfijHr https://www.floridabuilding.org/pr/pr_apt)_dtl.aspx?parani=wGEVXQwtDgv3yV VKJZ 1 Q... 7/20/2015 0 IERD EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.02.12-112 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by'Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED CoMPuANcE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity I ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words "Trinity IERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authorized by Robert Nieminen, Pl-on 04/27/2015, This does not serve as an electronically signed domment. Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named dient CERTInCATION OF INDEPENDENCE: 1. Trinity IERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity I ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity 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. C! TRINITY IERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5-3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.9.3 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS(TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COG-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in_various other sizes. S. LIMITATIONS: 5.1 5.2 5.3 5.4 5.5 5.6 5.6.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the HVHZ. Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AH1 for approval based on this evaluation combined with supporting data for the prepared roof covering. eu ,,., to rmnf rnvarc annlipd atoo RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER 0Pr10NS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated SlateShingles RhinoRoof U20 Yes No No Yes Yes No Exposure Limitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION'. 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or 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 Certificate of Authorization #9503 FL15216-RZ Revision 2: 04/27/2015 Page 2of3 t k / TRINITY IERD 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 RhirioRoof 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 Slope > 4i12; 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 Doable Laver 2:12 <:Roof.Slooe <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. 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, I.I.C. Evaluation Report 140510.02.12-R2 Certificote of Authorizotion #9503 F1.15216-112 Revision 2: 04/27/2015 Page 3 of 3 4 y L 1 0 I(vIN I ERD EVALUATION REPORT EXTERIOR RESEARCH & DESIGN, LLC. 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 FL15216-112 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P. E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinity) 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. 59156, Florida DC4 ANE2983 The facsimile seal appearing was authorized by Robert Nieminen, P. E. on 04127/2015, This does not serve as an electronically signed document: Signed, sealed hardcopies have been transmitted to the Product Approval Administrator and to the named client CERTIFICATION OF INDEPENDENCE: 1. 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 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. V I RINITY I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3, 1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3,1507.9.3, 1507.9.5 on Heating 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 2507.93 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Entity Examination Reference Date ITS (TSTI509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS(TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither 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 HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Shingles Nail -On Tile Foam -On Tile Metal Wood Shakes Shingles Slate or Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the Limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type 11 underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Evaluation Report 140510.02.12-R2 Certificate 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 RhinoRoof U20:. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single layer, RoofSlooe>.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 Poubie-tayer• 2:11 < Roof Slone <4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey—QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-112 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/Z7/2015 Page 3 of 3 SUBDIVISION: I a= ny • k CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / — / / gS J Documented Construction Value: w>z Job Address: 14 9Z5 g _i Historic District: Yes No Parcel ID: -" Q Reside ntialJ&Commercial Type of Work: New XAddition Alteratiot Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name 0v-" , Phon Street: Resid City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 City, State Zip: MABLETON, GA 30126 Name Street: City, St, Zip: Bonding Company: Address: Fax: ( 770) 941-9522 State License No.: CFC1426562 Architect/ Engineer Information Phone: Fax: E- mail: — Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby nude to obtain a permit to do the work and installations as indicated. 1 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 regulati ng 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 Shrill be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: nine 30,2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the publicrecords 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 perinit 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. 40 Signature of Owner/Agent Date Signature of Contrail r/Agent ' _, Date Print Oxmer/Agent's Name Signature of Notary -State of Florida Date Owner/ Agent is Personally Known to Me or Produced ID Type of lD it) Yi s VS TNe h/I Print Contractor/ gerit's'Name 1 EXPIRES GEORGIA ignature of Notary -State of Florida Date DUNE 8, 2020 R/ OLL,IG Contractor/ Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: P1unlbing Gas Roof [I Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing # of Fixtures Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING COMMENTS: of HeadsUTILITIES: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application UNI AL UES Project No: 9310.1401008.0000 Workorder No: 9328120-5 ENGINEERING SCIENCES Report Date:10/24/2017 Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection91W ' Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 Client: Taylor Morrison of Florida, Incorporated LIES Technician Tristin Kegler 2600 Lake Lucien Drive Suite 350 Date Tested 09/29/2017 Maitland, FL 32751 Project: Thornbrooke 40s & 50s, SF House Lots Various Lots, Sanford, Seminole County, FL 32771 Area Tested: Residential House Pad, eMaterial: Fill Reference Datum: 0 = Top of Fill Hand Auger Borings: Location of Auger Borings: Center of Pad Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor General Description of Soils Encountered: 0-4', Brown to Gray Sand; 4-5', Dark Gray Silty Sand; 5-7', Light Gray Silty Sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 21 Northeast Corner of Pad 0-1 ft 105.4 11.8 108.1 10.9 10 Pass 22 Southeast Corner of Pad 1-2 ft 105.4 11.8 109.1 8.7 1041 Pass 23 Northwest Corner of Pad 1-2 ft 105.4 11.8 110.6 9.7 105 Pass 24 Southwest Corner of Pad 1-2 ft 105.4 11.8 108.4 7.6 103 Pass 25 Center of Pad 2-3 ft 105.4 11.8 106.2 6.4 101 Pass Remarks: Footings were not excavated at time of test. 485 Red Rose Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 D.ESCR.IPTION AS FURNISHED: Lot 303, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 292 I I i N 00010' 44" W 40.00' 19.80, 19.80, LOT 303 5.00' 15.7' of 14.3' M AV Wto FORMBOARD FOUNDATION TOP OF FORMS = 24.44' r. Q CJ LOT 304 0) trio 0) h CO 5.00' 5.0' S 5, 00' O Oi 21.3' 25.20' 25.20' F10UT1L. ESMT. B.B.)S 00010' 44" E 40. 00' RED RUSE LANE I 5. 00' C0 O O 0 2 0MR co 5. 00' LOT 302 169. 58' PC) L07 7 4, 800 SQ.FT. LIVING 1,467 SO. FT. GARAGE 455 SO. FT. ENTRY 71 SQ.FT. LANAI 139 SQ.FT. BREEZEWAY = N/A SQ. FT. DRIVEWAY 403 SQ.FT. A/ C PAD WALKWAY 18 SQ.FT. SQ F"T 4, 11, rio (50 R/W) TRACT I IMPERVIOUS= 54.6 UTILITY & ACCESS RIW77 2,623 SO. FT. Q` tOQ OFF LOT AREA CALCULATIONS: R/ W = 440 SO. FT. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ.FT. PER DRAINAGE PLANS BUILDING SETBACKS: SIDEWALK = 200 SO. FT. PROPOSED DRAINAGE FLAW FRONT = 25' SOD = 130 SO. FT. LCT GRADING TYPE A REAR = 15' 7-OM E 5- __ T. - PROPOSED+ PROPOSED INFORMATION SHOWN AREA = 5, 240 SQPROPOSEDF.F.PER PLANS = 24.4' {. SIDE = 5.0' BASED ON SUPPLIED PLAN DRIVEWAY = 513 SOFT. SIDECORNER = 10' AND/OR INSTRUCTIONS PER SIDEWALK = 270 SO.F1. PROPOSEDGRADEPERCONSTRUCTIONPLAN + CLIENT(NOT FIELD VERIFIED) SOD = 2307 SOFT. CI' tlASFNMFY E-ASYCOTT & ASSOC) INC. - IAND SUF'VI;'YOR S YLEGEND - LEGEND - 1' = PLAT P.O.L = POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-•658-1436 F • FIELD TYP. TYPICAL NOTES: LP. = IRON PIP[ PR.C. •POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF i. 4. .IRON ROD P.C.C. PUINT OF COMPOUND CURVATURE PROFESSIONAL SURVEYORS AND MAPPERS IN CHATTER A/-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECDON 472.027, FI.ORIDA STATUES CONCRETE MONUMENT RAD. RADIAL 2. UNLESS EMDOSS'E'DWITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL THIS SURVEY AMP OR COPIES ARE NOT VALID. LT I,R. h RECOVERED I.R. v/Mt.6 4596 N.R. • NUN -RADIAL J. 1111S SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESIRICrIONS RL. POINT F CAL = CALCULWITNESATED POINTOR EASEMENTS TIMT AFFECT THIS PROPERTY. P.U.A. POINT OF BEGINNING CALL. = CPALCULATED 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. POINT c CONH}'NC'EMF.NT PRH = ERMANENT REFERCNCE MONUMENT CENTERLINE FF. c FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTTFC FLD = NAIL t DISK. BSI. = BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. RRiMT-UF-NAY D.M. = BENCHMARK 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE OEARINC B.B. E$M. EASEMENT B.B. • BASE BEARING i ) PAIN, = DRAINAGE S. ELEVATIONS, IT' SHOWN, ARE BASED ON NATIONAL GEODETIC DATUM OF 1929. UNLESS OTHERWISE NOTED. UI It.. •UTILITY 9. CERTIFICATE OF AUTHORIZATION !Jn. 4596. C4. FC. =CHAIN LINK, FENCE HD. FC. = VDUD FENCE P. C.CID = POINT OF CURVATURE SCALE — 1 =° 2D'—"1 DRAWN CTY: P. T. = PUINT 1)F TANGENCY DATF---------___- X. Sc. DESCRIPTION CERTIFIED BY. __ _-_ _ OROER No. R = RADIUS L 2 ARC LENGTH PLOT PLAN 06- 14-17 2359-17 D DELTA FORMBOARO FOUNDATION/ELEVS. 09-21- 17 4164-• 17 CHORD CHORD DEARING NORTH THIS BUILDING/PROPERTY DOES.NOT LIE WITHIN -- -4 THE E'S'TABLISHED 100 YEAR F7.000 PLANE AS PER "FIRM' T GRUSEN EVER, R.L.S. # 4714 ZONE " X" MAP I 12117C 0055 F. JAMES W. SCOTT, R.L.S 1 4801 taylor morrison Homes Inspired by You November 8, 2017 To whom it may concern, TaylorMorrison NOV 01 2 00'L'ake Lucian Drive 2 2i ,[ Suite 350 Ma,i{tland, FL 32751 BY, Please accept this letter as request to change the electrical contractor from Miller Electric to Strada Electric on `the'follllowing job: j Q ADDRESS: `"[ 8J PHR PERMIT NUMBER: If you have any questions please contact us right away. T;h;o!obu sue. ohn Asa Wright CBC1257462 Notary Information: z- - ITWay's dale) STATE OF FLO {' to i11 etlY _ y; r_me thl rot 7 tnwm ni w snn making-xatcmrm). Pr..."rally Known rlrotluced IdenUMsil;n Type an.ni f ID NOT - PAY 4 ardM1SSION _ PIR ,5: rnrarl 4 QaaFFf ira,v 0ober e49 FF 220021 a° Q eo;, dedWox i Revision Response to Comments Permit # / / Project Address: J Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building City of Sanford Building & Fire Prevention Division t §. Ph: 407.688.5150 Fax: 407.688.5152 C %' Email: building@sanfordfl.gov Submittal Date 10/25/17 WIAM ffl Fax: General description of revision: PRODUCT APPROVALS REVISED ROUTING INFORMATION Approvals RECORD COPY 4 SpPCldlfiy Strucfiural EnginPPflnq CBUCK, Inc. Certificate of Authorization #8054 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 J\\-DING 0 SPNF ORO FPAR Florida Building Code 5th Edition (2014) Per Rule 611320-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: Material: Support: MMI-2" Off Ridge Vent Steel Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 S.— Ew'"rk seal t« El.ctmrdcwOmtthl IIItlrrrrr J. BUCK No 31242 i STATE OF ORIO rtt,fllll\\ Digaatp Signed byaomes 4.8uckner, P.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 9i 6/ EngineeringQ Date: 2 / 26 / 15 UC v ®n ineering Page Report No 25of 7 MM2 StORV ER_14 Spli=cialfiy Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Manufacturer Product Name: Product Category: Millennium Metals, Inc. MMI-2" Off Ridge Vent Roofing Product Sub -Category Roofing Accessories that are an Integral part of the Roofing System Compliance Method: State Product Approval Rule 61G20-3.005 (2) (b) Product/System "MMI-2" Off Ridge Vent Description: Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. Product Assembly as Refer to Page 4 of this report for product assembly structural components: Evaluated: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type: Wood Deck Design of support and its attachment to support framing is outside the scope of this evaluation.) Description: 15/32 (min.) or greater plywood, or Wood plank (min. specific gravity of 0.42) Slope: 2 : 12 or Greater Performance: Wind Uplift Resistance Design Uplift Pressure: - 75 PSF Allowable design -pressure for allowable stress -design (ASD) with a margin -of safety of2toI. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report .SUCKEn l e rl' " Page No 35of 7 MM2-StORV ER_14 Spsclalty Structural Englneerinq CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report for "Optional Statewide Approval" contains technical documentation, specifications and installation method(s) which include Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule 61G20-3.004, the Florida Building Commission is the authority to approve products under "Optional Statewide Approval'. Option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Code". Any modification of the product as evaluated in this report and approved by the Florida Building Commission is outside the scope of this evaluation and will be the responsibility of others. Refer to applicable building code section for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL #: FL 16568.1 R1 Date: 2 / 26 / 15 ReportCICKEninnrinPage No 45of 7 MM2 StORV-ER_14 1\ Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization ##8064 Components/Materials by Manufacturer): Ridge Vent: Material Type 1: Thickness: Yield Strength: Corrosion Resistance: Nominal Dimensions: Width: Height: Lengths: Fastener(s): MMI-2" Off Ridge Vent Steel 26 gauge (min.) 40 ksi min. In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel 24" 4-1/2" 2', 4', 6', 8' and 10' Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Type: Size : Corrosion Resistance Standard: Roof Cement: Type: Application Size Standard: Attaches Ridge Vent Base Flange to Deck Hex -Head Wood Screw 10 x 1-1/2" (min.) Per FBC Section 1506.6 and 1507.4.4 Per ANSI/ASME B18.6.4 Asbestos -free asphalt based roof cement w/ SBS rubber 1/4" thick minimum Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CuCK Agin rin Page Report No.: 55of MM2-StORV-ER_14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8054 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, Report Date: 8 / 29 / 13 2. Quality Assurance By Keystone Certifications, Inc. (QUA ID: 1824) Millennium Metals Licensee # 423 3. Certification of Independence By James L. Buckner, P.E. @ CBUCK Engineering FBC Organization # ANE 1916) FL #: FL 16568.1 R1 Date: 2 / 26 / 15 C, UC engineering Page Report No.: 165-1 -MM2-StORV-ER_14 of SP lct slty Structural Englneertnq CBUCK, Inc. Certificate of Authorization 118064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck Profile Drawings 9;_, /9„ 2-1/8" 18-1/4" Y Side View (Not To Scale) MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Plywood Deck Lower Slope Front) Typical Side View (Not To Scale) Higher Slope Back) FL #: FL 16568.1 R1 t9 Date: 2 / 26 / 15 9A C E1 1gi1 eerie Page Report No.: 15-1 4 MM2-StORV-ER_14 1\ 7 of Specialty Structural I=ncgineerinq CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/2" o.c. 1 1/2" 4" o.c. 4" o.c. Typical, Maximum Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR Base Flange 10 min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) Nominal Lengths 4 Ft. e ab\ e e 6 Ft. 8 Ft. 10 Ft. Typical Ridge Vent Assembly Isometric View (Not To Scale) CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 1, Application No: TC Documented Construction Value: $ Job Address: (1l`-. i1 Historic District: Yes Nog Parcel ID: Residentiac Commercial L-1 Type of Work: Newo Addition Alteration Repair Demo Change of Use Move Description of Work: r-,-Sl;t l I lal-e- Ac. bJ i uz'_ Wt 01 L Plan Review Contact Person: Ab"K Title: Phone: Oi =5 `-O(3l t Tax: 38E.3 Email: hoc c.yY, cal-, Name '(. v`_ Property Owner Information Phone:" fStreet: _ m_.. :._ Resident ofproperty? City, State Zip: Co, ntracor Information G . t-1NameV V, Phone: Street: '01 coa tse_ 7 1 u Fax: Li 6-7 --'s City, State Zip:5ar'\`t J aa State License No.. c o Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: _ Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management distrlets, 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 AFVIDAVTT: I certify that all of the foregoing information is accurate be done in compliance with all applicable flaws regulating construction and Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Produced ID will rsonalfy Known to)Me or of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] 'Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yeti No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application q: S.XNFORD FIRE DEPARTMENT r Job,Address: F Building & Fire Prevention Division REKDENTL4L FENCE PERMIT APPLICATION Application No: Documented Construction Value: $ /6Vb Historic District: Yes No Parcel ID: 2— / 1 If 30 'y / 0 n bc7y 3.0 3 cep Plan Review Contact Person: j._-- 4`,L Title: • Jam. Phone: 7 tr- YC, Fax: Email: C f oResidential Fence Information Type of Fence: Wood Metal PVC/Vinyl," Iron s Fence Height: iD Feet Additional Information: Gates: Other Total Linear Feet: -/0 Fences with a height of over 6 feet wife require signed & sealed structural engineering** Property Owner Information Name ' V Qr i J Phone: Street: 2zap 'l t Cam` Resident of property? City, State Zip: r Fence Contractor Infnrmatinn Name AF,i Street: .3 ! I - rr—tl r d 0,-- City, State Zip: Lga l bir, Et. 3 `l .-70 Phone: Fax: Please Note: The Building Department does not perform site inspections on Residential Fence permits A signed and notarized Fence Affidavit is required to be submitted along with this permit application. Please see the attached Fence Permit Submittal Guidelines. 04 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. Effective: August 1, 2017 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. of Owner/Agent Print Oyer/Agent's Name ldq/o OU& -A 6A, 11 / 1.3 ate Signature of ontractor/Agent Date Prllm Si ature o Notary -State of ida W, 5 o Aber 7, % o # FF 229021 : a Owner/Agent is Personally KnowdGry!flo' Fti ,•. Produced ID Type of ID r"e,,,. tTp±g;iti A-Vf cez' Pri ontractor/Agent's Name off. w-,,' I 11 f % Signature of Notary -St fflorida Date PATRICIA L. BARTELS Notary Public, State of Florida Commission# GG 148852 My Gomm. expires Nov. 15, 2021 Contractor/Agent is Persona y nown o Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Flood Zone: of Stories: Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: COMMENTS: ENGINEERING: FIRE: Ok to install approx. 40 linear feet of 6 foot high tan PVC privacy fence as shown on plan. Fence shall be constructed with finished side facing outward. BUILDING: Revised: June 30, 2015 Permit Application t-i i i yr t Ski4FORD s FIRE DEPARTMENT Building & Fire Prevention Division RESIDENTIAL FENCE AFFIDAVIT _ 6 FEET OR LESS IN HEIGHT) q 9PERMIT #: ADDRESS: ZQ 1 `C.-C C HEREBY AFFIRM THAT ALL OF THE FOREGOING INFORMATION IS T1jGE AND ACCURATE. THE FENCE WILL BE INSTALLED IN THE APPROVED LOCATION AS SHOWN ON THE APPROVED SITE PLAN. THE FENCE WILL BE NO HIGHER THAN 6 FEET, MEASURED FROM GRADE. THE FINISHED SIDE OF THE FENCE IS REQUIRED TO FACE OUT. IT IS THE HOMEOWNER'S RESPONSIBILITY TO VERIFY THE FENCE IS PLACED WITHIN THE PROPERTY LINES AND ANY DISPUTES BETWEEN ADJACENT HOMEOWNERS WILL BE A CIVIL MATTER. I UNDERSTAND THAT FAILURE TO PROPERLY FOLLOW THESE GUIDELINES AND ADHERE TO ALL CITY CODES (SANFORD LAND DEVELOPMENT REGULATIONS, SCHEDULE F) COULD RESULT IN THE FENCE HAVING TO BE REPLACED, RELOCATED OR REMOVED AT THE OWNER'S EXPENSE. pj FENCE CONTRACTOR BY SIGNING THIS AFFIDAVIT, YOU ARE ACKNOWLEDGING YOU HAVE MADE THE HOMEOWNER AWARE OF THE FENCE AFFIDAVIT STIPULATIONS AS STATED ON THIS DOCUMENT. COMPANY / CONTRACTOR: CONTRACTOR SIGNATURE: HOMEOWNER (OWNER/BUILDER) O WNER/BUILDER NAME: OWNER / BUILDER SIGNATURE: PLEASE NOTE" DATE: I DATE: IA g THE BUILDING DEPARTMENT WILL NOT CONDUCT ANY INSPECTIONS ON RESIDENTIAL FENCES. THIS AFFIDAVIT MUST BE PROVIDED SIGNED AND NOTARIZED5 AT THE TIME OF PERMIT SUBMITTAL ANV WILL SUFFICE AS THE FINAL INSPECTION APPROVAL FOR THE FENCE. STATE OF FLORIDA COUNTY OF l /- Sworn to and Subscribed before me this day of / V Q (it0/Y1 &e-K Zp by: Who is ersonally Known to me or has O Produced (type of ide i ication) as identification. Signature of Notary Public 4°om PATRICIA L. SARTELS Sta f Florida _°° - . Notary Public, State of Florida S Commission# GG 148852 c a L MY comm. expires Nov. 15. 2021 Print/Type/Stamp Name of Notary Public Effective: August 1, 2017 DESCRIPTION AS FURNISHED: Lot 303, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Taylor Morrison of Florida, Inc. LOT 304 it O O O O 0) CO 5. 14' 5.14' 5.00, 5.00, 5.00' LOT 292 3Pt5- ZONIN.Q-j- rV\TFJ-- I I N OO D 9 O' 44" W I 40. 00, sue• LOT 303 ls.8o' lsso' 3.0"x3.0' AC 15.7' r\ COVERED of PATIO 14.3' M h PROPOSED RESIDENCEMODEL: DARLINGTON—A 2 CAR GARAGE RIGHT 8.7' WALK 21.3' 16' DRIVE 10' UTIL. ESMT. 5' CONE. WALK 3' FLARES CURB / B.B.) S 00010' 44" E 40. 00' RED ROSE LANE Ok to install approx. 40 linear feet of 6 foot high tan PVC privacI fence as shown on plan. Fence shall be constructed with finished side facing outward. 5. 00' 5. 00, 0 U I1111111111111111 5. 00' 169. 58' LOT 302 Lul 1 91ESUU J11.r 1. LIVING 1, 4167 SO.F1'. GARAGE 455 SU.rT. ENTRY 71 SD.FT. LANAI 139 SQ. FT. BREF_ZEWAY= N/A SO. FT. DRIVEWAY 403 SOFT. A/C PAD WALKW •r 18 SO. FT. F 50' RAW) TRACT I IMPERvous= s°.6 yQoS UTILITY & ACCESS R/W 2,623 . SO.FT. SOD '177 0 2Q OF OT AReA fAicu( 4TIGl1 R/W = 440 SOLE']'. PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ,FT. PER DRAINAGE PLANS BUILDING SETBACKS. PLOT PLAN ONLY* SIDEWALK = 200 $0.FT. U` = PROPOSED DRAINAGE FLOW FRONT = 25' NOT A SURVEY SOD = 130 SO.Fi. LOT GRADING TYPE A REAR = 15' PROPOSED TOTAL A7FLAS: _ a PROPOSED F. F. PER PLANS 24.4' SIDE = 5.0' INFORMATION SHOWN AREA = 5,240 SQ.FT. BASED ON SUPPLIED PLAN DRIVEWAY . SQ.. T PROPOSED SIDE CORNER = 10' INSTRUCTIONS PER AND/ORIT2T3SIDEWALK = 2, 0 SU.FT. GRADE PERCONSTRUCTIONPLAN ++' FIELD CLIENT(NOTFIELDVERIFIEDSOD = 2 307 3U.F7. CR US. ETNMETYET.R -SCOTT ASSOC, INC. - . LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P • PLATPAL • POINT ON LINE F • FIELD TYP. • TYPICAL NOTES: 1.11. • IRON PIPE P.R.C. • POINT OF REVERSC CURVATURC 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY 4EUS THE STANDARDS OF PRACTICE SET FURTH BY THE FLORIDA BOARD OF I.R. IRON ROD P.CE. POINT OF CQWOUND CURVATURE C.H. • CONCRETE HDIUHENT RAD. = RADIAL. PROFESSIONAL SURVEYORS AND ANPPERS 1N CHAPTER SI-17 FLORIDA AD41NISMME CODE PURSUANT TO SECTION 472.027. FLORIDA STATUES SET 4R. TR. •/MLB 4396 NA. - NON-RADIALREC Z UNLESS EUBOSSED WTIH SURVEYORS SIGNATURE AND ORIGINAL WED SEAL THIS SURVEY ANP OR COPIES ARE NOT VALID. RECOVERED • POINT RECOVERED J. THIS SURVEY WAS PREPARED FROH TITLE INFORANTKNI FURNISHED TO THE SURVEYOR. THERE ANY BE OTHER RESTRICTIONS P.D. CAL P.O.B. POINT OF BEG11NtNG CALL •CALCULATED CALCULWITNESATED OR THAT AFFECT THIS PROPERTY. P.O. C. • POINT OF COMMENCEMENT PAR • PERMANENT REFERCNCE MONUMENT HAVE B 4. NOUNDERGROUNDWPROVE4ENf5HAVEBEENLOCATEDUNLESS OTHERWISE SHORN. UNDERGROUND fCENTERLDE F.F. FINISHED FLOOR ELEVATION 5. THIS SURVEY LS PREPARED FOR THE SOLE BENERT CIF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. N&D • NAIL D DISK D.SL BUILDING SETBACK LINE R/V • RIGHT-OF-VAY BFL • BENCiDV+RK 6. DI4ENSIONS SHOWN FOR THE LOCATION OF I4PROV17AcNT'" HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. ESHT. =EASEMENT B.B. •BASE BEARING 7, BEARINGS, ARE BASED ASSUUED DATUM AND ON THE UNE SHOWN AS BASE BEARING B.B.) T DRAIN. DRAINAGE S. ELEVATIONS, IF SHOWN, ARE EASED ON NATIONAL GEODETIC DATU4 OF 1929, UNLESS OTHERWISE NOTED. UTIL. •UTILITY 9. CERTIFICATE OF AUTHORIZATION No. 4590. CLFC. • CHAIN LINK FENCE VD.FC. WOOD FENCC C/o CONCRETE BLOCK P.C. POINT OF CURVATURE SCALE F- 1" v ZO'- DRAWN. BY: ORDER P. T. • POINT OF TANGENCY DESC. DESCRIPTION CERTIFIED BY., DATE No. _._... _ R RADIUS L ARC LENGTH PLOT PLAN 06-14-17 2359-17 D DELTA C =CHORD C.B. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES. NOT U£ WITHIN ~ THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM" OAd GRUS ALEYER, R.L.S. 6 47T 4 ZONE " 4AP j' 12117E 0055 F. S W. SC R.l.S 1 4801 DESCRIPTION AS FURNISHED: Lot 303, THORNBROOKE PHASE 4, as recorded in Plat Book 81, Pages 70 thru 71, Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Dhyanendra Kumar an.d Punam Singh; Inspired Title Services, LLC; First American Title Insurance Company; TMHF LOT 292 1 N 00010' 44" W I REC. 1/2" I.R. 10.4' 40. 00' 0.4' I REC. 1/2" I.R. NO I.D. ON 6' PVC FENCE ON NO I.D. y"y 1 19 80, LOT 303 19.80' 7.0'x3.5' AC PADa 5.00' 15 7' 14.3' 5.00" i COV'D. of CONC. of 1 5.00' 14.3' M TWO STORY l RESIDENCE F.F.= 24.43' O O O O LOT 304 0) 10 LOT 302 0 0 0) 0 o 00 5.00' 5.0' 15, 2 b COV'D. o BRICK 5.00, 8.7' 0 Oi BRICK 213' WALK 5.00, 16' BRICK 25.201 DR. 25.20' 0. 1 '10'UTIL. ESMT.0ONON169.58' NAILREC. 5' CONC. WALK REC. NAIL (PC) IN WALK IN WALK B.B.) S 00010' 44" E ON LOT AREA CALCULATIONS. 40.00 LOT . = 4.800 SO.F7. LIVING = 1,467 SQ.FT. GARAGE = 455 SQ.FT. ENTRY - 71 SO. FT. LANAI - 139 SQ.FT BREEZEWAY = N/A SQ. FT. DRIVEWAY = 405 SQ.F(. RED ROSE LANE AIC PAD = 18 SQ.F7. G WALKWAY = 70 SQ.F7. 50' R/W) TRACT I IMPERVIOUS = 54.6 2,623 SO FT UTILITY & ACCESS R/W SO. FT. C e0 SOD = 2,177 Q OFF LOT AREA CALCULATIONS: R/W = 440 SQ.FT, PROPOSED = FINISHED SPOT GRADE ELEVATION APRON = 110 SQ. F. SO. SIDEWALK F PER DRAINAGE PLANS BUILDING SETBACKS: SOD 0 SO FT. 13013 v- = PROPOSED DRAINAGE FLOW FRONT = 25' TOTAL AREAS: LOT GRADING TYPE A >k REAR = 15' PROPOSED INFORMATION SHOWN AREA = 5,240 SO. FT. PROPOSED F.F. PER PLANS = 24.4' 10t SIDE_5. BASED ON SUPPLIED PLAN DRIVEWAY = 513 SO.FF. SIDE CORNER = f0' ANDT(IOR INSTRUCTIONS PER SIDEWALK = 2SO. FT. 04= PROPOSED GRADE PER CONSTRUCTION PLAN CLIENT(NOT FIELD VERIFIED) SOD = 2, 307 SOFT. CRUSENML' YV'R-ASFCOTT 4 SASOC., INC. - LAND FSURVEYDRLS LEGEND - LEGEND - 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P = PLAT P.OL •POINT ON LINE NOTES: F FIELD TYP. •TYPICAL i. P, IRON PIPE PRE. • POINT OF REVERSE CURVATURE P. C.C. POINT OF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORIDA STATUES I.R. IRON ROD C. M. CONCRETE MONUMENT RAD. • RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, THIS SURVEY MAP OR COPIES ARE NOT VALID. SET I.R. 1/2' IR. w/NLB 4596 MR. NON -RADIAL 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR, THERE MAY BE OTHER RESTRICTIONS REC. RECOVERED V.P. WITNESS POINT P. O.B. = POINT OF BEGINNING CALC. CALCULATED PRH. • PERMANENT REFERENCE MONUMENT OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. P. O.C. = POINT OF COMMENCEMENT CENTERLINE FF. = FINISHED FLOOR ELEVATION 5. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD N07 BE RELIED UPON BY ANY OTHER ENTITY, NAIL 6 DISK B.SL. • BUILDING SETBACK LINE 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. R/ W • RtGH7-OF-VAY BR. • BENCHMARK ESMT. =' EASEMENT B.H. •BASE BEARING 7, BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS RISE BEARING (B.B.) 8. ELEVATIONS IF SHOWN, ARE BASED, ON NATIONAL GEODETIC DATUM OF 1929, UNLESS OTHERWISE NOTED. DRAIN. DRAINAGE UTIL. UTILITY 9. CERTIFICATE, OF AUTHORIZATION No. 4596. CLFC. = CHAIN LINK FENCE WD, FC. = WOOD FENCE C/ B = CONCRETE BLOCK SCALE F 1" a 20 DRAWN BY: axa P. C. = POINT OF CURVATURE P. T. PONT OF TANGENCY E) CERTIFIED B?': OA> F ORDER No. DESC. DESCRIPTION R = RADIUS PLOT PLAN 06-14-17 2359-17 L = ARC LENGTH FORMBOARD FOUNDATION/ELEVS. 09-21-17 4164-17 D = DELTA C = CHORD C. H. • CHORD BEARING FINAL/ ELEVS. 01-28-18 1048-18 ADDED CERTIFICARONS 03-02-18 NORTHTHIS BUILDING/PROPERTY DOES. NOT LIE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' 0 X. GRU NMEYER, R.L.S. # 4714 ZONE X. MAP , 12117C 0055 F. ES W. SCOTT, R.LS 1 4801 Revision E31 s+ Response to Comments BYL— Permit # 17- / / Yl Submittal Date Project Address: Contact: Daphne Ph: 407-257-6940 Email: daphneclarkinc@cfl.rr.com Trades encompassed in revision: VBuilding Fax: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 11 /8/ 17 General description of revision: Plumbing QTT , ' p Electrical W 74Xr Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 11 Building ri' MCD MONTA CONSULTING & DESIGN OF WMR AND ASSOCIATES, LLC 2 2 2 S 0 U T H W E S T M O N T E D R I V E, S U I T E 1 0 0 ALTAMONTE SPRINGS, FLORIDA 3 2 7 1 4 P H O N E 4 0 7- 6 S 1- 1 9 1 7 F A X 4 0 7- 6 8 1 - 1 9 2 0 TRANSMITTAL SHEET TO: DATE: Taylor Morrison November 3, 2017 ATTENTION FROM: Kim Carter MCD PROJECT NO: PROJECT NAME: 2171036 TB-303 (40's)(Darlington (14 AR) EOR: GISSAL Quantity Items 2S&S (2406) & Narrative Framing Repair (Bearing Wall) Remarks: 11 /3/2017 Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders TAYLOR MORRISON Thornbrooke — Lot 303 (40's) (Darlington A) Date: November 3, 2017 Plan Revision: Framing Revision at Bearing Wall and Ledger REVISIONS 1. Removed BW3 callout from the bearing wall between the Master Bedroom and the Family Room. This framing is not required. 2. Updated note for ledger connection and truss attachment at rear Lanai. All the changes on the structural plan have been clouded and notated with delta 1. Sheet(s) revised: S1, S4